14-101137 • *Building - Comm ere!al
City of Federalway Permit #: 14-101137-00-CO
Communitt y Econ.& D ev.Services
33325 8th Ave S
Federal Way,WA 98003
Inspection Request Line: (253) 835-3050
Ph:(253)835-2607 Fax:(253)835-2609 p q
Project Name: ULTA COSMETICS
Project Address: 1800 S 320TH ST Parcel Number: 092104 9208
Project Description: NEW- SHELL ONLY construction of a new 9,707 square foot retail building.Existing
building on site to be demolished(separate demolition permit required).Plumbing and
mechanical included.
Owner Applicant Contractor Lender
SEATAC VILLAGE SHOPPING BRIAN REEVES ALEGIS CONSTRUCTION OWNER IS LENDER
CTR BAYSINGER PARTNERS ALEGICI894CN(2/19/15)
PO BOX 2708 ARCHITECTURE 3701 S NORFOLK ST SUITE 300
PORTLAND OR 97208 1006 SE GRAND AVE SUITE 300 SEATTLE WA 98118
PORTLAND OR 97214
Census Category: 327-New Store and Customer Service Building
Includes: #1 #2 #3 #4
Occupancy Class:
Construction Type:
Occupancy Load:
Floor Area(sq.ft.) 0 0 0 0
Additional Permit Information
New/Additional Sq.Feet- 1st Floor 9707 Existing Sprinkler System in Building? No
Mechanical to be Included? Yes Plumbing Work Valuation? 12500.00
Number of Stories 1 Permit for Building Shell Only? Yes
Plumbing to be Included9 Yes New/Additional Sq.Feet-Total 9707
Zoning Designation CC-C
Mechanical Fixtures
Air Handling Units. 4 Fans 1 Gas Piping 1
Gas Pipe Outlets 5
Plumbing Fixtures
Other Plumbing Fixtures 1 Hose Bibbs 2
CONDITIONS:
Prior to staring construction,a pre-construction meeting shall be held with the Public Works Department.
Contact Kevin Peterson at(253)835-2734 to schedule the pre-con.
PERMIT EXPIRES Tuesday, April 28, 2015
Permit Issued on Thursday, October 30, 2014
I hereby certify that the above information is correct and that the construction on the above described property and
the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington
and the City of Federal Way.
Owner or agent: �- Date: 16/3 €./Z c 1 /
THIS CARD IS TOR MAIN ON-SITE ►
CITYF Construction In ction Record
Federal Way INSPECTION REQUE TS: (253)835-3050
PERMIT#: 14-101137-00-CO Address: 1800 S 320TH ST
Project: SEATAC VILLAGE SHOPPING CTF FEDERAL WAY, WA 98003-5413
Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as
possible(read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your
inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card.
Footings/Setback(4110) El Foundation Wall(4115) - ❑ Drainage/Downspout(4040)
Approved to place concrete Approved to place concrete Approv to backfill
By Date By {r'ir.-L Date i6 i r_pi _ By ate
O Re-steel(4215) ❑ Plumbing Groundwork(4190) ❑ Slab/Concrete Floor(4255)
Approved to place concrete or grout App rroovgd tosterpi,ver Approved to place concrete
By Date By r Date By f p, ;, . Date 1%-, -t,S-- I LI
•
O Underfloor Framing(4285) Floor Sheathing(4105) ❑ Shear Walls(4245)
Approved to sheath floor Approved to instal oring Approved to install siding
/i
By /1' e fry- By Date �t By P,\---L_ Date 1 21 . (S"
Roof Sheathing(4220) ❑ Rough Plumbing(4230) ❑ Mechanical Rough-in(4165) '
Approved to install roofing Approved Approved
F21�i i L i /C .— ike•sz drn s
By �� ate By?Ac,, Date ( ..'z 1 _. ( 1-- By Date _ -l4-1
` •
❑ Gas Piping Fire/Draft Stops 4095
P g )
ra(4125 Pv Prior to scheduling a Framing inspection;
Approved to release test Approved Electrical,Plumbing&Mechanical Rough-in and
Fire/Draft Stop inspections must be signed-off and
By f fn Date Z : ( 0 - I S By ate A- approved. IBC 109.14
Framing(4120) 0 Insulation(4150) ❑Gypsum Wallboard Nailing(4130)
Approved to insulate Approved to install wallboard Approved to install mud&tape
By f'yr Date Z - 1 0 --1 �� By ,'iyy✓ Date z., .-1 p ..i S- By f r- - Date z- 1 L t, t J�
1
Suspended Ceiling Grid (4265) Final-Fire Department(4060) ❑ Final-Planning
Approved to dro tile A r ved Approved
Lr
By Date By Date By Date
.El •Final-Public Works(4080) Final-Mechanical(4065) ❑ Final-Plumbing(4075)
Ap otd Approved Approved
Byate By Date B Date ,
.
❑ Final-Building(4050)
Approved
By PfV- Date 3 7-(5
O Rough Electrical Final Electrical Right of Way
Approved Approved Approved
By Date By Date By Date
DATE INSPECTOR.. - AREA AND TYPE Ou,INSPECTION •
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& ASSOCTTS ,
I( INC .
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
February 20,2015 KA No.066-14280
Permit No. 14-105598-00DE
City of Federal Way
Attn:Bldg Dept.
33325 8th Ave S.
Federal Way,WA 98003
RE: Final Letter
Ulta Seatac Village
1800 S 320th Street
Federal Way,WA 98003
To Whom It May Concern:
In accordance with our clients request and authorization, we have performed special testing and
inspection services for the above referenced project.The special inspections for this project were:
• Reinforcing Steel
• Cast in Place Concrete
• Structural Steel Welding
To the best of our knowledge,all work has been tested and inspected and has been found to be in general
accordance with the approved plans and specifications, and engineering revisions, and chapter 17 of the
2012 international Building Code.
If you have any questions, or if we can be of further assistance, please do not hesitate to contact our
office at(253)939-2500.
Respectfully submitted,
KRAZAN&ASSOCIATES,INC
/._,..4-A,A..,...........„._
William B Throne
Operations Manager
Puyallup
CC: Harsch Investment Properties
With Offices Serving The Western United States
922—Valley Avenue NW Suite 101•PuyalIup,WA 98371 •(253)939-2500•Fax:(253)939-2556
s
Geotechnical Report
Ulta Beauty Building
Federal Way, Washington
March 19, 2014
Prepared for
Harsch Investment Properties, LLC
Portland, Oregon
I4 LANDAU
ASSOCIATES
950 Pacific Avenue, Suite 515
Tacoma, WA 98402
(253) 926-2493
t.• • •
TABLE OF CONTENTS
Page
1.0 INTRODUCTION 1-1
1.1 PROJECT DESCRIPTION 1-1
1.2 SCOPE OF SERVICES 1-1
2.0 EXISTING SITE CONDITIONS 2-1
2.1 SURFACE CONDITIONS 2-1
2.2 GEOLOGIC SETTING 2-1
2.3 SUBSURFACE CONDITIONS 2-1
2.4 GROUNDWATER 2-2
3.0 CONCLUSIONS AND RECOMMENDATIONS 3-1
3.1 EARTHWORK 3-1
3.1.1 Wet Weather Considerations 3-1
3.1.2 Site Preparation 3-1
3.1.3 Temporary and Permanent Slopes 3-2
3.1.4 Subgrade Preparation 3-2
3.1.5 Structural Fill 3-2
3.1.6 Backfill and Compaction Requirements 3-3
3.2 FOUNDATION DESIGN RECOMMENDATIONS 3-4
3.2.1 Seismic Design Criteria 3-4
3.2.2 Foundation Support and Settlement 3-4
3.2.3. Slab-on-Grade Floors 3-5
3.2.4 Below-Grade Walls 3-5
3.2.5 Resistance to Lateral Loads 3-6
3.2.6 Wall Backfill and Foundation Drainage Considerations 3-7
3.3 SITE UTILITIES 3-7
3.3.1 Trench Excavations and Support 3-7
3.3.2 Pipe Foundation,Bedding,and Initial Backfill 3-8
3.3.3 Trench Backfill 3-9
3.4 PAVEMENTS 3-9
3.4.1 Porous Pavement Discussion 3-9
3.4.2 Porous Pavement 3-10
3.4.3 Asphalt Concrete Pavement 3-12
4.0 REVIEW OF DOCUMENTS AND CONSTRUCTION OBSERVATIONS 4-1
5.0 USE OF THIS REPORT 5-1
6.0 REFERENCES 6-1
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FIGURES
Figure Title
1 Vicinity Map
2 Site and Exploration Plan
APPENDIX
Appendix Title
A Field Explorations and Laboratory Testing
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• •
1.0 INTRODUCTION
This report presents the results of our field investigation and provides geotechnical engineering
conclusions and recommendations for design and construction of the Ulta Beauty Building project located
at 1800 South 320th Street in Federal Way, Washington. The purpose of this study was to complete
subsurface explorations within the project area to characterize soil and groundwater conditions and to
develop geotechnical conclusions and recommendations to support design and construction of the
proposed improvements.
