2021.0263.SP0004 Alpine Estates - Yelm TIA 5-11-21 (002)ALPINE ESTATES
TRAFFIC IMPACT ANALYSIS
City of Yelm, WA
Prepared for: Matt Weber
AHBL
May 2021
05/03/2021
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
HEATH & ASSOCIATES, INC Transportation and Civil Engineering
ALSO KNOWN AS:
THE VISTA AT MILL POND
AND
THE MEADOWS AT MILL POND
City of Yelm, WA
MEADOWS AT MILL PO
ALPINE ESTATES
TRAFFIC IMPACT ANALYSIS
TABLE OF CONTENTS
1. Introduction ...................................................................................................................3
2. Project Description ........................................................................................................3
3. Existing Conditions ........................................................................................................7
4. Forecast Traffic Demand and Analysis ....................................................................... 12
5. Conclusions & Mitigation ............................................................................................. 18
Appendix ............................................................................................................................. 20
LIST OF TABLES
1. Transportation Improvement Projects ...........................................................................9
2. Existing PM Peak Hour Level of Service ..................................................................... 11
3. Project Trip Generation ............................................................................................... 12
4. Forecast 2024 PM Peak Hour Level of Service .......................................................... 17
LIST OF FIGURES
1.Vicinity Map & Roadway System ..................................................................................4
2A. Western Site Plan .........................................................................................................5
2B. Eastern Site Plan ..........................................................................................................6
3. Existing PM Peak Hour Volumes ..................................................................................8
4. PM Peak Hour Trip Distribution & Assignment ............................................................ 14
5. Forecast 2024 PM Peak Hour Background Volumes .................................................. 15
6. Forecast 2024 PM Peak Hour Volumes with Project .................................................. 16
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ALPINE ESTATES
TRAFFIC IMPACT ANALYSIS
1. INTRODUCTION
The main goals of this study focus on the assessment of existing roadway conditions and
forecasts of newly generated project traffic. The first task includes the review of general
roadway information on the adjacent streets serving the subject site and gathering existing
vehicular volumes within a defined study area. Forecasts of future traffic and dispersion
patterns on the street system are then determined using established trip generation and
distribution techniques. As a final step, appropriate conclusions and mitigation measures
are defined, if needed.
2. PROJECT DESCRIPTION
Alpine Estates proposes for the construction of up to 50 single-family dwelling units in the
city of Yelm. The subject site comprises a western portion encompassing 29 lots within tax
parcel #’s: 2172511-1100 & -1200 (6.81-acres) and an eastern portion encompassing 21
lots within tax parcel #: 2273022-0600 (5.04-acres). The western portion of the subject site
is bordered to the north by 104th Avenue SE and the two portions are bisected by Mill
Road SE. The eastern site is currently undeveloped. The western site contains a
residential structure—which is to be demolished prior to new construction. Access to the
western site is proposed via one driveway extending south from 104th Avenue SE. Access
to the eastern site is proposed via one new easterly roadway extension of 104th Avenue
SE from Mill Road SE into the subject site. A site map of the general vicinity is illustrated in
Figure 1. Conceptual site plans are presented in Figures 2A and 2B for the western and
eastern sites, respectively. N Orchard St Western
Site
Eastern
Site
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NHEATH & ASSOCIATESTRAFFIC AND CIVIL ENGINEERINGFIGURE 2AWESTERN SITE PLANALPINE ESTATESPO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com 5
NHEATH & ASSOCIATESTRAFFIC AND CIVIL ENGINEERINGFIGURE 2BEASTERN SITE PLANALPINE ESTATESPO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com 6
3. EXISTING CONDITIONS
3.1 Existing Street System
The major roadways surrounding the subject site are listed and described below.
WA-507: is a two- to three-lane designated state highway located north of the subject site.
WA-507 provides regional access from Centralia to Spanaway. Travel lanes are
approximately 10- to 11-feet in width. Shoulders are primarily composed of paved
segments 2- to 6-feet in width followed by grass/gravel. The posted speed limit in the site
vicinity is 25- to 40-mph. The posted speed limit decreases to 25 mph as it approaches the
city center and increases to 40-mph west of Mill Road SE.
Mill Road SE: is a two-lane neighborhood collector street bisecting the subject site. Travel
lanes are approximately 10- to 15-feet in width. Segments of curb, gutter and detached
sidewalk are available north of 104th Avenue SE. Elsewhere, no formal shoulder treatment
is available. The posted speed limit is 25-mph.
104th Avenue SE: is a two-lane local roadway partially bordering the subject site to the
north. Total roadway width is approximately 22- to 28-feet in width. Curb, gutter and
detached sidewalk are provided along the northern side of the roadway. Grass/gravel is
generally provided along the southern side.
3.2 Existing Peak Hour Volumes and Travel Patterns
Field data for this study was obtained and collected in March of 2021. Traffic counts were
performed at the following study intersections:
•WA-507 & Mill Road SE
•104th Avenue SE & Mill Road SE
Field data for all outlying study intersections was collected between 4:00–6:00 PM, which
generally reflects the highest levels of congestion with respect to traffic and delays during
a 24-hour period. The one hour reflecting highest overall roadway volumes (peak hour)
was then derived from these counts. Existing PM peak hour volumes observed on-site and
at the study intersections are illustrated in Figure 3. Additionally, vehicular volumes
associated with the Fire Station driveway located opposite the proposed project access on
104th Avenue SE were observed. During the PM peak hour, one inbound fire truck
movement was noted. Full-count sheets have been included in the appendix.
