traffic impact analysis (3)THE SUMMIT AT THOMPSON CREEK
TRAFFIC IMPACT ANALYSIS
City of Yelm, WA
Prepared for: Matt Weber
Mweber@AHBL.com
AHBL
Revised
August 2022
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HEATH HEATH & & ASSOCIATES, ASSOCIATES, INCINC TTrransportation ansportation PlanniPlanning ng and and EngineeringEngineering
08/02/2022
THE SUMMIT AT THOMPSON CREEK
TRAFFIC IMPACT ANALYSIS
TABLE OF CONTENTS
1. Introduction ...................................................................................................................3
2. Project Description ........................................................................................................3
3. Existing Conditions ........................................................................................................5
4. Forecast Traffic Demand and Analysis .........................................................................9
5. Conclusions & Mitigation .............................................................................................15
Appendix .............................................................................................................................16
LIST OF TABLES
1. Transportation Improvement Projects ...........................................................................7
2. Existing PM Peak Hour Level of Service .......................................................................8
3. Project Trip Generation .................................................................................................9
4. Forecast 2025 PM Peak Hour Level of Service ..........................................................15
LIST OF FIGURES
1.Vicinity Map & Roadway System ..................................................................................3
2. Site Plan ........................................................................................................................4
3. Existing PM Peak Hour Volumes ..................................................................................6
4. PM Peak Hour Trip Distribution & Assignment ............................................................11
5. PM Peak Hour Pipeline Volumes ................................................................................12
6. Forecast 2025 PM Peak Hour Volumes Without Project .............................................13
7. Forecast 2025 PM Peak Hour Volumes with Project ..................................................14
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THE SUMMIT AT THOMPSON CREEK
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
The Summit at Thompson Creek proposes for the construction of 101 single family
dwelling units located in the city of Yelm. The subject site is partially bordered to the
south/east by Berry Valley Road SE and is located northwest of Tahoma Boulevard SE,
situated on 49.59-acres within tax parcel #’s: 21723140000, 21724230100, 21723140102,
21723140101. Primary access to and from the subject site is proposed via a westerly
extension of Berry Valley Road SE from its current terminus near the east property limits.
Secondary access by way of internal connectivity via Jackson Street SE would also be
available. Figure 1 below identifies the subject site in red. Illustrated in Figure 2 is a
preliminary site plan with the overall plat and proposed roadway and access configuration.
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NHEATH & ASSOCIATESTRAFFIC AND CIVIL ENGINEERINGFIGURE 2THE SUMMIT AT THOMPSON CREEKSITE PLANThe Summit at Thompson Creek TIA PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com 4/28
3. EXISTING CONDITIONS
3.1 Existing Street System
The major roadways surrounding the subject site are listed and described below.
Tahoma Boulevard SE: is a primarily an east-west urban arterial located southeast of the
project site. Travel lanes are approximately 11- to 12-feet in width. Shoulder treatment
consists of curb, gutter, and sidewalk along either side of the roadway. Moreover, Tahoma
Boulevard SE supports five-foot bicycle lanes along either side of the roadway. The posted
speed limit in the vicinity of the proposed project is 35-mph.
Berry Valley Road SE: is a north-south and east-west local roadway located east from the
subject site and is proposed for a future extension to serve site ingress and egress. Total
roadway width is approximately 16-18 feet with no formal shoulder treatment. Detached
sidewalks are available for an approximate 200-foot segment where the roadway
intersects with Tahoma Blvd SE. The posted speed limit is 25-mph.
3.2 Existing Peak Hour Volumes and Travel Patterns
Field data for this study was collected in May of 2022. Traffic counts were administered at
the study intersection of Tahoma Boulevard SE & Berry Valley Road SE which would
receive the bulk of the anticipated vehicular demands. Data were obtained during the
evening peak period from 4:00 – 6:00 PM, which generally translates to the highest overall
roadway volumes in a given 24-hour period. The one hour reflecting highest overall
roadway volumes (peak hour) was then derived from these counts which was observed to
occur between 4:30-5:30 PM with a total of 163 entering vehicles. Figure 3 illustrates the
PM peak hour turning movements at the study intersection. Full count sheets are listed in
the appendix for reference.