The general project location is shown on the Vicinity Map (Figure 1). The Site and Exploration
Plan (Figure 2) shows some of the existing surrounding features and the approximate locations of the
explorations completed for this study. Appendix A presents a description of the field exploration
program, summary logs of conditions observed in the explorations completed for this study, and a
description and results of the laboratory testing program.
This report has been prepared based on our discussions with Brian Reeves of Baysinger Partners
Architecture PC (Baysinger); base maps of the project area provided by Baysinger; our review of readily
available subsurface information in the project area; results of explorations completed for this project; our
familiarity with geologic conditions within the vicinity of the project area; and our experience on similar
projects.
1.1 PROJECT DESCRIPTION
Based on information provided by Baysinger, we understand that the existing building located at
1800 South 320th Street will be demolished and replaced with a new commercial building. The new
building will be a 10,000 square foot (sf), single-story structure with a slab-on-grade floor. Foundation
support will be provided by spread footings. New asphalt paving is planned for the area immediately
surrounding the building. Porous pavement is planned for an area of about 4,500 sf to the west of the new
building.
1.2 SCOPE OF SERVICES
Landau Associates was contracted by Harsch Investment Properties (Harsch) to provide
geotechnical services to support the project. Our geotechnical services were provided in accordance with
the scope of services and outlined in our Proposal for Geotechnical Services dated February 20, 2014 and
our professional services agreement with Harsch dated March 10,2014.
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• •
To support the proposed project,we provided the following specific services:
• Compiled and reviewed readily available geotechnical and geologic information in the project
vicinity
• Completed three geotechnical soil borings (B-1 through B-3) to depths of between about 8
and 11'1/2 feet (ft) below the ground surface (BGS) to characterize soil and groundwater
conditions
• Logged each soil unit observed in the explorations and recorded pertinent information,
including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater
occurrence
• Completed geotechnical laboratory testing consisting of natural moisture content
determinations and grain size analyses on selected samples from the explorations
• Completed geotechnical engineering analyses and developed geotechnical engineering
conclusions and recommendations for design and construction of the proposed improvements
• Prepared and submitted this written report summarizing our findings, conclusions, and
recommendations for the project. This report includes:
- A site map showing the approximate locations of the explorations
- Descriptive logs of the explorations and a summary of the subsurface soil and
groundwater conditions encountered in the borings
- A summary of laboratory test results
- Recommendations for earthwork including wet weather construction considerations, site
preparation, subgrade preparation,structural fill,and backfill and compaction criteria
- Recommendations for design of the new building including seismic design criteria,
foundation support and settlement, slab-on-grade, below-grade walls,resistance to lateral
loads,and foundation drainage
- Recommendations for new asphalt concrete pavement (ACP) sections and porous ACP
sections, including a discussion of infiltration rates in the porous ACP area.
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• 41,
2.0 EXISTING SITE CONDITIONS
This section provides a discussion of the general surface and subsurface conditions observed in
the project area at the time of our investigation. Interpretations of the site conditions are based on the
results of our review of available information, site reconnaissance, subsurface explorations, and
laboratory testing.
2.1 SURFACE CONDITIONS
The project area forms an approximate rectangle of about 250 ft (east-west) by 200 ft (north-
south) and is bordered by South 320th Street to the south and an asphalt paved parking lot on all other
sides. The site generally slopes gently down to the south at an average 2Y2 percent grade. The proposed
building will be located near the location of the existing building, Billy McHale's Restaurant, and will
have a similar footprint; shifted about 15 ft to the south. The building footprint is rectangular;measuring
about 125 ft(east-west)by 80 ft(north-south).
The surrounding property is commercial with pavement covering the majority of the ground
surface around the existing building. Vegetation is limited to landscaping shrubs and small trees planted
in islands dispersed throughout the adjacent parking lot and along South 320th Street.
2.2 GEOLOGIC SETTING
Geologic information for the project area was obtained from the Geologic Map of the Poverty
Bay 7.5'Quadrangle, King and Pierce Counties, Washington (Booth et al. 2004). Near surface deposits
in the project area are mapped as glacial till. Soil defined as glacial till consists of a dense to very dense,
unsorted mixture of boulders, cobbles, gravel, and sand in a matrix of silt and clay with some lenses of
sorted, stratified sand and gravel. This unit typically exhibits low permeability and high shear strength,
characteristics resulting from compaction by the weight of the overlying glacier. The observed geology is
generally consistent with the mapped geology,with up to a few feet of artificial fill placed over the glacial
till.
2.3 SUBSURFACE CONDITIONS
Subsurface soil and groundwater conditions within the limits of the project area were explored on
February 27,2014. The exploration program consisted of advancing three hollow-stem auger borings(B-
1 through B-3). The approximate locations of the borings are shown on the Site and Exploration Plan
(Figure 2). Borings were advanced to depths ranging from about 8 to 11'/2 ft BGS using a truck-mounted
drill rig operated by Holocene Drilling, Inc. of Puyallup, Washington under subcontract to Landau
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1 '
Associates. The explorations were located approximately in the field by hand-taping from existing
physical features referenced on a site plan provided by Baysinger. A detailed discussion of the field
exploration program, edited logs of the borings, laboratory test results, and discussions of test procedures
used are presented in Appendix A.
Based on results of the field exploration program, the project area is interpreted to be underlain
by artificial fill over glacial till. At the boring locations, fill extends to depths ranging from about 1'/2 to
5'h ft BGS. Glacial till was encountered below the fill to the depths explored in each boring.
A cobble was encountered at about 2'/2 ft BGS in boring B-1. Cobbles and boulders are common
in glacial till deposits, and are also present in the fill material. Construction activities should anticipate
the presence of cobbles and boulders throughout the site.
Boring B-1 was advanced on the west side of the building where porous pavement is proposed.
Below about 2 inches of ACP and 4 inches of base course, fill was encountered to about 5'V2 ft BGS. Fill
was observed to consist of medium dense to dense, gravelly sand with silt with occasional zones of silty
sand with gravel. Glacial till was encountered below the fill to the depth explored (about 11'/2 ft BGS).
Glacial till was observed to consist of very dense,gravelly,very silty sand.
Borings B-2 and B-3 were advanced on the north and east sides of the proposed building,
respectively. ACP thickness at these locations ranged from about 1'h to 2'/2 inches, with the underlying
base course thickness ranging from about 2 to 3 inches. In both borings, fill was encountered below the
base course to about P/2 ft BGS. Fill was observed to consist of medium dense to dense, sandy gravel
with silt. Glacial till was encountered below the fill to the depths explored(about 8 to 9 ft BGS). Glacial
till was observed to consist of very dense soil ranging from silty,very sandy gravel to silty,gravelly sand.
2.4 GROUNDWATER
At the time of exploration (February 27, 2014), groundwater was not encountered in any of the
explorations advanced for this study. Thin, perched water layers were observed on top of the glacial till
in all borings and near the top of the fill in boring B-1. Mottling was observed in the glacial till in borings
B-1 and B-2, indicating the seasonal or periodic presence of groundwater. It should be noted that the
groundwater conditions reported on the summary logs are for the specific locations and dates indicated,
and therefore, may not necessarily be indicative of other locations and/or times. Furthermore, it is
anticipated that groundwater conditions will vary depending on local subsurface conditions, the weather,
and other factors.
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3.0 CONCLUSIONS AND RECOMMENDATIONS
Based on conditions observed in the explorations and results of our engineering evaluation,
construction of the proposed Ulta Beauty building is considered to be feasible using conventional means
and methods. Geotechnical conclusions and recommendations are presented in the following sections for
earthwork,foundation design,and pavement sections.