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3.3 Roadway Improvements
A review of the proposed City of Yelm 2020-2025 Capital Improvement Program indicates
that improvement projects are currently planned in the vicinity of the site. Descriptions of
the nearest projects are provided below in Table 1 below.
Table 1: Transportation Improvement Projects
Name Location Improvement
Mill Rd SE Sidewalk 104th Ave SE to
107th Lp SE
Construct sidewalks along Mill Rd SE to provide
connections to Mill Pond ES & Ridgeline MS
Cochrane Park Multi-
use Path Cochrane Park Construct multi-use path along the norther portion of
Cochrane Park
2nd Street Sidewalk Cochraine Park to
Mosman Ave
Construct sidewalks to provide connections to Cochrane
Park, Mill Pond ES & Ridgeline MS
Mosman Ave
Improvements (Ph 1-3)
Longmire St SW to
Clark Rd
Construct roadway improvements and roadway
extensions NW to Longmire St SW and SE to Clark Rd SE
1s St Streetscape Jefferson Ave to
Skate Park Streetscape improvements
Yelm Ave Streetscape 1st St S to 4th St
SE Streetscape improvements
In addition, the City of Yelm’s 20-Year Transportation Plan Update identifies the following
projects:
Y11 Parkview Drive (New Connection)
This project intends to construct a new local access road from Mill Road to Parkview Drive
on the south side of Cochrane Park, connecting 3rd Street to Mill road. The project
proposes the dedication of 30 feet along the north side of the property so as to allow future
right-of-way for a future local roadway.
Y6A Mill Road/SR 507 Intersection Realignment Project Description
This project intends to realign the intersection of Mill Road and SR 507 to collector
standards with a dedicated left turn pocket on SR 507. The cost is 2008 dollars was
identified as $600,000.
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3.4 Non-Motorist Traffic
Pedestrian and bicycle activity were observed on the nearby street segments studied for
this project. Observations were made during routine peak hour movement counts at the
study intersections. No pedestrians or bicyclists were noted at the study intersection of
WA-507 & Mill Road SE. Approximately 10 pedestrians and 2 bicyclists were noted at the
study intersection of Mill Road SE & 104th Avenue SE during the PM peak hour.
Right-of-way dedication shall be required along the project frontage on Mill Road SE and
104th Avenue SE as part of site development to install sidewalks to City standards.
Additionally, the project would construct sidewalk infrastructure internally. Improvement
projects expanding non-motorist facilitates are outlined in the City’s TIP list, providing
additional opportunities for safe non-motorist transport to project residents.
3.5 Transit Service
A review of the Intercity Transit service system indicates that Route 94 provides bus
service in the vicinity of the proposed Alpine Estates development. The Route provides
service between Lacey Corporate Center, Yelm and Olympia Transit Center. The nearest
stops in relation to the subject site are provided at the intersection of Yelm Avenue & 3rd
Street (~2,530’ northeast). Weekday/ weekend service is provided from 6:40 AM – 9:45
PM with approximately 60-minute headways. Refer to the Intercity Transit Route Finder for
more detailed information.
3.6 Existing Level of Service
Peak hour delays were determined through the use of the Highway Capacity Manual 6th
Edition. Capacity analysis is used to determine level of service (LOS) which is an
established measure of congestion for transportation facilities. The range1 for intersection
level of service is LOS A to LOS F with the former indicating the best operating conditions
1 Signalized Intersections - Level of Service Stop Controlled Intersections – Level of Service
Control Delay per Control Delay per
Level of Service Vehicle (sec) Level of Service Vehicle (sec)
A 10 A 10
B 10 and 20 B 10 and 15
C 20 and 35 C 15 and 25
D 35 and 55 D 25 and 35
E 55 and 80 E 35 and 50
F 80 F 50
Highway Capacity Manual, 6th Edition
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with low control delays and the latter indicating the worst conditions with heavy control
delays. Detailed descriptions of intersection LOS are given in the 2016 Highway Capacity
Manual. Level of service calculations were made through the use of the Synchro 10
analysis program. For side-street stop-controlled intersections, LOS is determined by the
approach with the highest delay. Table 2 summarizes existing LOS and delays for the key
intersections of study.
Table 2: Existing PM Peak Hour Level of Service
Delays given in seconds per vehicle
Intersection Control Movement LOS Delay
WA-507 & Mill Rd SE Stop NB B 14.9
104th Ave SE& Mill Rd SE Stop EB A 9.0
Existing PM peak hour conditions are shown to operate at LOS B or better indicating mild
delays at the intersections of study.
