22-102123-UP-Geotechnical Report_-5-09-2022
Kirkland | Tacoma | Mount Vernon
425-827-7701 | www.aesgeo.com
February 8, 2021
Project No. 20200453E001
Federal Way Public Schools
33330 8th Avenue South
Federal Way, Washington 98003
Attention: Mr. Delin Huang
Subject: Preliminary Geotechnical Engineering Recommendations
Federal Way High School Memorial Field Improvements
1344 South 308th Street
Federal Way, Washington
Dear Mr. Huang:
This letter-report summarizes Associated Earth Sciences, Inc.’s (AESI’s) preliminary geotechnical
engineering recommendations for the proposed improvements to the Federal Way High School
Memorial Field located at 1344 South 308th Street in Federal Way, Washington. Our
recommendations are based on review of our previous work completed on the Federal Way High
School site, which has included subsurface explorations, geotechnical engineering studies, and
construction monitoring. Our work was completed in accordance with our proposal, dated
December 21, 2020.
SITE AND PROJECT DESCRIPTION
The project site is the Memorial Field athletics field and parking lot at the southwest corner of
the existing Federal Way High School property, located at 1344 South 308th Street in Federal Way,
Washington (King County Parcel No. 0821049001). The site is shown on the “Vicinity Map,”
Figure 1. The parking lot and stadium are roughly rectangular-shaped portions of the high school
parcel and are bound to the north by the high school baseball field, to the east by a parking lot
and the school building, to the south by South 308th Street, and to the west by existing
stormwater ponds and residential development. The football field is surrounded by an athletic
track and oriented with its long axis north-south. Grandstands overlook the field from the east
and west sides. The existing parking lot is gravel-surfaced, with ingress and egress at the east and
west ends of the parking lot. The ground surface is basically flat over most of the parking lot and
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field and then slopes upward to the east at an inclination of about 2 Horizontal:1 Vertical (2H:1V)
on the east side of the field. Overall vertical relief across the site is on the order of 25 feet.
Details of the proposed improvements are limited at this time, but the improvements are
planned to occur in two phases. The first phase would consist of improvements to the parking
area and the second phase would consist of improvements to the stadium and field. Specifically,
the proposed improvements include the following:
• replacement of several stadium structures, including grandstands, bathrooms, and other
accessory structures;
• new asphalt pavement in the stadium parking lot;
• new pavement of pathways throughout the site;
• replacement of track surfaces and artificial turfs;
• improvements to infrastructure for site lighting, security, and other systems; and
• possibly frontage improvements.
The purpose of our work was to use existing subsurface information to develop preliminary
geotechnical engineering design recommendations for pavement, foundations, structural fills,
and seismic site class per current code requirements. The recommendations contained in the
letter-report are considered preliminary. The subsurface conditions that are the basis for the
recommendations in the letter-report were extrapolated from site explorations advanced for the
neighboring high school project. The assumed subsurface conditions should be verified by
site-specific explorations or by observation of exposed subgrades at the time of construction.
If differing subsurface conditions are encountered, the conclusions and recommendations
contained in this letter-report should be confirmed or changed to reflect the actual conditions
encountered.
PREVIOUS SUBSURFACE EXPLORATION
In order to collect subsurface information at the areas of the proposed improvements, we
reviewed our previous study at the site, which included drilling 10 exploration borings on
January 2 and 3, 2014 using a hollow-stem auger drilling rig. Our findings and analyses were
reported in our geotechnical engineering report titled, “Subsurface Exploration, Geologic
Hazards, and Geotechnical Engineering Report, Federal Way High School Replacement,” dated as
revised October 31, 2014. Eight of the 2014 exploration borings were drilled at the southeast
corner of the parcel near the high school building and two were drilled west of the Memorial
Field and parking lot area. The locations of the four nearest exploration borings, EB-4, EB-5, EB-9,
and EB-10, are shown on the “Existing Site and Exploration Plan,” Figure 2, and logs of these
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explorations are included in the Appendix. Additional subsurface explorations were not included
in this scope of work.