3.1 EARTHWORK
Earthwork to accommodate the proposed improvements for the project is expected to consist of
site preparation,site grading,subgrade preparation,and fill placement and compaction.
3.1.1 WET WEATHER CONSIDERATIONS
Earthwork-related construction will be influenced by weather conditions. Much of the near-
surface soils contain an appreciable amount of fine sand and silt and are anticipated to be moderately to
highly moisture sensitive. When at all feasible, earthwork activities should be completed during the
relatively warmer and drier period between about mid-summer to early fall. Completing these activities
outside of this normal construction window could lead to an increase in construction costs due to weather-
related delays,repair of disturbed areas,and the increased use of"all-weather"import fill materials.
3.1.2 SITE PREPARATION
Topsoil, or other organic rich soil, was not encountered in any of the explorations completed for
our study but may be present in localized areas. If encountered, topsoil, and/or other organic-rich soil,
should be stripped to expose the underlying inorganic soil. Stripped material is not considered suitable
for use as structural fill. Stripped material should either be wasted off site at an approved location or
stockpiled for later use as topsoil.
Existing improvements (e.g., existing pavement and foundations) should be removed and
disposed of at an approved offsite location. All incidental excavations associated with removal of
existing improvements should be backfilled in accordance with the recommendations presented in
Sections 3.1.5 and 3.1.6 of this report. Any utilities that will be abandoned that are less than 3 ft deep
should be removed and disposed of at an approved offsite location. Deeper abandoned pipelines left in
place should be grouted full with controlled density fill with a minimum unconfined compressive strength
of at least 300 pounds per square inch.
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3.1.3 TEMPORARY AND PERMANENT SLOPES
In order to accommodate the construction of the proposed improvements,temporary excavations
may be required. Based on the soil conditions observed in our explorations,we anticipate that temporary
excavations will generally encounter medium dense to dense fill and/or very dense glacial till.
Temporary excavations in fill should be sloped no steeper than 11/2H:1 V (horizontal to vertical).
Temporary excavations in glacial till should be sloped no steeper than 1 H:1 V. Temporary excavation
slopes should be protected by covering with plastic sheeting or other approved means to prevent erosion.
Temporary excavation slopes should be the sole responsibility of the contractor. All local, state, and
federal safety codes should be followed. The contractor should implement measures to prevent surface
water runoff from entering excavations. All temporary excavation slopes should be monitored by the
contractor during construction for any evidence of instability. If instability is detected, the contractor
should flatten the temporary excavation slopes or install temporary shoring. If groundwater or
groundwater seepage is present,flatter excavation slopes should be expected.
All permanent cut and fill slopes should be sloped no steeper than 2H:1 V. Permanent slopes
should be hydroseeded as soon as practical to prevent erosion or covered with either mulch or erosion
control netting/blankets, and bonded fiber matrix.
3.1.4 SUBGRADE PREPARATION
Following site preparation and any required overexcavation to remove unsuitable material, and
before placement of any structural fill, the upper 9 to 12 inches of exposed soil should be scarified,
moisture-conditioned, and compacted as described in Section 3.1.6 of this report. Where undisturbed
glacial till is present, this scarification process is not necessary. The prepared subgrade should be proof-
rolled with a loaded dump truck, large self-propelled vibrating roller, or equivalent piece of equipment in
the presence of a qualified geotechnical or civil engineer to check for the presence of soft, loose, and/or
disturbed areas. If any soft, loose, and/or disturbed areas are revealed during proof-rolling, these areas
should either be moisture-conditioned and recompacted to the required density, or removed and replaced
with import structural fill compacted to the required density.
3.1.5 STRUCTURAL FILL
The suitability of excavated soil or imported soil for use as structural fill will depend on the
gradation and moisture content of the soil when it is placed. As the amount of fines increases, the soil
becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes
more difficult to achieve. Soil containing more than about 5 percent fines cannot consistently be
compacted to a dense, non-yielding condition when the water content is greater than about 2 to 3 percent
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above optimum moisture content. Optimum moisture content is the moisture content at which the
greatest compacted dry density can be achieved.
The soil at the site is expected to consist primarily of sand with variable gravel and silt contents.
Provided the silt content remains below about 5 to 10 percent, these soil types generally make adequate
borrow material and trench backfill if oversize particles (greater than 4 to 6 inches) are removed. These
soil types generally exhibit moderate moisture sensitivity and can generally be successfully worked
throughout most of the year. Based on the results of the field and laboratory testing program,most onsite
soil will have greater than 10 percent fines, will be moisture sensitive,and is not recommended for use as
structural fill. Fill is generally wet of the optimum moisture content for compaction, indicating that
moisture-conditioning (i.e., drying) will be required to achieve the required compaction levels. Glacial
till is generally near the optimum moisture content for compaction, but due to the high fines content and
moisture sensitivity, we do not recommend glacial till for use as structural fill. With moisture sensitive
soil, earthwork should be avoided during periods of extended precipitation. If the onsite soil is used for
structural fill, the contractor will need to properly segregate the non-suitable material from the suitable
material. Non-suitable material includes all soil too wet or dry to meet compaction requirements and soil
with organics that will likely be encountered near existing planter areas. Furthermore, we recommend
that full-time construction monitoring be provided in order to ensure that the contractor is properly
segregating suitable from non-suitable material.
If the onsite soil cannot be properly prepared to achieve the required compaction,or if the amount
of site soil is insufficient to establish site grades, import fill will be required. For dry, warm weather
conditions(late June through early October), import fill should consist of a well-graded sand, or sand and
gravel, free of organics and other deleterious materials, with a maximum particle size not exceeding 4
inches. The material should contain less than 15 percent fines(material finer than the U.S.No. 200 sieve)
and be maintained at a moisture content near optimum. If wet weather construction is anticipated, the
amount of fines should not exceed 5 percent,based on the minus 3/4-inch fraction.
3.1.6 BACKFILL ANI)COMPACTION REQUIREMENTS
In improved areas, such as beneath foundations, floor slabs, and pavements, structural fill should
be placed in relatively uniform horizontal lifts, not exceeding 8 to 10 inches thick, loose measure. Each
lift should be compacted to at least 95 percent of the maximum dry density as determined by the ASTM
International (ASTM) D 1557 test procedure. In unimproved areas, such as landscape areas, fill should
be placed in relatively uniform horizontal lifts of 12 to 18 inches thick, loose measure, and compacted to
between 85 and 90 percent of the maximum dry density(ASTM D 1557).
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i
3.2 FOUNDATION DESIGN RECOMMENDATIONS
Recommendations for foundation support of the proposed improvements are summarized in this
section of the report.
3.2.1 SEISMIC DESIGN CRITERIA
The Pacific Northwest is seismically active, and the site could be subject to ground shaking from
a moderate to major earthquake during the design life of the improvements. Consequently, moderate
levels of earthquake shaking should be anticipated during the design of the project, and the proposed
structures should be designed to resist earthquake loading using the appropriate design methodology.
We understand that design of structural elements to accommodate seismic forces will be in
accordance with the 2012 International Building Code (IBC; ICC 2012), which references American
Society of Civil Engineers (ASCE) 7-10 (ASCE 2010). The site is underlain by medium dense to dense
fill and very dense glacial till. Per Table 20.3-1 of ASCE 7-10,the Site Class is C,very dense soil. The
following spectral accelerations for a 1 percent probability of exceedance in 50 years (USGS 2014)
should be used to determine the design response spectrum per Figure 11.4-1 of ASCE 7-10:
Spectral Acceleration for short periods(Ss): 129.4%of gravity(1.294g)
Spectral Acceleration for a 1-second period(Si): 49.6%of gravity(0.496g)
Peak Horizontal Ground Acceleration(PGA): 50.6%of gravity(0.506g)
A value of 1.00 should be used for site coefficient Fa, 1.30 for site coefficient, F,,, and 1.00 for
FPGA.
3.2.2 FOUNDATION SUPPORT AND SETTLEMENT
The subgrade for shallow foundations should be prepared in accordance with the
recommendations contained in Section 3.1.4. of this report. All prepared foundation-bearing surfaces
should be free of any loose soil and water. Prepared footing subgrades should be observed by a qualified
geotechnical or civil engineer to check that suitable bearing soils are present.