3.7 Access & Sight Distance
Access to the western portion of the subject site is proposed via one new driveway
extending south from 104th Avenue SE opposite an existing driveway for the SE Thurston
Fire Station. Access to the eastern portion of the subject site is proposed via an easterly
roadway extension of 104th Avenue SE from Mill Road SE into the subject site. Sight
distance observations were performed at the proposed accesses to ensure that traffic can
exit the site with sufficient visibility to safely enter the respective roadways. The speed limit
on both access roads (Mill Road SE and 104th Avenue SE2) at the proposed project
access locations is 25-mph. In accordance with established AASHTO standards, a
minimum entering sight distance of 280 feet is required. Based on preliminary
measurements, no sight deficiencies are identified at either access location.
Moreover, minimal vehicular volumes were observed (1 inbound movement during the
critical PM peak hour) at the Fire Station driveway located opposite the proposed access
off 104th Avenue SE. Aligning the accesses as shown in the site plan provides the best
location for the project’s access. Given the anticipated trip generation (see following
section) of the proposed development and the low observed traffic volumes associated
with the Fire Station access, no intersection conflicts are identified at this time. Driver’s
would need to yield right of way to emergency vehicles, as needed.
2 As the speed limit is not posted on 104th Avenue E, the City standard of 25 mph is assumed.
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4. FORECAST TRAFFIC DEMAND AND ANALYSIS
4.1 Project Trip Generation
Trip generation is used to determine the magnitude of project impacts on the surrounding
street system. This is usually denoted by the quantity or specific number of new trips that
enter and exit a project during a designated time period, such as a specific peak hour (AM
or PM) or an entire day. Data presented in this report was taken from the Institute of
Transportation Engineer's publication Trip Generation, 10th Edition. The designated land
use for this project is defined as Single-Family Detached Housing (LUC 210). Dwelling
units was used as the input variable and average rates were used to determine trip ends.
Table 3 on the following page summarizes the estimated project trip generation for both
the western and eastern portions of the proposed subject site. Included are the average
weekday daily traffic (AWDT) and the AM and PM peak hours. Refer to the appendix for
trip generation output.
Table 3: Project Trip Generation
Land Use Site Size AWDT
AM Peak-Hour Trips PM Peak-Hour Trips
In Out Total In Out Total
Single-
Family
(LUC 210)
Western
Site
29 dwelling
units 274 5 16 21 18 11 29
Eastern
Site
21 dwelling
units 198 4 12 16 13 8 21
Total 472 9 28 37 31 19 50
Based on the data presented in Table 3, the project is anticipated to generate 472 new
average weekday daily trips with 37 trips (9 in/28 out) occurring during the AM peak hour
and 50 trips (31 in/19 out) occurring during the PM peak hour.
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4.2 Distribution & Assignment
Trip distribution describes the anticipated travel routes for inbound and outbound project
traffic during the peak hour study period. Trip distribution percentages are based on the
location of nearby major arterials and amenities. PM peak hour trips are primarily
comprised of commuter-based (returning home) and recreational-based trips. All
southwestbound project-generated trips were assigned to 104th Avenue SE and
subsequently Carter Street SE and WA-507. All trips to/from the north and east were
assigned north via Mill Road SE and subsequently WA-507. Anticipated distribution
percentages and travel routes are illustrated in Figure 4.
4.3 Future Peak Hour Volumes
A 3-year horizon of 2024 was used for future traffic delay analysis. Forecast 2024
background traffic volumes were derived by applying a 2.5 percent compound annual
growth rate to the existing volumes shown in Figure 3. This growth rate was derived via
historic WSDOT volumes observed on WA-507 in the vicinity of the subject site, which
indicated a 2.35% annual growth rate from 2015 to 2019. Moreover, pipeline volumes
associated with The Hutch development were included in forecast volumes. Forecast 2024
PM peak hour volumes without project are shown in Figure 5 while Figure 6 illustrates
forecast 2024 volumes with the addition of project-generated traffic.
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4.4 Future Level of Service
Level of service analyses were made of the future PM peak hour volumes without
(background) and with project related trips added to the key roadways and intersections.
This analysis once again involved the use of the Synchro 10 analysis program. Delays for
the study intersections and proposed accesses under future conditions are shown below in
Table 4.
Table 4: Forecast 2024 PM Peak Hour Level of Service
Delays given in Seconds Per Vehicle
Without Project With Project
Intersection Control LOS Delay LOS Delay
WA-507 & Mill Rd SE Stop C 16.3 C 16.3
104th Ave SE & Mill Rd SE Stop A 9.0 A 9.5
104th Ave SE & Access Stop - - A 8.6
Forecast 2024 PM peak hour delays are shown to operate with LOS C or better conditions
with or without the proposed development. No LOS deficiencies are identified at the
proposed access or study intersections as a result of the development.
4.5 Left Turn Lane Warrant
Left turn lanes are a means of providing necessary storage space for left turning vehicles
at intersections. For this impact study, procedures prescribed by the WSDOT Design
Manual Exhibit 1310-7a were used to ascertain storage requirements at the following
study/access intersections:
• WA-507 & Mill Road SE – Warranted
• 104th Avenue SE (Eastern Site Access) & Mill Road SE – Not Warranted
• 104th Avenue SE & Western Site Access – Not Warranted
Based on present conditions as well as forecast 2024 PM peak hour volumes with project
traffic – a left turn lane would be warranted at the intersection of WA-507 & Mill Road SE.