The conclusions and recommendations presented in this letter-report are based on review of our
previous exploration borings at the site. The number, locations, and depths of the explorations
were completed within site and budgetary constraints. Because of the nature of exploratory work
below ground, interpolation of subsurface conditions between field explorations is necessary. It
should be noted that differing subsurface conditions may sometimes be present due to the
random nature of deposition and the alteration of topography by past grading and/or filling. The
nature and extent of any variations between the field explorations may not become fully evident
until construction. If variations are observed at that time, it may be necessary to re-evaluate
specific recommendations in this letter-report and make appropriate changes. Ground surface
elevations and subsurface conditions observed at the exploration boring locations may have been
altered by the construction and grading activities that occurred after the exploration during
construction of the existing school, and the conditions observed at the time of drilling may no
longer be representative of existing conditions.
The various types of soil and groundwater elevations, as well as the depths where soil and
groundwater characteristics changed, are indicated on the exploration boring logs presented in
the Appendix. The depths indicated on the logs where conditions changed may represent
gradational variations between sediment types in the field. If changes occurred between sample
intervals in our borings, they were interpreted.
SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for our 2014 study and review of selected applicable geologic literature. The general distribution
of geologic units is shown on the exploration logs. The explorations generally encountered native
pre-Fraser sediments overlain in some areas by existing fill.
Stratigraphy
The following sections present more detailed subsurface information organized from the
youngest (shallowest) to the oldest (deepest) sediment types.
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Existing Fill
Fill soils (soils not naturally placed) were encountered at the locations of exploration borings EB-9
and EB-10 to depths of 11 and 7 feet below the ground surface, respectively. The fill generally
consisted of loose, silty sand with gravel. Portions of the fill contained organic material. We
interpret the encountered fill as likely resulting from past grading activities, including the filling
of low areas west of the stadium and field. Fill thickness can vary over short distances and may
be deeper than observed in our explorations. Due to the variable density and content, the
existing fill soils are not suitable for foundation support.
Pre-Fraser Deposits
In exploration borings EB-4 and EB-5 and underlying the fill in exploration borings EB-9 and EB-10,
sediments consisted of medium dense to very dense, silty, fine to medium sand with gravel, siltier
areas, silt beds, and trace organics, interpreted as pre-Fraser deposits. The pre-Fraser deposits
were placed prior to the Fraser Glaciation and subsequently compacted by the weight of the
overlying glacial ice. The upper 3 to 5 feet of the pre-Fraser deposits were of lower density,
interpreted as being due to weathering. The pre-Fraser deposits extended to the full depths
explored of approximately 15.9 to 21.5 feet, as shown on the exploration logs in the Appendix.
The medium dense to very dense material is generally considered suitable for support of light- to
heavily-loaded foundations when in an intact, undisturbed condition. This material is moisture-
sensitive and susceptible to disturbance when wet.
Groundwater
We encountered groundwater seepage in exploration borings EB-9 and EB-10 at depths of 10 and
14 feet, respectively. We anticipate that the encountered groundwater likely represents a local
groundwater table within the underlying pre-Fraser deposits. We expect that shallow
groundwater seepage would likely represent interflow within the existing fill. Interflow occurs
when surface water percolates down through the surficial weathered or higher-permeability
sediments and becomes perched atop underlying, lower-permeability sediments. It should be
noted that the occurrence and level of groundwater seepage at the site may vary in response to
such factors as changes in season, precipitation, and site use. The explorations reviewed for this
study were completed on January 2 and 3, 2014.
PRELIMINARY GEOTECHNICAL DESIGN RECOMMENDATIONS
From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the
proposed improvements provided the recommendations contained in this letter-report are
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incorporated into the design and construction of the project. In general, foundations can be
supported by medium dense or denser native soils or structural fill, where dense, non-organic
existing fill is present under proposed lightly-loaded structures, such as pavement; it may be
suitable for structural support provided the subgrade can be compacted to a firm and unyielding
condition and with the approval of the geotechnical engineer. The following sections provide
preliminary recommendations for seismic site class, site preparation, structural fill, foundations,
pavement, and drainage.
Seismic Site Class
Seismic design shall be in accordance with the 2015 International Building Code (IBC). The native
soils at the site are consistent with seismic Site Class “D” as defined in ASCE 7 - Minimum Design
Loads for Buildings and Other Structures (2010) as referenced by the 2015 IBC and Site Class “D”
seismic design parameters should be used for design.
Site Preparation
Existing buried utilities, vegetation, topsoil, demolition debris, and any other deleterious
materials should be removed where they are located below planned construction areas. All
disturbed soils should be removed to expose underlying, undisturbed, native sediments and
replaced with structural fill, as needed. All excavations below final grade made for demolition or
clearing and grubbing activities should be backfilled, as needed, with structural fill. Erosion and
surface water control should be established around the clearing limits to satisfy local
requirements.