All continuous and isolated spread footings should have minimum widths of 18 inches and 24
inches, respectively, and should be founded a minimum of 12 inches below the lowest adjacent final
grade for frost protection. Assuming the above foundation support criteria are satisfied, continuous or
isolated spread footings for the proposed structures may be proportioned using a maximum net allowable
soil bearing pressure of 3,500 pounds per square foot (psf). The allowable bearing pressure includes a
factor of safety of at least 3 on the calculated ultimate bearing capacity. The term "Net Allowable
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Bearing Pressure"refers to the pressure that can be imposed on the soil at foundation level resulting from
the total of all dead plus live loads (including snow loads), exclusive of the weight of the footing or any
backfill placed above the footing. The maximum allowable bearing pressure can be increased by one-third
for short-term transient loadings,such as wind or earthquakes.
Settlement of shallow foundations depends on the foundation size and bearing pressure, as well as
the strength and compressibility characteristics of the underlying bearing soil. Assuming construction is
accomplished as previously recommended, we estimate the total settlement of continuous or isolated
spread footings will be on the order of 1 inch. Differential settlement between similarly loaded
foundation elements may be assumed to be on the order of 1h inch. Differential settlements between
adjacent heavily loaded and lightly loaded foundations or between footings underlain by different
subgrade soils would be greater. It is estimated that most of the settlement will occur during construction
as loads are applied.Post-construction settlements should be negligible.
3.2.3 SLAB-ON-GRADE FLOORS
Assuming that the subgrade is prepared in accordance with Section 3.1.4 of this report,the floor
of the proposed building may be constructed as a slab-on-grade. A minimum of 4 inches of clean, free-
draining material, such as 3/4-inch minus washed gravel, should be placed beneath slab-on-grade floors to
act as a capillary break.
If moisture penetration is a concern, a condensation barrier could be placed beneath interior slab-
on-grade floors to prevent condensation and wicking of moisture through the floor slab. A condensation
barrier is not necessary beneath exterior slabs. The condensation barrier should consist of a reinforced,
10-mil membrane with tape-sealed joints. The condensation barrier should be inspected to verify that all
openings have been properly sealed. To facilitate concrete curing, the American Concrete Institute
typically recommends placing a compacted, 4-inch-thick layer of clean, 3/4-inch minus, clean, crushed
rock material, over the moisture barrier. Care should be taken during construction to prevent water
penetration into this layer. Trapped water beneath the slab may lead to problems with interior flooring
materials.
3.2.4 BELOW-GRADE WALLS
The lateral pressures that develop along the face walls are dependent on the amount the walls are
allowed to rotate or yield. If the walls are unrestrained against rotating and yielding at least 0.001 H,
where H is the height of the wall (including embedment); the walls should be designed assuming active
conditions. If the walls are restrained against rotating and yielding; the walls should be designed
assuming at-rest conditions.
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The following table provides design parameters for below-grade walls. The design parameters
assume the wall backfill has a moist unit weight of 130 pounds per cubic foot (pcf) and an effective
friction angle of 36 degrees. The parameters also assume there is level backfill behind the walls and wall
drainage is provided as recommended in Section 3.2.6 of this report.
EARTH PRESSURE PARAMETERS FOR BELOW GRADE WALLS
Parameter Coefficient Equivalent Fluid
Value Weight(pcf)
Active Earth Pressure Coefficient(ka) 0.26 34
Seismic Earth Pressure Coefficient(Kae Active Conditions) 0.42 55
At-Rest Earth Pressure Coefficient(ka) 0.41 54
Seismic Earth Pressure Coefficient(Kao At-Rest Conditions) 0.70 91
Design of any subsurface walls should include appropriate lateral earth pressures caused by any
adjacent surcharge loads. For uniform surcharge pressures due to vehicular loading, a uniformly
distributed horizontal load of 0.26 times the surcharge pressure should be added for yielding walls(active
conditions). For walls unable to rotate or translate(at-rest conditions), a uniformly distributed horizontal
load of 0.41 times the surcharge pressure should be utilized for design. At a minimum, we recommend
including a vertical surcharge load of 250 psf to account for vehicular traffic. Where large surcharge
loads, such as heavy trucks, a crane, or other construction equipment will be located within a distance
equal to one-half of the wall height, the abutments should be designed to accommodate the additional
lateral pressures resulting from these surcharge loads.
For seismic design, the horizontal earth pressure should be calculated and distributed as a single
triangular pressure utilizing the seismic earth pressure coefficients provided in the above table. The
resultant of the horizontal earth pressure can be assumed to act a point of V3H above the base of the wall.
The horizontal earth pressure for seismic design includes both static and dynamic lateral pressures and
must not be added to the static lateral earth pressure.
3.2.5 RESISTANCE TO LATERAL LOADS
Resistance to lateral loads may be assumed to be provided by friction acting on the base of
footings, and by passive lateral earth pressures acting against the sides of footings. An ultimate
coefficient of sliding resistance of 0.55, applied to the vertical dead loads only, may be used to compute
frictional resistance. For design purposes, the passive resistance of undisturbed, glacial till or properly
compacted structural fill placed against the sides of foundations may be considered equivalent to a fluid
with a density of 250 pcf. The upper 1 ft of passive resistance should be neglected in design if not
covered by pavement or floor slabs. The value for the coefficient of sliding resistance does not include a
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factor of safety, and the value for the foundation passive earth pressure has been reduced by a factor of
2.0 to limit deflections to less than 1 percent of the embedded depth.
3.2.6 WALL BACKFILL AND FOUNDATION DRAINAGE CONSIDERATIONS
To provide drainage behind retaining walls, backfill within 3 ft of the face of the wall should be
free-draining,well-graded sand and gravel material with less than 5 percent fines and a maximum particle
size less than 2 inches. Because of its potential to run,we do not recommend the use of pea gravel as wall
backfill. Wall backfill should be placed in 6-inch lifts and be compacted to at least 95 percent of the
maximum dry density(ASTM D 1557). To avoid overstressing the wall, wall backfill located within 3 ft
of the wall face should be compacted with hand-operated equipment.
We recommend providing foundation drainage for all below-grade walls and around all
inhabitable structures. The foundation drainage system should consist of a minimum 4-inch diameter,
heavy duty,perforated PVC pipe(with the perforations placed downward). The perforated pipe should be
placed in a minimum 12-inch-thick envelope of 1-inch minus drain gravel. The drain gravel should
completely surround the perforated drain pipe and be completely surrounded by a non-woven geotextile
material such as Mirafi® 140N, Contech®C-40NW, or equivalent. The top of the perforated pipe should
be no higher than the top of the adjacent footing. Foundation/wall drains should discharge into the site
storm drainage system or an approved location. Roof downspouts should not be introduced into the
footing drain,but discharged directly into the site stormwater system or other appropriate outlet by means
of a tightline-type system. To reduce the possibility of water ponding and minimize infiltration adjacent
to footings, the ground surface adjacent to structures should be sloped to promote surface water runoff
away from the structure.
3.3 SITE UTILITIES
The following sections provide geotechnical recommendations for design and construction of
new site utilities. Geotechnical recommendations are included for installation of new site utilities
including trench excavation and retention, pipe foundation support, pipe bedding and initial backfill, and
trench backfill and compaction criteria.
3.3.1 TRENCH EXCAVATIONS AND SUPPORT
It is anticipated that excavation for site utilities will generally be in medium dense to dense fill
and very dense glacial till. A hydraulic excavator with sufficient reach should be able to excavate the
proposed trenches to the depths planned.
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Temporary excavations in excess of 4 ft should either be shored or sloped in accordance with
Safety Standards for Construction Work Part N, Washington Administrative Code (WAC) 296-155-657.
In the absence of groundwater seepage,fill soil is classified as a Type C soil and glacial till as Type B soil
per WAC 296-155-657.
If utility trench excavations are completed in the summer and early fall months, it is anticipated
that the proposed utilities across most of the site may be installed without encountering significant
groundwater within the trench depth. However, localized zones of perched groundwater may be
encountered within the trench zone,particularly during winter and spring months. If shallow groundwater
is encountered during trench excavation, we expect that open sump pumping will be adequate to control
groundwater flow into the trench,provided the trench walls remain stable.