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3.3 Roadway Improvements
A review of the proposed City of Yelm 2022-2027 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 Cost
Burnett/93rd Intersection
(ID#: 12) Intersection Signal at 93rd Ave requires the realignment of both
Burnett Rd and 93rd Ave. $1,875,000
Coates Ave NW
(ID#: 17)
Killion to Cullens
Rd
Approximately 1,300 linear feet of new roadway on
Coates Ave NW between Killion Rd and Cullens Rd.
Sidewalks, curbs, gutters, utilities, streetlights, ect.
$2,775,000
Longmire/SR-510
(ID#: 12) Intersection A signal at Longmire & SR 510 requires commercial
property for the ROW. $1,045,000
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 intersection. Three pedestrians and one bicyclist were noted crossing the northwest
leg of the study intersection (Berry Valley Road SE) traversing along Tahoma Blvd SE. No
pedestrian activity was observed occurring along Berry Valley Road SE.
Tahoma Boulevard SE offers complete pedestrian infrastructure along either side of the
roadway including dedicated bike lanes approximately 5-feet in width. Non-motorist
infrastructure continues to SR 510 (Yelm Avenue) where marked crosswalks via actuated
signalization provides crossing opportunities for access to local amenities and transit.
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 The Summit at Thompson Creek development. The
Route provides service between Yelm and The Olympia Transit Center. The nearest stops
in relation to the subject site are provided at the intersection of SR 510 & Tahoma
Boulevard SE, just under a mile walking distance east of the subject site. Weekday
service is provided from 6:04 AM – 9:45 PM with approximately 60-minute headways.
Weekend service is provided from 7:15 AM – 9:45 PM with approximately 60-minute
headways. Refer to the Intercity Transit Route Finder for more detailed information.
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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 range 1 for intersection
level of service is LOS A to LOS F with the former indicating the best operating conditions
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 11
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
intersection of study.
Table 2: Existing PM Peak Hour Level of Service
Delays given in seconds per vehicle
Intersection Control Movement LOS Delay
Tahoma Blvd SE &
Berry Valley Rd SE Stop SEB* A 9.3
*SEB-Southeast Bound
Existing PM peak hour conditions at the study intersection are shown to operate at LOS A
indicating stable conditions with minimal delays experienced by drivers.
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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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, 11th Edition. The designated land
use for this project is defined as Single-Family Detached Housing (LUC 210). Dwelling
units were used as the input variable and average rates were used to determine trip ends.
Table 3 below summarizes the estimated project trip generation. 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 Units AWDT AM Peak-Hour Trips PM Peak-Hour Trips
In Out Total In Out Total
Single-Family
Detached Housing 101 952 18 53 71 60 35 95
Based on the data presented in Table 3, the project is anticipated to generate 952 new
average weekday daily trips with 71 trips (18 inbound/53 outbound) occurring during the
AM peak hour and 95 trips (60 inbound/35 outbound) occurring during the PM peak hour.
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. Consistent with past developments in the
area and corroborated by existing turning movements counts, the majority (~95%) of traffic
is estimated to travel to/from the east by way of Tahoma Blvd SE and subsequently SR
510. A small portion (5%) has been assigned to/from the south to account for potential
miscellaneous routes including use of Longmire Street SE. While there is connectivity
proposed via Jackson Street SE, this route is not anticipated to be used and was therefore
not reflected in the trip assignment. All project was routed to/from the Berry Valley Road
SE roadway extension. See Figure 4 for PM peak hour trip distribution.
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4.3 Future Peak Hour Volumes
A 3-year horizon of 2025 was used for future traffic delay analysis. Forecast 2025
background traffic volumes were derived by applying a four percent compound annual
growth rate to the existing volumes shown in Figure 3 to account for partially built out
developments in the area (residential development to the south of the proposed project).
It should be noted, however, that WSDOT data along SR 510 in the site vicinity indicated
little to no growth between 2017-2019 with 16,000 ADT, respectively. Also taken into
consideration are in-process developments near the site of which include: The Hutch,
Durant Street Plat, Alpine Estates, Tahoma Blvd Apartments, and El Rey Burro. Each
development was examined and accounted for; however, given the site’s location, pipeline
traffic is expected to be nominal as shown in Figure 5.
Forecast 2025 PM peak hour volumes without project (background growth plus pipeline)
are shown in Figure 6 while Figure 7 illustrates forecast 2025 volumes with the addition of
project-generated traffic.