Once clearing and grubbing activities have been completed, existing fill, where encountered,
should be addressed. We recommend that existing fill be removed from below areas of planned
foundations to expose underlying, undisturbed native sediments, followed by restoration of the
planned foundation grade with compacted structural fill. Removal of existing fill should extend
laterally beyond the new foundation footprint a minimum of 2 feet. Care should be taken not to
disturb support soils of existing foundations, if any will remain. Support soils should be
considered those soils within a prism projected downward and outward from existing footings at
inclinations of 1H:1V. Where existing fill is removed and replaced with structural fill, conventional
shallow foundations may be used for building support. The required depth of removal should be
determined in the field based on actual conditions encountered during excavation.
Site Disturbance
The site soils contained a high percentage of fine-grained material, which makes them moisture-
sensitive and subject to disturbance when wet. The contractor must use care during site
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preparation and excavation operations so that the underlying soils are not softened. If
disturbance occurs to soils in structural areas, the softened soils should be removed and the area
brought to grade with structural fill.
Proof-Rolling
Following the recommended clearing, stripping, and any planned excavation, the stripped
subgrade within large paving areas should be proof-rolled with heavy, rubber-tired construction
equipment, such as a fully-loaded, tandem-axle dump truck. Proof-rolling should be performed
prior to structural fill placement or foundation excavation. The proof-roll should be monitored
by the geotechnical engineer so that any soft or yielding subgrade soils can be identified. Any
soft/loose, yielding soils should be removed to expose firm and unyielding subgrade. The
subgrade should then be scarified, adjusted in moisture content, and recompacted to the
required density. Proof-rolling should only be attempted if soil moisture contents are at or near
optimum moisture content. Proof-rolling of wet subgrades could result in further degradation.
Low areas and excavations may then be raised to the planned finished grade with compacted
structural fill. Subgrade preparation and selection, placement, and compaction of structural fill
should be performed under engineering-controlled conditions in accordance with the project
specifications.
Structural Fill
Placement of structural fill may be necessary to establish desired grades at the site or to backfill
utility trenches or around foundations. All references to structural fill in this letter-report refer
to subgrade preparation, fill type, and placement and compaction of materials as discussed in
this section. If a percentage of compaction is specified under another section of this letter-report
the value given in that section should be used.
After overexcavation/stripping has been performed to the satisfaction of the geotechnical
engineer/engineering geologist, the exposed ground surface should be recompacted to a firm
and unyielding condition. If the subgrade contains too much moisture, suitable recompaction
may be difficult or impossible to attain and should probably not be attempted. In lieu of
recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to
act as a capillary break between the new fill and the wet subgrade. Where the exposed ground
remains soft and further overexcavation is impractical, placement of an engineered stabilization
fabric may be necessary to prevent contamination of the free-draining layer by silt migration
from below. After recompaction of the exposed ground is approved by the geotechnical engineer,
or a free-draining rock course is laid, structural fill may be placed to attain desired grades.
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Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in
maximum 8-inch loose lifts, with each lift being compacted to at least 95 percent of the modified
Proctor maximum dry density using ASTM International (ASTM) D-1557 as the standard. Utility
trench backfill should be placed and compacted in accordance with applicable municipal codes
and standards. The top of the compacted fill should extend horizontally a minimum distance of
3 feet beyond footings or pavement edges before sloping down at an angle no steeper than
2H:1V. Fill slopes should either be overbuilt and trimmed back to final grade or
surface-compacted to the specified density.
We recommend that a clean, free-draining gravel and/or sand be used in structural areas.
Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to
5 percent by weight when measured on the minus No. 4 sieve fraction. Soils in which the amount
of fine-grained material (smaller than No. 200 sieve) is greater than approximately 5 percent
(measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Portions of
the site soils contained significant fine-grained fractions and are considered moisture-sensitive.
The use of moisture-sensitive soil in structural fills should be limited to favorable dry weather
conditions and non-structural areas such as under landscaping.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would require that we have a sample of the material at least 3 business days in
advance to perform a Proctor test and determine its field compaction standard.
A representative from our firm should observe the stripped subgrade and be present during
placement of structural fill to monitor the work and perform a representative number of in-place
density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses
and any problem areas may be corrected at that time. It is important to understand that taking
random compaction tests on a part-time basis will not assure uniformity or acceptable
performance of a fill. As such, we are available to aid the owner in developing a suitable
monitoring and testing frequency.