Surcharge loads on trench support systems due to construction equipment, stockpiled material,
and vehicle traffic should be included in the design of any anticipated shoring system. In addition, the
contractor should implement measures to prevent surface water runoff from entering trenches and
excavations. In addition, vibration as a result of construction activities and traffic may cause caving of
the trench walls.
All open cuts should be monitored during and after excavation for any evidence of instability. If
instability is detected, the contractor should flatten the side slopes or install temporary shoring. If
groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone
may be prone to caving, thereby, resulting in trench widths that may be substantially wider than a
properly dewatered trench.
33.2 PIPE FOUNDATION,BEDDING,AND INITIAL BACKFILL
The site soil will provide adequate foundation support for utilities provided the foundation soil
remains in a relatively undisturbed condition and is properly dewatered. Soil exposed in the trench
bottom can be easily disturbed, and in a disturbed condition will generally provide poor foundation
support for the pipeline. If the bottom of the trench becomes disturbed due to excavation and/or foot
traffic during pipe placement, the disturbed material should be overexcavated to expose undisturbed
foundation soil. The overexcavation should be backfilled with suitable foundation material to provide a
firm trench bottom. Foundation material should consist of a well-graded sand and gravel material free
from roots,topsoil, lumps of silt and clay, and organic and inorganic debris with less than 5 percent fines
and a maximum particle size less than 2 inches.
Pipe zone bedding material should consist of crushed, processed, or naturally occurring granular
material free of organic matter and other deleterious materials meeting the requirements in the table
below.
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PIPE ZONE BEDDING MATERIAL
Percent Passing
Sieve Size (by Dry Weight)
1'/2 inch 100
1 inch 75-100
5/8 inch 50-100
U.S.No.4 20-80
U.S.No.40 3-24
U.S.No.200 10 max
Sand Equivalent 35 min
Pipe bedding material should extend at least 6 inches below the invert of the pipe. The bedding
material should be compacted to a relative density of at least 95 percent maximum dry density(ASTM D
1557).
The initial backfill over the pipe should consist of bedding material and extend 6 inches above the
crown of the pipe. The initial backfill should be brought up evenly around the pipe in relatively
horizontal lifts not exceeding 6 inches, and worked under the haunches of the pipe by slicing with a
shovel, vibration, or other approved procedures. In order to prevent damage to the pipe, the initial
backfill directly over the pipe should only be compacted with hand-operated compaction equipment.
3.3.3 TRENCH BACKFILL
The onsite granular soil may be used for trench backfill, provided it is properly moisture-
conditioned in accordance with Section 3.1.5 of this report and compacted to the required density. If
additional material is required for trench backfill, imported material meeting the requirements detailed in
Section 3.1.5 of this report should be used for trench backfill. Trench backfill should be placed and
compacted in accordance with Section 3.1.6 of this report.
3.4 PAVEMENTS
This section contains a discussion of the feasibility of using porous pavement and
recommendations for new asphalt concrete pavement sections assuming the subgrade is prepared in
accordance with Section 3.1.4 of this report.
3.4.1 POROUS PAVEMENT DISCUSSION
Soil below the existing ACP section in the vicinity of the proposed porous pavement section
consists of about 4 inches of gravelly sand (base course) over fill consisting of medium dense to dense
gravelly sand with silt and silty sand. Very low permeability glacial till underlies the fill at a depth of
about 51 ft BGS. At the time of drilling,the base course in boring B-1 was wet; indicating the moist fill
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below it is poorly draining. A thin layer of wet soil was also observed immediately above theglacial till
surface; indicating a very low permeability layer and barrier to subsurface water flow. Glacial till was
encountered at about 11/2 ft BGS in boring B-2, about 100 ft east of the proposed porous pavement
section.
Based on results of our field exploration, existing soil below the proposed porous pavement
section will have low to very low infiltration rates. Glacial till present at about 5'/2 ft BGS is effectively
impermeable. Very little surface water is likely to infiltrate through the existing fill soil, and almost no
water will infiltrate into the glacial till, which is shallow enough to govern infiltration across the site.
Based on our experience,the highest infiltration rate probable in glacial till is about 0.05 inches per hour.
If a porous pavement system is constructed, we recommend design and installation of an
underdrain system to convey excess water to the public storm drain system. Design recommendations for
the porous pavement section are provided in the following section.
3.4.2 POROUS PAVEMENT
Porous pavement section recommendations assume that the pavement section is underlain by
glacial till. The porous pavement section should consist of 3 inches of porous asphalt pavement,2 inches
of choker course, and 4 inches of reservoir base course. These are minimum required thicknesses for
structural support of the pavement. The thickness of the reservoir base course should be determined by a
hydrologist,such that it is sufficiently thick to accommodate storage of groundwater until it has infiltrated
into the native subgrade or the underdrain conveyance system.
The subgrade for porous pavement should be graded level to allow for even distribution of
infiltrating stormwater. The exposed subgrade should be proof-rolled by a fully loaded dump truck (or
equivalent) in the presence of a qualified geotechnical or civil engineer to identify areas that are soft,
loose, or disturbed. If soft, loose, or disturbed areas are observed,these areas should be overexcavated to
firm bearing soil and replaced with reservoir base coarse material to obtain the design subgrade elevation.
Reservoir base course material required to establish site grades should be compacted as discussed later in
this report. To limit the amount of compaction of the pavement subgrade soil,construction traffic should
be spread out evenly across the site.
A non-woven geotextile meeting the following requirements should be placed on the prepared
subgrade prior to placement of the reservoir base course material:
• Minimum grab tensile strength of 250 pounds
• Minimum grab failure strain of 50 percent
• Minimum seam breaking strength of 140 pounds
• Minimum puncture resistance of 310 pounds
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• Minimum tear strength of 50 pounds.
The purpose of the geotextile is to prevent upward migration of fines into the porous pavement
section. The geotextile should extend upward along the edges in order to completely encapsulate the
reservoir base and choker course material. To protect the geotextile, the initial lift of fill over the
geotextile should be a minimum of 12 inches thick if heavy construction equipment is utilized. Turning
of construction vehicles over the first lift of prepared fill should be avoided. Under no circumstances
should construction equipment be allowed on the geotextile fabric before placement of the initial lift of
structural fill. If less than 12 inches of reservoir base course is required, the reservoir base course and
choker course should be compacted with hand-operated compaction equipment or with smaller vibrating
steel drum rollers.
In order to provide 30 to 40 percent air voids for storage, the reservoir base course material
should consist of a clean, washed, crushed stone meeting the gradational requirements for American
Association of State Highway and Transportation Officials (AASHTO) Grading No.3 material. Choker
course material should consist of a clean, washed,crushed stone meeting the gradational requirements for
AASHTO Grading No. 57. The gradation requirements for AASHTO Grading No. 3 and AASHTO
Grading No. 57 are provided in the following table.
RESERVOIR BASE COURSE AND CHOKER COURSE
GRADATION (PERCENT FINER—BY WEIGHT)
Sieve
Reservoir Choker
Base Course Course
Size AASHTO No.3 AASHTO No.57
2''A" 100 -
2" 90-100 -
1W 35-70 100
1" 0-15 95-100
'/" 0-5 25-60
#4 - 0-10
#8 0-5
At least 75 percent of the reservoir base course and choker course material retained on the #4
sieve should have at least one fractured face. The material supplier should be required to submit modified
Proctor test results in order to confirm that the reservoir base course material has between 30 and 40
percent air voids when compacted to between 90 and 92 percent of the maximum dry density.
Reservoir base course and choker course material should be compacted to between 90 and 92
percent of the maximum dry density determined by ASTM D1557 test procedures.
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Aggregate for porous asphalt pavement should be relatively uniform and have a low percentage
of fines (percentage of particles by weight passing the U.S. No 200 sieve). Various different aggregate
gradations have been utilized for porous pavement. The National Asphalt Pavement Association (2008)
recommends the following gradation for porous pavements utilized in roadways. Other aggregate
gradations have been successfully utilized for porous pavement.
POROUS PAVEMENT AGGREGATE GRADATION
Percent Finer
Sieve Size (By Weight)
3/4,. 99-100
1/z" 90-98
#4 18-32
#8 3-15
#200 1-5
A stiff asphalt binder, such as PG70-22, is usually utilized for porous pavement. The binder
should be between 5'/2 and 6 percent of the pavement section,by weight.