This intersection was identified under the City’s 20-Year Plan for realignment and a
dedicated left-turn pocket on WA-507. As intersection improvements were identified as
needed in 2009, it is recommended that the project participate in a pro rata contribution to
assist in project funding proportional to the subject development.
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5. CONCLUSIONS AND MITIGATION MEASURES
Alpine Estates proposes for the construction of up to 50 single-family dwelling units in the
city of Yelm. The subject site entails a western portion (29 lots) within tax parcel #’s:
2172511-1100 & -1200 and an eastern portion (21 lots) comprised within tax parcel #:
2273022-0600. All existing on-site structures are to be demolished prior to new
construction. Access to the project is illustrated in the site plans (see Figures 2A and 2B).
Access to the western site is proposed via one new driveway extending south from 104th
Avenue SE opposite an existing Fire Station driveway. Access to the eastern site is
proposed via an easterly roadway extension of 104th Avenue SE from Mill Road SE in the
subject site. The eastern site is dedicating 30 feet along the north side of the property to
provide the City with right-of-way as part of their future connectivity plans with constructing
a local access roadway between Mill Road SE and 3rd Street Se.
The fully constructed project is anticipated to generate 472 new average daily trips with 37
trips occurring in the AM peak hour and 50 trips in the PM peak hour. Existing and forecast
level of service (LOS) at the study intersections are shown to be acceptable, operating with
LOS C or better conditions. A left-turn warrant analysis indicates that a left-turn lane along
WA-507 at Mill Road SE is warranted under present conditions. According to the City’s 20-
Year Transportation Improvement Plan, this intersection was planned for realignment and
a left-turn lane on WA-507.
Based on the analysis above, recommended mitigation is as follows:
1. The City has a planned improvement project located at WA-507 & Mill Road SE
that intends to improve the alignment and construct a left-turn lane along WA-507.
It is recommended that the project participate in a proportional cost-share based on
the number of entering vehicular trips through this intersection. Based on the
forecast 2024 PM peak hour analysis, the following is identified:
Total Intersection Peak Hour Volumes: 1146
Project Trips: 36
Project Proportion: 3.14%
Based on a proportional contributing share, the subject development is
recommended to contribute approximately 3.14 percent of the project cost.
According to the City’s Plan, the project was estimated to cost $600,000 in 2008
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dollars. Adjusted for inflation, the project would cost approximately $744,000 in
2021.
Therefore: $744,000 x 3.14% = $23,361.60.
2. The subject development would also be responsible for Transportation Facilities
Charge per City of Yelm requirements. The City imposes a fee of $1,497.00 per
PM peak hour trip. One existing single-family residence exists on-site. Given the
reduction for the on-site structure, the fee therefore calculates as follows:
49 trips x $1,497.00 = $73,353.00.
Exact fees will be calculated by the City at the time of building permit issuance. It is
recommended that the project’s Transportation Facilities Charge be allocated to the WA-
507 & Mill Road SE intersection improvements. No other mitigation is recommended at this
time.
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ALPINE ESTATES
TRAFFIC IMPACT ANALYSIS
APPENDIX
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LEVEL OF SERVICE
The following are excerpts from the 2016 Highway Capacity Manual - Transportation
Research Board Special Report 209.
Six LOS are defined for each type of facility that has analysis procedures available.
Letters designate each level, from A to F, with LOS A representing the best operating
conditions and LOS F the worst. Each level of service represents a range of operating
conditions and the driver’s perception of those conditions.
Level-of-Service definitions
Level of service A represents primarily free-flow operations at average travel speeds,
usually about 90 percent of the free-flow speed for the arterial classification. Vehicles are
seldom impeded in their ability to maneuver in the traffic stream. Delay at signalized
intersections is minimal.
Level of service B represents reasonably unimpeded operations at average travel speeds,
usually about 70 percent of the free-flow speed for the arterial classification. The ability to
maneuver in the traffic stream is only slightly restricted and delays are not bothersome.
Level of service C represents stable operations; however, ability to maneuver and change
lanes in midblock locations may be more restricted than in LOS B, and longer queues,
adverse signal coordination, or both may contribute to lower average travel speeds of
about 50 percent of the average free-flow speed for the arterial classification.
Level of service D borders on a range in which small increases in flow may cause
substantial increases in approach delay and hence decreases in arterial speed. LOS D
may be due to adverse signal progression, inappropriate signal timing, high volumes, or
some combination of these. Average travel speeds are about 40 percent of free-flow
speed.
Level of service E is characterized by significant delays and average travel speeds of one-
third the free-flow speed or less. Such operations are caused by some combination of
adverse progression, high signal density, high volumes, extensive delays at critical
intersections, and inappropriate signal timing.
Level of service F characterizes arterial flow at extremely low speeds, from less than one-
third to one-quarter of the free-flow speed. Intersection congestion is likely at critical
signalized locations, with long delays and extensive queuing.