Foundations
In the exploration borings located near the site, suitable bearing soils were observed at depths
of about 5 feet in EB-4 and EB-5 east of the site and 8 to 12 feet in EB-9 and EB-10 west of the
site. Based on our current understanding of the project, significant foundations are not planned
near the western part of the site, where the bearing stratum was encountered relatively deep
within the existing detention pond areas. Therefore, we anticipate that any proposed structures
can be supported on conventional shallow spread footings. If changes to the proposed
improvements include new foundations near the west end of the site, additional field studies
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may be needed to verify subsurface conditions and depth to bearing soils in the proposed
foundation areas.
For footings bearing directly on medium dense to dense natural sediments, or on structural fill
placed over these materials as described above, we recommend that an allowable foundation
soil bearing pressure of 2,500 pounds per square foot (psf) be used for design purposes, including
both dead and live loads. An increase of one-third may be used for short-term wind or seismic
loading.
Perimeter footings should be buried at least 18 inches into the surrounding soil for frost
protection. However, all footings must penetrate to the prescribed bearing stratum, and no
footing should be founded in or above organic or loose soils. All footings should have a minimum
width of 18 inches. It should be noted that the area bound by lines extending downward at 1H:1V
from any footing must not intersect another footing or intersect a filled area that has not been
compacted to at least 95 percent of ASTM D-1557. In addition, a 1.5H:1V line extending down
from any footing must not daylight because sloughing or raveling may eventually undermine the
footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils.
Anticipated settlement of footings founded as described above should be on the order of 1 inch
or less. However, disturbed soil not removed from footing excavations prior to footing placement
could result in increased settlements. All footing areas should be inspected by AESI prior to
placing concrete to verify that the design bearing capacity of the soils has been attained and that
construction conforms to the recommendations contained in this letter-report. Such inspections
may be required by the City of Federal Way.
Perimeter footing drains should be provided, as discussed under the “Drainage Considerations”
section of this letter-report.
Floor Support
Slab-on-grade floors may be used over medium dense or denser native soils, inorganic existing
fills soils re-compacted to 95 percent relative compaction, or over structural fill placed as
recommended in the “Site Preparation” and “Structural Fill” sections of this letter-report. Slab
design can assume a soil subgrade modulus of 200 pounds per cubic inch (pci) for slabs cast over
the medium dense, natural sediments, re-compacted existing fill or properly compacted
structural fill placed over these materials. Slab-on-grade floors should be cast atop a minimum of
4 inches of washed pea gravel or washed crushed “chip” rock with less than 3 percent passing
the U.S. No. 200 sieve to act as a capillary break. The floors should also be protected from
dampness by covering the capillary break layer with an impervious moisture barrier at least 10
mils in thickness.
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Passive Resistance and Friction Factors
All backfill around foundation units should be placed per our recommendations for structural fill
and as described in the “Structural Fill” section of this letter-report. Lateral loads can be resisted
by friction between the foundation and the natural glacial soils or supporting structural fill soils,
and by passive earth pressure acting on the buried portions of the foundations. The foundations
must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry
density to achieve the passive resistance provided below. We recommend the following
allowable design parameters:
Passive equivalent fluid = 350 pounds per cubic foot
Coefficient of friction = 0.35
Drainage Considerations
Foundations should be provided with foundation drains placed at the bottom of footing or slab
elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by
washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity
discharge away from any proposed buildings. Roof and surface runoff should not discharge into
the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning,
exterior grades adjacent to walls should be sloped downward away from the proposed structures
to achieve surface drainage.
Pavement
Pavement areas should be prepared in accordance with the “Site Preparation” section of this
letter-report. If the stripped native soil or existing fill pavement subgrade can be compacted to
95 percent of ASTM D-1557 and is firm and unyielding, no additional overexcavation is required.
Soft or yielding areas should be overexcavated to provide a suitable subgrade and backfilled with
structural fill. The pavement sections included in this letter-report section are for driveway and
parking areas onsite, and are not applicable to right-of-way improvements. At this time we are
not aware of any planned right-of-way improvements; however, if any new paving of public
streets is required, we should be allowed to offer situation-specific recommendations.