4.4 Project Access
Primary access to and from the proposed plat is via connections/extensions of Berry Valley
SE and Jackson Street SE. Moreover, approximately four intersections internal to the plat
would be constructed to allow for lot access. All the construction shall be designed in
accordance with City of Yelm engineering standards and shall meet sight distance
requirements. Final verification may be needed with final site design.
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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 11 analysis program. Delays for
the study intersection under future conditions is shown below in Table 4.
Table 4: Forecast 2025 PM Peak Hour Level of Service
Delays given in Seconds Per Vehicle
Without Project With Project
Intersection Control LOS Delay LOS Delay
Tahoma Blvd SE & Berry Valley Rd SE Stop A 9.4 A 9.8
Forecast 2025 PM peak hour delays are shown to continue operating with LOS A
conditions with or without the proposed development. No operational deficiencies are
identified as a result of the development.
5. CONCLUSIONS AND MITIGATION MEASURES
The Summit at Thompson Creek proposes for the construction of a 101-unit single-family
residential development located within the city of Yelm. The subject property includes
several parcels situated north of Tahoma Blvd SE and on the west side of SR 510. Access
to and from the plat is proposed via an extension of Berry Valley Road SE and connection
by way of Jackson Street SE. See Figure 2 for preliminary site plan and lot layout.
The fully constructed project with 101 single-family dwelling units is anticipated to generate
952 average weekday daily trips with 71 trips occurring in the AM peak hour and 95 trips in
the PM peak hour. Existing and forecast level of service (LOS) at the study intersection of
Tahoma Blvd SE & Berry Valley Road SE is shown to be acceptable operating with LOS A
conditions and indicating sufficient capacity to support the incoming project’s demands.
Based on the analysis above, recommended mitigation is as follows:
1. The subject development would also be subject for Transportation Facilities
Charge per city of Yelm requirements. The city imposes a fee of $1,497.00 per PM
peak hour trip. Initial fees are estimated as follows:
95 trips x $1,497.00 = $142,215.00.
Credit for removal of any on-site residential structures could result in credits against the
numbers above. Final fees will be calculated by the city at the time of building permit
issuance. No other mitigation is recommended at this time.
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THE SUMMIT AT THOMPSON CREEK
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 : 4932a
Site Code : 00004932
Start Date : 5/24/2022
Page No : 1
Groups Printed- Passenger + - Heavy
Tahoma Blvd SE
Southbound
Tahoma Blvd SE
Northbound
Berry Valley Rd SE
Eastbound
Start Time Right Thru App. Total Thru Left App. Total Right Left App. Total Int. Total
04:00 PM 2 15 17 12 0 12 1 2 3 32
04:15 PM 0 12 12 17 0 17 0 1 1 30
04:30 PM 4 20 24 13 0 13 0 2 2 39
04:45 PM 1 25 26 14 0 14 0 1 1 41
Total 7 72 79 56 0 56 1 6 7 142
05:00 PM 1 25 26 15 0 15 0 1 1 42
05:15 PM 4 20 24 16 0 16 0 1 1 41
05:30 PM 3 23 26 3 1 4 0 1 1 31
05:45 PM 2 25 27 10 0 10 0 1 1 38
Total 10 93 103 44 1 45 0 4 4 152
Grand Total 17 165 182 100 1 101 1 10 11 294
Apprch %9.3 90.7 99 1 9.1 90.9
Total %5.8 56.1 61.9 34 0.3 34.4 0.3 3.4 3.7
Passenger +17 164 181 99 1 100 1 10 11 292
% Passenger +100 99.4 99.5 99 100 99 100 100 100 99.3
Heavy 0 1 1 1 0 1 0 0 0 2
% Heavy 0 0.6 0.5 1 0 1 0 0 0 0.7
Heath & Associates
PO Box 397
Puyallup, WA 98371
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File Name : 4932a
Site Code : 00004932
Start Date : 5/24/2022
Page No : 2
Tahoma Blvd SE
Southbound