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File Name : 4610a
Site Code : 00004610
Start Date : 3/23/2021
Page No : 1
Groups Printed- Passenger + - Heavy
SR-507
Westbound
Mill Rd SE
Northbound
SR-507
Eastbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
04:00 PM 129 10 139 19 2 21 1 86 87 247
04:15 PM 122 14 136 10 7 17 3 101 104 257
04:30 PM 139 10 149 11 3 14 3 96 99 262
04:45 PM 135 10 145 7 5 12 0 87 87 244
Total 525 44 569 47 17 64 7 370 377 1010
05:00 PM 130 14 144 6 2 8 1 97 98 250
05:15 PM 124 12 136 8 2 10 3 105 108 254
05:30 PM 121 6 127 2 1 3 1 89 90 220
05:45 PM 116 12 128 15 4 19 5 79 84 231
Total 491 44 535 31 9 40 10 370 380 955
Grand Total 1016 88 1104 78 26 104 17 740 757 1965
Apprch %92 8 75 25 2.2 97.8
Total %51.7 4.5 56.2 4 1.3 5.3 0.9 37.7 38.5
Passenger +1001 88 1089 78 26 104 16 728 744 1937
% Passenger +98.5 100 98.6 100 100 100 94.1 98.4 98.3 98.6
Heavy 15 0 15 0 0 0 1 12 13 28
% Heavy 1.5 0 1.4 0 0 0 5.9 1.6 1.7 1.4
Heath & Associates
2214 Tacoma Rd E
Puyallup, WA, 98371
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File Name : 4610a
Site Code : 00004610
Start Date : 3/23/2021
Page No : 2
SR-507
Westbound
Mill Rd SE
Northbound
SR-507
Eastbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 122 14 136 10 7 17 3 101 104 257
04:30 PM 139 10 149 11 3 14 3 96 99 262
04:45 PM 135 10 145 7 5 12 0 87 87 244
05:00 PM 130 14 144 6 2 8 1 97 98 250
Total Volume 526 48 574 34 17 51 7 381 388 1013
% App. Total 91.6 8.4 66.7 33.3 1.8 98.2
PHF .946 .857 .963 .773 .607 .750 .583 .943 .933 .967
Passenger +516 48 564 34 17 51 7 375 382 997
% Passenger +98.1 100 98.3 100 100 100 100 98.4 98.5 98.4
Heavy 10 0 10 0 0 0 0 6 6 16
% Heavy 1.9 0 1.7 0 0 0 0 1.6 1.5 1.6
SR-507 SR-507 Mill Rd SE Thru516 10 526 Left48 0 48 OutTotalIn409 564 973 6 10 16 415 989 574 Left
17
0
17
Right
34
0
34
Out TotalIn
55 51 106
0 0 0
55 106 51 Thru375 6 381 Right7 0 7 TotalOutIn533 382 915 10 6 16 543 931 388 Peak Hour Begins at 04:15 PM
Passenger +
Heavy
Peak Hour Data
North
Heath & Associates
2214 Tacoma Rd E
Puyallup, WA, 98371
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File Name : 4610b
Site Code : 00004610
Start Date : 3/23/2021
Page No : 1
Groups Printed- Passenger + - Heavy
Mill Rd SE
Southbound
Mill Rd SE
Northbound
104th Ave SE
Eastbound
Start Time Right Thru App. Total Thru Left App. Total Right Left App. Total Int. Total
04:00 PM 2 8 10 18 8 26 1 4 5 41
04:15 PM 3 13 16 12 1 13 0 0 0 29
04:30 PM 4 12 16 12 4 16 6 1 7 39
04:45 PM 3 6 9 9 1 10 2 2 4 23
Total 12 39 51 51 14 65 9 7 16 132
05:00 PM 5 6 11 5 5 10 2 1 3 24
05:15 PM 4 6 10 7 2 9 0 5 5 24
05:30 PM 3 4 7 3 2 5 2 1 3 15
05:45 PM 6 12 18 9 0 9 3 7 10 37
Total 18 28 46 24 9 33 7 14 21 100
Grand Total 30 67 97 75 23 98 16 21 37 232
Apprch %30.9 69.1 76.5 23.5 43.2 56.8
Total %12.9 28.9 41.8 32.3 9.9 42.2 6.9 9.1 15.9
Passenger +30 66 96 75 23 98 16 21 37 231
% Passenger +100 98.5 99 100 100 100 100 100 100 99.6
Heavy 0 1 1 0 0 0 0 0 0 1
% Heavy 0 1.5 1 0 0 0 0 0 0 0.4
Heath & Associates
2214 Tacoma Rd E
Puyallup, WA, 98371
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File Name : 4610b
Site Code : 00004610
Start Date : 3/23/2021
Page No : 2
Mill Rd SE
Southbound
Mill Rd SE
Northbound
104th Ave SE
Eastbound
Start Time Right Thru App. Total Thru Left App. Total Right Left App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 2 8 10 18 8 26 1 4 5 41
04:15 PM 3 13 16 12 1 13 0 0 0 29
04:30 PM 4 12 16 12 4 16 6 1 7 39
04:45 PM 3 6 9 9 1 10 2 2 4 23
Total Volume 12 39 51 51 14 65 9 7 16 132
% App. Total 23.5 76.5 78.5 21.5 56.2 43.8
PHF .750 .750 .797 .708 .438 .625 .375 .438 .571 .805
Passenger +12 39 51 51 14 65 9 7 16 132
% Passenger +100 100 100 100 100 100 100 100 100 100
Heavy 0 0 0 0 0 0 0 0 0 0
% Heavy 0 0 0 0 0 0 0 0 0 0
Mill Rd SE 104th Ave SE Mill Rd SE
Right
12
0
12
Thru
39
0
39
InOut Total
58 51 109
0 0 0
58 109 51
Left
14
0
14
Thru
51
0
51
Out TotalIn
48 65 113
0 0 0
48 113 65 Left7 0 7 Right9 0 9 TotalOutIn26 16 42 0 0 0 26 42 16 Peak Hour Begins at 04:00 PM
Passenger +
Heavy
Peak Hour Data
North
Heath & Associates
2214 Tacoma Rd E
Puyallup, WA, 98371
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PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