The exposed ground should be recompacted to 95 percent of ASTM D-1557 and proof-rolled in
accordance with the “Proof-Rolling” section of this letter-report. If required, structural fill may
then be placed to achieve desired subbase grades. After the prepared subgrade is approved by
the geotechnical engineer, the overlying pavement in areas of planned passenger car driving and
parking can consist of a minimum of 2 inches of asphaltic concrete pavement (ACP) underlain by
4 inches of 1¼-inch crushed surfacing base course. In driveway areas subjected to heavier loads,
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such as that from delivery trucks or school buses, a minimum pavement section consisting of
3 inches of ACP underlain by 2 inches of 5/8-inch crushed surfacing top course and 4 inches of
1¼-inch crushed surfacing base course is recommended. The crushed rock courses must be
compacted to 95 percent of the maximum density, as determined by ASTM D-1557. All paving
materials should meet gradation criteria contained in the current Washington State Department
of Transportation (WSDOT) Standard Specifications.
Depending on construction staging and desired performance, the crushed base course material
may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The
substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with
3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should
be placed over a native or structural fill subgrade compacted to a minimum of 95 percent relative
density, and a 1½- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used
for construction access and staging areas, some rutting and disturbance of the ATB surface should
be expected. The general contractor should remove affected areas and replace them with
properly compacted ATB prior to final surfacing.
LIMITATIONS
This letter-report has been prepared for the exclusive use of Federal Way Public Schools and their
agents for specific application to this project. Within the limitations of scope, schedule, and
budget, our services have been performed in accordance with generally accepted geotechnical
engineering practices in effect in this area at the time our letter-report was prepared. No other
warranty, express or implied, is made.
CLOSURE
Our recommendations should be considered preliminary in that project plans and construction
details have not been finalized at the time of this letter-report. We are available to provide
additional geotechnical consultation as the project design develops and possibly changes from
that upon which this letter-report is based. We recommend that AESI perform a final
geotechnical review of the plans prior to final design completion. In this way, our earthwork and
foundation recommendations may be properly interpreted and implemented in the design.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundations and pavement depends on proper site preparation
and construction procedures. In addition, engineering decisions may have to be made in the field
in the event that variations in subsurface conditions become apparent. Construction monitoring
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services are not part of this current scope of work. If these services are desired, please let us
know, and we will prepare a proposal.
We have enjoyed working with you on this study and are confident these recommendations will
aid in the successful completion of your project. If you should have any questions or require
further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
______________________________
Nicki Shobert, E.I.T. Kurt D. Merriman, P.E.
Project Engineer Senior Principal Engineer
Attachments: Figure 1. Vicinity Map
Figure 2. Existing Site and Exploration Plan
Appendix. Exploration Logs
DATA SOURCES / REFERENCES:
USGS: 7.5' SERIES TOPOGRAPHIC MAPS, ESRI/I-CUBED/NGS 2013
KING CO: STREETS, CITY LIMITS, PARCELS, PARKS 3/20
LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE
VICINITY MAP
FEDERAL WAY HS MEMORIAL FIELD IMPROVEMENTS
FEDERAL WAY, WASHINGTON
20200453E001 1/21 1
FEDERAL WAY KING
COUNTY
KING COUNTY
0 2000
Feet
PROJ NO.
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REPRODUCTION OF THIS COLOR
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EFFECTIVENESS AND LEAD TO
INCORRECT INTERPRETATION DATE:FIGURE:\\kirkfile2\gis\GIS_Projects\aaY2020\200453 Federal Way HS\aprx\20200453E001 F2 ES_FedWayHS.aprx | 20200453E001 F2 ES_FedWayHS | 1/29/2021 10:07 AMDATA SOURCES / REFERENCES:
PSLC: KING COUNTY 2016, GRID CELL SIZE IS 3'.
DELIVERY 2 FLOWN 2/25/16 - 3/28/16
CONTOURS FROM LIDAR
KING CO: STREETS, PARCELS, 3/20
AERIAL: PICTOMETRY INT. 2019
LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE
0 200
Feet
EXISTING SITE AND
EXPLORATION PLAN
FEDERAL WAY HS MEMORIAL FIELD IMPROVEMENTS
FEDERAL WAY, WASHINGTON
20200453E001 1/21 2
Pierce County
King County
LEGEND
SITE
EXPLORATION
BORING - 2014
PARCEL
CONTOUR 20 FT
CONTOUR 5 FT
APPENDIX
Exploration Logs