Tahoma Blvd SE
Northbound
Berry Valley Rd 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 04:30 PM
04:30 PM 4 20 24 13 0 13 0 2 2 39
04:45 PM 1 25 26 14 0 14 0 1 1 41
05:00 PM 1 25 26 15 0 15 0 1 1 42
05:15 PM 4 20 24 16 0 16 0 1 1 41
Total Volume 10 90 100 58 0 58 0 5 5 163
% App. Total 10 90 100 0 0 100
PHF .625 .900 .962 .906 .000 .906 .000 .625 .625 .970
Passenger +10 89 99 57 0 57 0 5 5 161
% Passenger +100 98.9 99.0 98.3 0 98.3 0 100 100 98.8
Heavy 0 1 1 1 0 1 0 0 0 2
% Heavy 0 1.1 1.0 1.7 0 1.7 0 0 0 1.2
Tahoma Blvd SE Berry Valley Rd SE Tahoma Blvd SE
Right
10
0
10
Thru
89
1
90
InOut Total
62 99 161
1 1 2
63 163 100
Left
0
0
0
Thru
57
1
58
Out TotalIn
89 57 146
1 1 2
90 148 58 Left5 0 5 Right0 0 0 TotalOutIn10 5 15 0 0 0 10 15 5 Peak Hour Begins at 04:30 PM
Passenger +
Heavy
Peak Hour Data
North
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Puyallup, WA 98371
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10/4/21, 2:23 PM https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=AWDVTE&x=&edition=639&locationCode=Gener…
https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=AWDVTE&x=&edition=639&locationCode=General Urban/Suburban&…1/1
Single-Family Detached Housing
(210)
Vehicle Trip Ends vs:Dwelling Units
On a:Weekday
Setting/Location:General Urban/Suburban
Number of Studies:174
Avg. Num. of Dwelling Units:246
Directional Distribution:50% entering, 50% exiting
Vehicle Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
9.43 4.45 - 22.61 2.13
Data Plot and Equation
T = Trip EndsX = Number of Dwelling Units
Study Site Average RateFitted Curve
Fitted Curve Equation: Ln(T) = 0.92 Ln(X) + 2.68 R²= 0.95
Trip Gen Manual,11th Edition Institute of Transportation Engineers
0 500 1,000 1,500 2,000 2,500 3,0000
5,000
10,000
15,000
20,000
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10/4/21, 2:23 PM https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=TASIDE&x=&edition=639&locationCode=General…
https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=TASIDE&x=&edition=639&locationCode=General Urban/Suburban&c…1/1
Single-Family Detached Housing
(210)
Vehicle Trip Ends vs:Dwelling Units
On a:Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.
Setting/Location:General Urban/Suburban
Number of Studies:192
Avg. Num. of Dwelling Units:226
Directional Distribution:26% entering, 74% exiting
Vehicle Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
0.70 0.27 - 2.27 0.24
Data Plot and Equation
T = Trip EndsX = Number of Dwelling Units
Study Site Average RateFitted Curve
Fitted Curve Equation: Ln(T) = 0.91 Ln(X) + 0.12 R²= 0.90
Trip Gen Manual,11th Edition Institute of Transportation Engineers
0 500 1,000 1,500 2,000 2,500 3,0000
500
1,000
1,500
2,000
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10/4/21, 2:24 PM https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=TPSIDE&x=&edition=639&locationCode=General…
https://itetripgen.org/PrintGraph.htm?code=210&ivlabel=UNITS210&timeperiod=TPSIDE&x=&edition=639&locationCode=General Urban/Suburban&c…1/1
Single-Family Detached Housing
(210)
Vehicle Trip Ends vs:Dwelling Units
On a:Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Setting/Location:General Urban/Suburban
Number of Studies:208
Avg. Num. of Dwelling Units:248
Directional Distribution:63% entering, 37% exiting
Vehicle Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
0.94 0.35 - 2.98 0.31
Data Plot and Equation
T = Trip EndsX = Number of Dwelling Units
Study Site Average RateFitted Curve
Fitted Curve Equation: Ln(T) = 0.94 Ln(X) + 0.27 R²= 0.92
Trip Gen Manual,11th Edition Institute of Transportation Engineers
0 500 1,000 1,500 2,000 2,500 3,0000
500
1,000
1,500
2,000
2,500
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Heath & Associates, Inc.