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194STATE OF WASHINGTON - DEPARTMENT OF TRANSPORTATIONT R I P S S Y S T E MANNUAL TRAFFIC REPORTAVERAGE DAILY TRAFFIC VOLUMESTATE----------------------------------ROUTE FUNCT TRUCK PERCENTAGES 2013 2014 2015 2016STATE ROUTE MILEPOST LOCATION COUPLET CLASS SNGL DBL TRIPLE TOTAL UNITS UNITS UNITS UNITS507 002.72 AFTER JCT REYNOLDS AVE 2 9500* 9700 9600* 9900507 003.75 BEFORE JCT SAWALL AVE 2 5100* 5200 5200* 5300507 004.10 AFTER JCT EUREKA AVE 2 3900* 3900 3800* 3900507 004.60 AFTER JCT BIG HANAFORD RD 3 2700* 2700 2600* 2700507 013.64 BEFORE JCT OLD HWY 99 2 3000* 3100 2900* 3000507 013.64 AFTER JCT OLD HWY 99 2 8100* 8200 8100* 8400507 014.67 BEFORE JCT RAGLESS ST*OLD 99 Y-CONN 2 9700* 9900 9600* 9900507 014.69 AFTER JCT OLD HWY 99 N 2 7000* 7200 7300* 7500507 015.59 AFTER JCT STITHAM LN 2 5400* 5500 5700* 5900507 017.85 AFTER JCT MILITARY RD SE 2 4500* 4600 4700* 4800507 022.03 AFTER JCT VAIL CUTOFF RD SE 2 5600 5700 5300* 5500507 022.74 AFTER JCT CENTRE ST 2 7300* 7400 7200* 7400507 027.07 AFTER JCT GEORGE RD SE 2 8700* 8800 8400* 8600507 028.24 BEFORE JCT SR 510*FIRST ST 2 9500 8900* 9200 9500507 028.24 AFTER JCT SR 510*FIRST ST 2 17000 17000* 18000 18000507 029.24 BEFORE JCT CREEK ST*BALD HILLS RD 2 19000 18000* 19000 19000507 029.35 AFTER NE 106TH AVE 2 15000 14000* 15000 15000507 030.50 AFTER JCT VAIL RD SE 2 20000 20000* 20000 21000507 031.10 BEFORE JCT SR 702 2 20000 20000* 20000 21000507 031.10 AFTER JCT SR 702 2 13000 12000* 13000 13000507 035.19 BEFORE JCT 288TH ST S 2 11000* 11000 11000507 035.19 AFTER JCT 288TH ST S 2 12000* 12000 12000507 039.04 BEFORE FT LEWIS ACCESS RD 2 11000* 12000 12000507 043.49 BEFORE PARK AND RIDE LOT 2 13000 14000* 14000* 15000STATE ROUTE NO 507 COUPLET PEARL SIXTH ST TO W CHERRY ST507COPEARL ** 002.26 AFTER JCT SR 507*6TH ST*BEG ROUTE 2 4900 4900 5000* 5100507COPEARL 002.93 AFTER JCT W MAPLE ST 2 6100 6200 6100* 6300** COUPLET SKETCH IN BACK OF BOOK * BASED ON ACTUAL COUNT+ SOURCE OF TRUCK PERCENTAGESPO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com 292019 AADT: 10,000
HCM 6th TWSC Existing PM Peak Hour
1: Mill Rd SE & SR-507 05/04/2021
HCM 6th TWSC Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 381 7 48 526 17 34
Future Vol, veh/h 381 7 48 526 17 34
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 11211
Mvmt Flow 393 7 49 542 18 35
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 400 0 1037 397
Stage 1 - - - - 397 -
Stage 2 - - - - 640 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1164 - 257 655
Stage 1 - - - - 681 -
Stage 2 - - - - 527 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1164 - 242 655
Mov Cap-2 Maneuver - - - - 242 -
Stage 1 - - - - 681 -
Stage 2 - - - - 495 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 14.9
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)417 - - 1164 -
HCM Lane V/C Ratio 0.126 - - 0.043 -
HCM Control Delay (s) 14.9 - - 8.2 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.4 - - 0.1 -
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
30
HCM 6th TWSC Existing PM Peak Hour
2: Mill Rd SE & 104th Ave SE 05/04/2021
HCM 6th TWSC Synchro 10 Light Report
Page 2
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 9 14 51 39 12
Future Vol, veh/h 7 9 14 51 39 12
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 1 11111
Mvmt Flow 9 11 17 63 48 15
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 153 56 63 0 - 0
Stage 1 56 -----
Stage 2 97 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 841 1013 1546 - - -
Stage 1 969 -----
Stage 2 929 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 832 1013 1546 - - -
Mov Cap-2 Maneuver 832 -----
Stage 1 958 -----
Stage 2 929 -----
Approach EB NB SB
HCM Control Delay, s 9 1.6 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1546 - 925 - -
HCM Lane V/C Ratio 0.011 - 0.021 - -
HCM Control Delay (s) 7.4 0 9 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
31
HCM 6th TWSC Forecast 2024 PM Peak Hour Without Project
1: Mill Rd SE & SR-507 05/05/2021
HCM 6th TWSC Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 422 8 52 573 18 37
Future Vol, veh/h 422 8 52 573 18 37