3.4.3 ASPHALT CONCRETE PAVEMENT
In the three borings advanced for this study, ACP was observed to range in thickness from about
1'/2 to 21/2 inches. The base course below the ACP was observed to consist of 1'/2 to 4 inches of medium
dense, gravelly sand over well compacted fill and glacial till. Existing cracks in the ACP surface appear
to be along paving joints and not a result of poor subgrade preparation. Consequently, removal and
replacement of the ACP section is not required. Alternatively, filling/sealing of existing cracks followed
by a 2-inch asphalt pavement overlay should be sufficient for parking area rehabilitation.
In areas where new pavement sections will be constructed, an appropriate asphalt pavement
section would be 2 inches of asphalt pavement over 4 inches of crushed surfacing material. For any areas
where moderate to high levels of truck traffic is expected, an appropriate asphalt pavement section would
be 4 inches of asphalt pavement over 6 inches of crushed surfacing material. Crushed surfacing material
should be compacted to at least 95 percent of the maximum dry density (ASTM D 1557) and meet the
requirements for Crushed Surfacing Base Course in Section 9-03.9(3) of the 2014 Washington State
Department of Transportation (WSDOT) Standard Specifications. The upper 2 inches of crushed
surfacing could consist of Crushed Surfacing Top Course to facilitate fine grading of the surface. Asphalt
concrete should be hot-mix asphalt class %2-inch with PG58-22 binder.
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4.0 REVIEW OF DOCUMENTS AND CONSTRUCTION OBSERVATIONS
Landau Associates recommends that we review the geotechnical-related portions of the plans and
specifications for the proposed project in advance of project bidding. The purpose of the review is to
verify that the recommendations presented in this geotechnical report have been properly interpreted and
implemented in the design and specifications.
We recommend that monitoring, testing, and consultation be provided during construction to
confirm that the conditions encountered are consistent with those indicated by our explorations, to
provide expedient recommendations should conditions be revealed during construction that differ from
those anticipated, and to evaluate whether geotechnical-related activities comply with project plans and
specifications and the recommendations contained in this report. Such geotechnical-related activities
include observation of foundation subgrade preparation, paved area subgrade preparation, the need for
footing drains around the proposed warehouse, and other geotechnical-related earthwork activities. The
purpose of these services would be to observe compliance with the design concepts, specifications and
recommendations of this report, and in the event subsurface conditions differ from those anticipated
before the start of construction, provide revised recommendations appropriate to the conditions revealed
during construction. Landau Associates would be pleased to provide these services for you.
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5.0 USE OF THIS REPORT
This report was prepared for the exclusive use of Harsch Investment Properties for the specific
application to the proposed project located at 1800 South 320th Street in Federal Way, Washington. The
use by others, or for purposes other than intended, is at the user's sole risk. The findings, conclusions,
and recommendations presented herein are based on our understanding of the project,review of available
geotechnical and geologic information in the project vicinity and on subsurface conditions observed
during explorations completed on February 27, 2014. Within the limitations of scope, schedule, and
budget, the conclusions and recommendations presented in this report were prepared in accordance with
generally accepted geotechnical engineering principles and practices in the area at the time the report was
prepared. We make no other warranty,either express or implied.
There may be some variation in subsurface soil and groundwater conditions at the site, and the
nature and extent of the variations may not become evident until construction. Accordingly, a
contingency for unanticipated conditions should be included in the construction budget and schedule. We
should be contacted if variations in subsurface conditions are encountered during construction.
We appreciate the opportunity to provide geotechnical services on this project and look forward
to assisting you during the bidding and construction phases. If you have any questions or comments
regarding the information contained in this report, or if we may be of further service,please call.
p, D. ELr
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7 t
6.0 REFERENCES •
ASCE. 2010. Minimum Design Loads for Buildings and Other Structures. American Society of Civil
Engineers,7-10.
Booth, D.B., H.H. Waldron, and K.G. Troost. 2004. Geologic Map of the Poverty Bay 7.5-Minute
Quadrangle, King and Pierce Counties, Washington. Washington Division of Geology and Earth
Resources Scientific Investigations Map 2854. Scale 1:24,000.
ICC.2011. 2012 International Building Code.International Code Council. May.
National Asphalt Pavement Associations (NAPA). 2008. Porous Asphalt Pavements for Stormwater
Management—Design, Construction and Maintenance Guide.
USGS. 2014. U.S. Seismic Design Maps Web Application. http://geoha7ards.usgs.gov/designmaps/us/
application.php U.S. Geological Survey. Accessed March 3,2014.
WSDOT. 2014. Standard Specifications for Road, Bridge, and Municipal Construction. Washington
State Department of Transportation. M41-10.09.
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APPENDIX A
Field Explorations and Laboratory Testing
7 • ' •
APPENDIX A
FIELD EXPLORATIONS AND LABORATORY TESTING
FIELD EXPLORATIONS
Subsurface soil and groundwater conditions within the limits of the project area were explored on
February 27, 2014. The exploration program consisted of three hollow-stem auger borings (B-1 through
B-3). The approximate locations of all explorations are shown on the Site and Exploration Plan of the
main document (Figure 2). The borings were advanced to depths ranging from about 8 to 111/2 feet (ft)
below the ground surface (BGS) using a truck-mounted hollow-stem auger drill rig. Holocene Drilling,
Inc. of Puyallup, Washington advanced the borings under subcontract to Landau Associates. The
explorations were located approximately in the field by hand-taping from existing physical features. The
ground surface elevation at each exploration location was approximated using Google'Earth.
The field exploration program was coordinated and monitored by a Landau Associates
geotechnical engineer, who also obtained representative soil samples, maintained a detailed record of the
observed subsurface soil and groundwater conditions, and described the soil encountered by visual and
textural examination. Each representative soil type observed in the explorations was described using the
soil classification system shown on Figure A-1, in general accordance with ASTM International(ASTM)
D 2488, Standard Recommended Practice for Description of Soils (Visual-Manual Procedure). Boring
logs are presented on Figures A-2 through A-4. These logs represent our interpretation of subsurface
conditions identified during the field exploration program. The stratigraphic contacts shown on the
individual logs represent the approximate boundaries between soil types; actual transitions may be more
gradual. The soil and groundwater conditions depicted are only for the specific date and locations
reported and, therefore, are not necessarily representative of other locations and times. A further
discussion of the soil and groundwater conditions observed in the explorations is contained in the text
portion of this report.
Bulk representative grab samples of the soil encountered were collected from the explorations.
The samples were transported to the Landau Associates laboratory in Edmonds, Washington for the
purpose of completing natural moisture and gradation testing. Laboratory testing is discussed in the
following section. Soil samples obtained from the explorations will be stored in our laboratory for 30
days after submittal of the final report. After that date, the samples will be disposed of unless
arrangements are made to retain them.
LABORATORY TESTING
Natural moisture content determinations and sieve analyses were conducted in the Landau
Associates laboratory in Edmonds, Washington on representative samples recovered from the field
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explorations for soil classification purposes. Laboratory testing was performed in general accordance
with the ASTM standard test procedures described below. The samples were checked against the field
log descriptions, which were updated where appropriate in general accordance with ASTM D2487,
Standard Test Method for Classification of Soils for Engineering Purposes.
Natural moisture content determinations were performed on soil samples recovered from the
borings in general accordance with ASTM D2216. The natural moisture content is shown as W=xx
(percent of dry weight)at the respective sample depth in the column labeled"Test Data"on the summary
logs.
Sieve analyses were performed on representative soil samples obtained from the test pits in
accordance with ASTM D422 to provide an indication of the grain size distribution. Samples selected for
grain size analysis are designated with a"GS"in the column labeled "Test Data" on the summary test pit
logs. The results of the grain size analyses are presented in the form of grain size distribution curves on
Figure A-5 in this appendix.