Pipeline Volumes - The Summit At Thompson Creek TIA 8-2-22
1. Tahoma Boulevard SE & Berry Valley Road SE
PM Peak Hour * North/South Street is Tahoma Blvd SE
Pipeline Volume Summations
1. The Hutch 0 0 0 0 0 0 0 0 0 0 0 0
2. Durant St Apartments 0 0 0 0 0 0 0 0 0 0 0 0
3. Alpine Estates 0 0 0 0 0 0 0 0 0 0 0 0
4. Tahoma Blvd Apartments 0 1 0 0 0 0 0 1 0 0 0 0
5. El Rey Burro 0 0 0 0 0 0 0 0 0 0 0 0
Totals 0 1 0 0 0 0 0 1 0 0 0 0
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Heath & Associates, Inc
The Summit at Thompson Creek TIA 8-2-2022
Annual Growth Rate: 4 %
# of Years to Horizon: 3
1. Tahoma Blvd SE & Berry Valley Rd SE
SBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL
Existing 10 90 0 0 0 0 0 58 0 0 0 5
Project Trips 57 0 0 0 0 0 0 0 3 2 0 33
Pipeline 0 1 0 0 0 0 0 1 0 0 0 0
Without 11 102 0 0 0 0 0 66 0 0 0 6
With 68 102 0 0 0 0 0 66 3 2 0 39
2025
PM Peak Hour Forecast Intersection Volumes
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HCM 6th TWSC Existing PM Peak Hour
3: Tahoma Blvd SE & Berry Valley Rd SE 06/15/2022
1. Existing PM Peak Hour 10:47 am 06/15/2022 Baseline Synchro 11 Light Report
Page 1
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 0 0 58 90 10
Future Vol, veh/h 5 0 0 58 90 10
Conflicting Peds, #/hr 3 3 3 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 0 0 60 93 10
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 134 58 106 0 - 0
Stage 1 101 - - - - -
Stage 2 33 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 846 996 1483 - - -
Stage 1 912 - - - - -
Stage 2 985 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 841 990 1479 - - -
Mov Cap-2 Maneuver 841 - - - - -
Stage 1 909 - - - - -
Stage 2 982 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.3 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h)1479 - 841 - -
HCM Lane V/C Ratio - - 0.006 - -
HCM Control Delay (s) 0 - 9.3 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
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HCM 6th TWSC Forecast 2025 PM Peak Hour Without Project
3: Tahoma Blvd SE & Berry Valley Rd SE 06/15/2022
2. Forecast 2025 PM peak hour without 11:46 am 06/15/2022 Synchro 11 Light Report
Page 1
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 0 0 66 102 11
Future Vol, veh/h 6 0 0 66 102 11
Conflicting Peds, #/hr 3 3 3 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 6 0 0 68 105 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 151 64 119 0 - 0
Stage 1 114 - - - - -
Stage 2 37 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 826 987 1467 - - -
Stage 1 898 - - - - -
Stage 2 981 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 821 981 1463 - - -
Mov Cap-2 Maneuver 821 - - - - -
Stage 1 895 - - - - -
Stage 2 978 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.4 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h)1463 - 821 - -
HCM Lane V/C Ratio - - 0.008 - -
HCM Control Delay (s) 0 - 9.4 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
The Summit at Thompson Creek TIA
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
26/28
HCM 6th TWSC Forecast 2025 PM Peak Hour With Project
3: Tahoma Blvd SE & Berry Valley Rd SE 08/02/2022
3. Forecast With 11:47 am 06/15/2022 Synchro 11 Light Report
Page 1
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 39 2 3 66 102 68
Future Vol, veh/h 39 2 3 66 102 68