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 11211
Mvmt Flow 435 8 54 591 19 38
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 443 0 1138 439
Stage 1 - - - - 439 -
Stage 2 - - - - 699 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1122 - 224 620
Stage 1 - - - - 652 -
Stage 2 - - - - 495 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1122 - 208 620
Mov Cap-2 Maneuver - - - - 208 -
Stage 1 - - - - 652 -
Stage 2 - - - - 459 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 16.3
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)376 - - 1122 -
HCM Lane V/C Ratio 0.151 - - 0.048 -
HCM Control Delay (s) 16.3 - - 8.4 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.5 - - 0.1 -
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
32
HCM 6th TWSC Forecast 2024 PM Peak Hour Without Project
2: Mill Rd SE & 104th Ave SE 05/05/2021
HCM 6th TWSC Synchro 10 Light Report
Page 2
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 10 15 55 42 13
Future Vol, veh/h 8 10 15 55 42 13
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 1 11111
Mvmt Flow 10 12 19 68 52 16
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 166 60 68 0 - 0
Stage 1 60 -----
Stage 2 106 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 827 1008 1540 - - -
Stage 1 965 -----
Stage 2 921 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 816 1008 1540 - - -
Mov Cap-2 Maneuver 816 -----
Stage 1 952 -----
Stage 2 921 -----
Approach EB NB SB
HCM Control Delay, s 9 1.6 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1540 - 913 - -
HCM Lane V/C Ratio 0.012 - 0.024 - -
HCM Control Delay (s) 7.4 0 9 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
33
HCM 6th TWSC Forecast 2024 PM Peak Hour With Project
1: Mill Rd SE & SR-507 05/05/2021
HCM 6th TWSC Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 1.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 422 8 74 573 18 51
Future Vol, veh/h 422 8 74 573 18 51
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 11211
Mvmt Flow 435 8 76 591 19 53
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 443 0 1182 439
Stage 1 - - - - 439 -
Stage 2 - - - - 743 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1122 - 211 620
Stage 1 - - - - 652 -
Stage 2 - - - - 472 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1122 - 190 620
Mov Cap-2 Maneuver - - - - 190 -
Stage 1 - - - - 652 -
Stage 2 - - - - 424 -
Approach EB WB NB
HCM Control Delay, s 0 1 16.3
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)390 - - 1122 -
HCM Lane V/C Ratio 0.182 - - 0.068 -
HCM Control Delay (s) 16.3 - - 8.4 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.7 - - 0.2 -
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
34
HCM 6th TWSC Forecast 2024 PM Peak Hour With Project
2: Mill Rd SE & 104th Ave SE 05/05/2021
HCM 6th TWSC Synchro 10 Light Report
Page 2
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 4 10 0 2 6 15 55 0 9 42 26
Future Vol, veh/h 16 4 10 0 2 6 15 55 0 9 42 26
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 1 21222112211
Mvmt Flow 17 4 11 0 2 7 16 60 0 10 46 28
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 177 172 60 180 186 60 74 0 0 60 0 0
Stage 1 80 80 - 92 92 -------
Stage 2 97 92 - 88 94 -------
Critical Hdwy 7.11 6.52 6.21 7.12 6.52 6.22 4.11 - - 4.12 - -
Critical Hdwy Stg 1 6.11 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.11 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.509 4.018 3.309 3.518 4.018 3.318 2.209 - - 2.218 - -
Pot Cap-1 Maneuver 787 721 1008 782 708 1005 1532 - - 1544 - -
Stage 1 931 828 - 915 819 -------
Stage 2 912 819 - 920 817 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 770 708 1008 759 695 1005 1532 - - 1544 - -
Mov Cap-2 Maneuver 770 708 - 759 695 -------
Stage 1 921 822 - 905 810 -------
Stage 2 894 810 - 899 811 -------
Approach EB WB NB SB
HCM Control Delay, s 9.5 9 1.6 0.9
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1532 - - 825 904 1544 - -
HCM Lane V/C Ratio 0.011 - - 0.04 0.01 0.006 - -
HCM Control Delay (s) 7.4 0 - 9.5 9 7.3 0 -
HCM Lane LOS A A -AAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - -
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