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Soil Classification System
USCS
MAJOR GRAPHIC LETTER TYPICAL
DIVISIONS SYMBOL SYMBOLt') DESCRIPTIONS 12X3)
GRAVEL ANDCLEAN GRAVEL 12:o:o•o:o,o_ GW Well-graded gravel;graveVsand mixture(s);little or no fines
J y d GRAVELLY SOIL U.n 0 h
O N (Little or no fines) 1.O_0.o p O: GP Poorly graded gravel;gravel/sand mixture(s);little or no fines
o m> (More than 50%of GRAVEL WITH FINES b '•. ' • GM Silty gravel;gravel/sand/silt mixture(s)
ZE'm coarse fraction retained (Appreciable amount of ' '
— o 0 on No.4 sieve) fines) :°y GC Clayey gravel;gravel/sand/clay mixture(s)
§z SAND AND _...CLEAN SAND Well-graded sand;gravelly sand;little or no fines
Lb Fa c SANDY SOIL (Little or no fines)
u)t 2 SP Poorly graded sand;gravelly sand;little or no fines
Qo
`o rn (More than 50%of SAND WITH FINES SM Silty sand;sand/silt mixture(s)
OU 2 E-Lu coarse fraction passed (Appreciable amount of
through No.4 sieve) fines) SC Clayey sand;sand/clay mixture(s)
ML Inorganic.silt and very fine sand;rock flour;silty or clayey fine
- m SILT AND CLAY sand or clayey silt with slight plasticity
o N CL Inorganic clay of low to medium plasticity;gravelly day;sandy
CD oma (Liquid limit less than 50) clay;silty clay;lean day
Z Be OL Organic silt;organic,silty clay of low plasticity
"St 5 N SILT AND CLAY MH Inorganic silt;micaceous or diatomaceous fine sand
U -c
W 2 m z° CH Inorganic clay of high plasticity;fat clay
Z• E (Liquid limit greater than 50)
1 OH Organic day of medium to high plasticity;organic silt
HIGHLY ORGANIC SOILPT Peat;humus;swamp soil with high organic content
GRAPHIC LETTER
OTHER MATERIALS SYMBOLSYMBOL TYPICAL DESCRIPTIONS
PAVEMENT _AC or PC Asphalt concrete pavement or Portland cement pavement
v
ROCK ,4� 4 RK Rock(See Rock Classification)
WOOD WD Wood,lumber,wood chips
DEBRIS 0 0 OODB Construction debris,garbage
Notes: 1. USCS letter symbols correspond to symbols used by the Unified Soil Classification System and ASTM classification methods.Dual letter symbols
(e.g.,SP-SM for sand or gravel)indicate soil with an estimated 5-15%fines.Multiple letter symbols(e.g.,ML/CL)indicate borderline or multiple soil
classifications.
2. Soil descriptions are based on thegeneral approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual
Procedure),outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test
Method for Classification of Soils for Engineering Purposes,as outlined in ASTM D 2487.
3. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined
as follows:
Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc.
Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc.
>15%and<30%-"gravelly,""sandy,""silty,"etc.
Additional Constituents: > 5%and<15%-"with gravel,""with sand,""with silt,"etc.
< 5%-"with trace gravel,""with trace sand,""with trace silt,"etc.,or not noted.
4. Soil density or consistency descriptions are based on judgement using a combination of sampler penetration blow counts,drilling or excavating
conditions,field tests,and laboratory tests,as appropriate.
Drilling and Sampling KeyField and Lab Test Data
SAMPLER TYPE SAMPLE NUMBER&INTERVAL
Code Description Code Description
a 3.25-inch O.D.,2.42-inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf
b 2.00-inch O.D.,1.50-inch I.D.Split Spoon Sample Identification Number TV=0.5 Torvane,tsf
c Shelby Tube JrPID=100 Photoionization Detector VOC screening,ppm
d Grab Sample ,`— Recovery Depth Interval W=10 Moisture Content,
e Single-Tube Core Barrel D=120 Dry Density,pcf
f Double-Tube Core Barrel 1 11— Sample Depth Interval -200=60 Material smaller than No.200 sieve,
g 2.50-inch O.D.,2.00-inch I.D.WSDOT Portion of Sample Retained GS Grain Size-See separate figure for data
h 3.00-inch O.D.,2.375-inch I.D.Mod.Califomia for Archive or Analysis AL Atterberg Limits-See separate figure for data
i Other-See text if applicable GT Other Geotechnical Testing
1 300-lb Hammer,30-inch Drop CA Chemical Analysis
2 140-lb Hammer,30-inch Drop Groundwater
3 Pushed
4 Vbrocore(Rotosonic/Geoprobe) V Approximate water level at time of drilling(ATD)
5 Other-See text if applicable Y Approximate water level at time other than ATD
Ulta Beauty Building Figure
IALANDAU 1800 South 320th Street Soil Classification System and Key r1/�_1
ASSOCIATES Federal Way, Washington I
! ' >, • •
B-1
LAI Project No:836002.010
SAMPLE DATA SOIL PROFILEMoisture Content(%)
Liquid
Limit I • I L
m oHollow-Stem Auger 10 20 30 40
DrillingMethod:
E o. oSPT N-Value
E >, o E E Ground Elevation(ft): -421 :33
A Non-StandardN-Value A
Z o CO 10 20 30 40
.c n o a N o = co Drilled B 0. 0y: Holocene Drilling Inc. c X Fines Content(%)X
° a `� L ed B JDE Date: 02/27/14
o u)ets u) m 1- C7 D Log y' 0 10 20 30 40
—0 AC Asphalt Concrete Pavement(2 inches)
5-0 111 d W=16 SW�� - •
SP- Gray,gravelly,fine to coarse SAND
SM Odium dense,wet) _
—� (BASECOURSE) F
3 -__
Brown,gravelly,fine to coarse SAND with _
- silt;occasional silty zones;occasional 3 -
cobble(medium dense to dense,moist) 8 -
-2 (FILL) w —
o - 50/
- 50/ z - 6"
5-1 b2 6„ -S-1 on cobble:not indicative of unit m - A
density .
c -
- Q
—4
-grades to wet _
- 72
S-2 b2 72 w=g ' SM Light brown,gravelly,very silty,fine to
—6 GS coarse SAND;some mottling/rust coloration; ,---
- • X A
matrix supported(very dense,moist)
(GLACIAL TILL)
- - 50/
- 5"
S-3 TT b2 550„/ W=6 - • A
—8
x -
a-
x
r -
o _
J -
z-10
o- - 50/
o5_ S-4 b2 550„1 = 5"-
O_
0
o- Boring Completed 02/27/14
M—12 Total Depth of Boring=11.4 ft.
I-
0 -
o-
(V_
O
o_
0
m-
CO
Y
v-
m—14
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
N 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
o
3. Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols.
m
Ulta Beauty Building Figure
14 LANDAU 1800 South 320th Street Log of Boring B-1 /1A_2
ASSOCIATES Federal Way, Washington
v.t .,4� •
• •
B-2
LAI Project No:836002.010
SAMPLE DATA SOIL PROFILE Pa Moisture Content(%)Lp��
Limit E-411--I Limit
it o Hollow-Stem Auger 10 20 30 40
Drilling Method:
.o m � o A SPT N-Value•
d A Non-Standard N-Value A
E H Y°o E E Ground Elevation(ft): -423 m
;,v rn >. 10 20 30 40
r a ami n N a 1E a) Drilled By: Holocene Drilling Inc. c X Fines Content(%)X
a) m al —3° `� Logged By: JDE Date: 02/27/14 2
o u)as m m r 0 0 10 20 30 40
—0 AC��Asphalt Concrete Pavement(1.5 inches)
:c: GW- Gray,gravelly,fine to coarse SAND -
- ,,•:.C.,,:: (medium dense,wet) _
GM
e. (BASECOURSE)
p--•:c r ..
c Brown,sandy GRAVEL with silt(medium -
•
`r .• GM dense,moist) c -
- 3 . .. \ (FILL) ` 1 -
-2 3 J.. � _
?2 � Light brown,silty,very sandy GRAVEL; w -
- j D.j. occasional very silty zones up to 4 inches Z -
? �. thic ;some mottling/rust coloration;matrix -
) 'D- supported(dense to very dense,moist) �'
3 6
W= � j (GLACIAL TILL) v
_ S-1 b2 68 GS �.D. C _• X a
). 3. Q
) fir). 0 -
3 ; D. _
ID
j-b
- 3"D g_
7.
S-2 b2 39 W=9 �.3 D, - • A
—6 � �0.
3.�,�.
� D- -
•
3-D'? -
P •7.
D.
-grades to wet - S0/
—8 3 � D
_ - S-3 b2 4�/ W=9 j.? j. - • A
x
3 - Boring Completed 02/27/14
o- Total Depth of Boring=8.8 ft.