Conflicting Peds, #/hr 3 3 3 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 40 2 3 68 105 70
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 186 94 178 0 - 0
Stage 1 143 - - - - -
Stage 2 43 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 786 944 1395 - - -
Stage 1 869 - - - - -
Stage 2 974 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 780 939 1391 - - -
Mov Cap-2 Maneuver 780 - - - - -
Stage 1 865 - - - - -
Stage 2 971 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.8 0.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h)1391 - 786 - -
HCM Lane V/C Ratio 0.002 - 0.054 - -
HCM Control Delay (s) 7.6 - 9.8 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.2 - -
The Summit at Thompson Creek TIA
PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com
27/28
26252423222120938586878889777657645663556254615360TRACT 'F'5958909295949132788482818083TRACT 'H'424365TRACT 'D'41101403932313029282733464544100999897963435TRACT 'G'47484951525038373666TRACT 'B'79757473TRACT 'C'TRACT 'A'726869707167110191141251361471581791816TRACT 'E'NGRAPHIC SCALE0120 240 FEET1" = 120 FEET600AHBL ENGINEERS, PLANNERS, &SURVEYORS2215 NORTH 30TH STREET, SUITE 300TACOMA, WA 98403PH. (253) 383-2422FAX (253) 383-2572CONTACT: MATT WEBER, P.E.MILLPOND DEVELOPMENT, LLCC/O MATT WEBER, PEAHBL, INC.2215 NORTH 30TH STREET, SUITE 300TACOMA, WA 98403CONTACT: MATT WEBER, PEAHBL ENGINEERS, PLANNERS, &SURVEYORS2215 NORTH 30TH STREET, SUITE 300TACOMA, WA 98403PH. (253) 383-2422FAX (253) 383-2572CONTACT: DAVE FOLLANSBEE, PLS.TOPOGRAPHIC SURVEY WAS PREPAREDBY AHBL, INC. FIELD DATA WASCOLLECTED IN JUNE 2022.NGVD 29 VERTICAL DATUMNAD 1983/11WASHINGTON STATE PLANE SOUTH PROJECTION,BASED ON GPS OBSERVATION USING WSRN ANDGEOID 2012A.UNITS OF MEASUREMENT ARE US SURVEY FEET.NEXISTING DESCRIPTIONPROPOSEDLEGENDLEGAL DESCRIPTIONBASIS OF BEARINGVERTICAL DATUMDEVELOPERCIVIL ENGINEERSURVEYORVICINITY MAPNOT TO SCALEBERRY VALLEY ROAD SESITEPROJECT SITESCALE 1"=120'ROAD 1JACKSON ST. SE21723140102EVANS, JEFFREY BCEMENT CONC. PAVEMENTNATURAL GAS LINECONIFER TREEDECIDUOUS TREEASPHALT CONC. PAVEMENTSTANDARD DUTY PAVINGSANITARY SEWER LINESTORM DRAIN LINEPOWER/TELE. POLECHAIN LINK FENCEFIRE SERVICEWATER LINECONTOURSWIRE FENCEWOOD FENCEWATER METERWATER VALVESIGNHYDRANTSTORM DRAIN MHSANITARY SEWER MHCATCH BASINTELEPHONE MHTELEPHONE RISERGUY WIRELIGHTWDELEVDWSSFELEVGA PORTION OF THE NW 1/4 OF SEC. 24, TWN. 17N., RGE. 01 E W.M.,CITY OF YELM, WASHINGTONSUMMIT AT THOMPSON CREEKKnow what'sbelow.before you dig.CallRLAND SERVICES NORTHWEST120 STATE AVENUE, NE PMB 190OLYMPIA, WA 98501PH. (360) 481-4208CONTACT: ALEX CALLENDER, MS PWSWETLAND BIOLOGISTBOUNDARY LINE AFTERPROPOSED BLAEXISTING WELLSETBACKROAD 2ROAD 3 BERRY VALLEY ROAD SE21723110300MOSS, WILLIAM R & DEBRA A21724220200VALENZUELA, MICHAEL LAWRENCE21724210500SCHOOL DISTRICT #221724230101
JENKINS, TAMMY M21724230105KIMBROUGH, WILBERT L21724230200HOBART, DELYNN B21724230900SOETEBER, MARK W21724230400GERRISH FAMILY REVOCABLE LIVING TRUSTDAIN ST. SE78640100019TAHOMA TERRA HOLDINGS LLC21723420000DDDWASHINGTONLLC21723130000DDDWASHINGTONLLC21723120400HUDDLESTON,JOE D21724230100PURVIS, DAVID A21723140000PURVIS, DAVID AEXISTING INGRESS/EGRESS& UTILITY EASEMENT TO BEVACATEDEXISTING UTILITYEASEMENT TO BEVACATEDEXISTING WELL TO BEABANDONEDTHEtyp. all sheets reportsPURVIS/EVANSThe Summit at Thompson Creek TIA PO Box 397 Puyallup, WA 98371 (253) 770 1401 heathtraffic.com 28/28