35
HCM 6th TWSC Forecast 2024 PM Peak Hour With Project
3: Western Site Access/Fire Station Driveway & 104th Ave SE 05/05/2021
HCM 6th TWSC Synchro 10 Light Report
Page 3
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 22 5 13 30 0308000
Future Vol, veh/h 1 22 5 13 30 0308000
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 100 2222100222100100100
Mvmt Flow 1 24 5 14 33 0309000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 33 0 0 29 0 0 90 90 27 94 92 33
Stage 1 ------2929-6161-
Stage 2 ------6161-3331-
Critical Hdwy 5.1 - - 4.12 - - 7.12 6.52 6.22 8.1 7.5 7.2
Critical Hdwy Stg 1 ------6.12 5.52 - 7.1 6.5 -
Critical Hdwy Stg 2 ------6.12 5.52 - 7.1 6.5 -
Follow-up Hdwy 3.1 - - 2.218 - - 3.518 4.018 3.318 4.4 4.9 4.2
Pot Cap-1 Maneuver 1124 - - 1584 - - 895 800 1048 701 645 818
Stage 1 ------988871-753686-
Stage 2 ------950844-782709-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1124 - - 1584 - - 888 792 1048 690 639 818
Mov Cap-2 Maneuver ------888792-690639-
Stage 1 ------987870-752680-
Stage 2 ------941836-775708-
Approach EB WB NB SB
HCM Control Delay, s 0.3 2.2 8.6 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)999 1124 - - 1584 - - -
HCM Lane V/C Ratio 0.012 0.001 - - 0.009 - - -
HCM Control Delay (s) 8.6 8.2 0 - 7.3 0 - 0
HCM Lane LOS A A A - A A - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - -
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
36
Intersections Chapter 1310
Page 1310-14 WSDOT Design Manual M 22-01.19
September 2020
Exhibit 1310-7a Left-Turn Storage Guidelines: Two-Lane, Unsignalized
40 m
p
h
*
*
50 mph
*
*
60 mph**
% Total DHV Turning Left (single turning movement)Total DHV*1,000
900
800
700
600
500
400
300
0 5 10 15 20 25
Below curve, storage not needed for capacity.
Above curve, further analysis recommended.
KEY:
1
2
1
2
1
2
1
21,100
* DHV is total volume from both directions
**Speeds are posted speeds
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
37
Existing PM Peak Hour
WA-507 & Mill Road SE
Total DHV: 962 vph
Left Turn %: 48/962 = 4.99%
Posted Speed: 25/40-mph
Left Turn Lane: Not Warranted
Intersections Chapter 1310
Page 1310-14 WSDOT Design Manual M 22-01.19
September 2020
Exhibit 1310-7a Left-Turn Storage Guidelines: Two-Lane, Unsignalized
40 m
p
h
*
*
50 mph
*
*
60 mph**
% Total DHV Turning Left (single turning movement)Total DHV*1,000
900
800
700
600
500
400
300
0 5 10 15 20 25
Below curve, storage not needed for capacity.
Above curve, further analysis recommended.
KEY:
1
2
1
2
1
2
1
21,100
* DHV is total volume from both directions
**Speeds are posted speeds
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
38
Forecast 2024 PM Peak Hour
WA-507 & Mill Road SE
Total DHV: 1077 vph
Left Turn %: 74/1077 = 6.87%
Posted Speed: 25/40-mph
Left Turn Lane: Not Warranted
Intersections Chapter 1310
Page 1310-14 WSDOT Design Manual M 22-01.19
September 2020
Exhibit 1310-7a Left-Turn Storage Guidelines: Two-Lane, Unsignalized
40 m
p
h
*
*
50 mph
*
*
60 mph**
% Total DHV Turning Left (single turning movement)Total DHV*1,000
900
800
700
600
500
400
300
0 5 10 15 20 25
Below curve, storage not needed for capacity.
Above curve, further analysis recommended.
KEY:
1
2
1
2
1
2
1
21,100
* DHV is total volume from both directions
**Speeds are posted speeds
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
39
Forecast 2024 PM Peak Hour
104th Ave SE & Mill Road SE
Total DHV: 147 vph
Left Turn %: 9/147 = 6.12%
Posted Speed: 25-mph
Left Turn Lane: Not Warranted
Intersections Chapter 1310
Page 1310-14 WSDOT Design Manual M 22-01.19
September 2020
Exhibit 1310-7a Left-Turn Storage Guidelines: Two-Lane, Unsignalized
40 m
p
h
*
*
50 mph
*
*
60 mph**
% Total DHV Turning Left (single turning movement)Total DHV*1,000
900
800
700
600
500
400
300
0 5 10 15 20 25
Below curve, storage not needed for capacity.
Above curve, further analysis recommended.
KEY:
1
2
1
2
1
2
1
21,100
* DHV is total volume from both directions
**Speeds are posted speeds
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
40
Forecast 2024 PM Peak Hour
104th Ave SE & Western Site Access
Total DHV: 71 vph
Left Turn %: 13/71 = 18.31%
Posted Speed: 25-mph
Left Turn Lane: Not Warranted