S _
J
0-
E—10
0
m_
J_
E5
to-
_
a
o-
o_
N
O-
O
M—12
_
I-
i-
O-
O-
CV_
0
O_
(7-
W
}
K
I,-
-63—14
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
N 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
0 3. Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols.
m
co
Ulta Beauty Building Figure
i A LANDAU 1800 South 320th Street Log of Boring B-2
ASSOCIATES Federal Way, Washington A..
;► ` •
g LAI Project No:836002.010
Moisture Content(a/a)
SAMPLE DATA SOIL PROFILE Moisture
Lpuid
Limit 1-1111-1 Lund
a� o Hollow-Stem Auger
10 20 30 40
Drilling Method: 9
n a� o ♦SPT N-Value
{- o ' E Ground Elevation(ft): -420 .�+ Non-StandardN-Value
z— o m co m 10 20 30 40
s n aa) n N o r u) Drilled By: Holocene Drilling Inc. c o
Q 7
X Fines Content(/o)X
d m m ° 0.) m Logged By: JDE Date: 02/27/14 2
a COcoca co m I- c� D t9 10 20 30 40
-0 AC Asphalt Concrete Pavement(2.5 inches) _
SW__� ,---/___
2.0 c \GW- Gray,gravelly,fine to coarse SAND -
GM (medium dense,wet) -
c G (BASECOURSE)
�:c c� Brown,sandy GRAVEL with silt(medium _
- SM dense,moist) ? -
-2 \ (FILL) / 8 -
Light brown,silty,gravelly,fine to coarse w -
SAND(very dense,moist) Z - 50/
(GLACIAL TILL) d
S-1 IT
b2 30/ 3 -
c -
o -
—4
- 50/
5 5"
S-2 ff b2 W/ A
—6
S-3 d W=8 •
- 50/
- S-4 b2 6/ _ A
—8
a Boring Completed 02/27/14
a - Total Depth of Boring=8.0 ft.
(7_
x
co-
o_
J
(7-
z—10
0
J_
0
(O-
s.
0-
o_
o_
(V
O _
O
A'—12
F-
O
E, -
N -
O
O_
6
M-
v-
Q
N.
—14
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
N 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
8 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols.
M
C.
Ulta Beauty Building Figure
ilkLANDAU 1800 South 320th Street Log of Boring B-3 A
ASSOCIATES Federal Way,Washington
44b."' ^P.
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g
most PERMIT SIPPLICATION
Federal Way RECEIVED
PERMIT NUMBER _ ( I ��_ CO MAR 1 8 2014
TARGET DATE
CITY OF FEDERAL WAY
SITE ADDRESS SUITE/UNI?#DS
1800 S 320th Street
I.UJ
PROJECT VALUATION ' ZONING ASSESSOR'S TAX/PARCEL
$ 1,300,000.00 CC-C 092104-9208 -
TYPE OF PERMIT BUILDING II PLUMBING t) MECHANICAL ® DEMOLITION 3E ENGINEERING n FIRE PREVENTION
NAME OF PROJECT ULTA Cosmetics
PROJECT DESCRIPTION Demolition of existing Billy McHale's restaurant pad building. Construction of a new
X
Detailed description of work to 67 SF retail pad building in same location.
be included on this permit only 1 O i OM 0
NAME PRIMARY PHONE
PROPERTY OWNER Seatac Village Shopping Center, LLC 503.242.2900
MAILING ADDRESS E-MAIL
1121 SW Salmon Street brianwAharsch.com
CITY STATE ZIP
Portland •R 97205
NAME ...170'€1ea ermined"4 1-5 (0/7." ray:J 5
MAILING ADDRESS E-MAIL
CONTRACTOR lJ
CITY STATE ZIP FAX
WJ \V \ i C]'O'RA7LJ� RAi Oji A TR� FEDERAL WAY BUSINESS LICERS
N,AAM�1EL C I/, 1 PRIMARY PHONE
Seatac Village Shopping Center, LLC 503.242.2900
APPLICANT MAILING ADDRESS E-MAIL
1121 SW Salmon Street brianw@harsch.com
CITY STATE ZIP FAX
Portland OR 97205
NAME PRIMARY PHONE
PROJECT CONTACT Baysinger Partners Architecture - Brian Reeves 503,546.1600
/The individual to receive and MAn,ING ADDRESS E-MAIL
respond to all correspondence 1006 SE Grand Ave#300 brianr@baysingerpartners.com
concerning this application) CITY STATE ZIP FAX
Portland OR 97214
NAME (
PROJECT FINANCINQ /IGY OWNER-FINANCED
Required value of$5,000 or more MAILING ADDRESS,CITY,STATE,ZIP PHONE
/RCW 19.77.(19;)
I certify under penalty of perjury that I am the property owner or authorised agent of the property owner, I certify that to the best
of my knowledge, the Iniformation submitted in support of this permit application is true and correct. I certify that I will comply with
all applicable City of Federal Way regulations pertaining to the work authorised by the Issuance of a permit. I understand that the
issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating
construction or environmental laws.
I further agree to hold harmless the City of Federal Way as to any claim/including costs, expenses,and attorneys'fees Incurred In
the investigation and defense of such claim), which may be made by any person, Including the undersigned, and filed against the city,
but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the
information suppi he city as a part of this application.
SIGNATURE: I DATE 3-4. /51
PRINT NAME: art MAJ khi t-7.//#M4.f
Bulletin#100-January I,2013 Page I of 3 k:\Handouts\Permit Application
• •
VALUE OF MECHANICAL WORK
MECHANICAL PERMIT
$ 67,500
4 Indicate how many of each type offixture to be installed or relocated as gait of this project. Do not include existing fixtures to remain.
4 AIR HANDLING UNITS 1 FANS GAS PIPE OUTLIES OTHER(Describe)
— AIR CONDITIONER FIREPLACE INSERTS HOODS(corr,,,,rrral)
BOILERS _ FURNACES HOT WATER TANKS p.m
COMPRESSORS GAS LOG SETS REFRIGERATION SYST
DUCTING 1 GAS PIPING WOODSTOVES
—
VALUE OF PLUMBING WORK
PLUMBING PERMIT $ 12,500
Indicate how many of each type offixture to be installed or relocated as part of this project. Do not include existing fixtures to remain..
BATHTUBS<or it+bj Shoom,r Combol LAVS(Hand Sulks) TOILETS 1 WATER PIPING
DISHWASHERS RAINWATER SYSTEMS URINALS OTHER(Describe)
DRAINS SHOWERS
— — — VACUUM BREAKERS
DRINKING FOUNTAINS SINKS,Kitchen/UtOttyl WATER HEATERS(alereml
2 HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES
I,.
GENERAL INFORMATION ,
CRITICAL AREAS ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS
Lakehaven Utility District Lakehaven Utility District
$ 10,103,000.00
EXISTING/PREVIOUS USE LOT SIZE(La Square Peet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM?
NA Total: 701,057 SF u Yes— No x Yes 0 No
Area of Work: 37,894 SF NA I
I
RESIDENTIAL - NEW OR ADDITION
AREA DESCRIPTION(in square feet) EXISTING I PROPOSED TOTAL FOR OFFICE USE
BASEMENT
FIRST FLOOR or Mobile Ho,rel
....
SECOND FLOOR
COVERED ENTRY
DECK
GARAGED CARPORT 0 1
OTHER(describe)
------m-
PROP,SED TOTAL,
Area Totals £X1.11}10
i
I
**NEW HOMES ONLY**
ESTIMATED SELLING PRICE$ #OF BEDROOMS
_..,
COMMERCIAL—NEW/ADDITION I
i
Area Construction
AREA DESCRIPTION Feet Stories Occupancy Group(s) Additional Information 1
in Square Type
NEW BUILDING 9,707 SF "M"Mercantile VB 1
I
ADDITION 1
f
COMMERCIAL—REMODEL/TENANT IMPROVEMENTS
Area
AREA DESCRIPTIONOccupancy Group(s) --1--- teonstruc ion
to
s*6f I Additional Information
in Square Feet JT riea
TOTAL BUILDING
TENANT A,R:IA ONLY 1 1
i PROJECT AREA ONLY
I —
Bulletin#100—January 1,2013 Page I v ' kAHandoutsTennit Application
C