HomeMy WebLinkAboutEX07_GeotechnicalReport2018REPORT COVER PAGE
RED
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249
Renton, King County, Washington
June 21, 2018
Terracon Project No. 81185084
Prepared for:
Chick-fil-A, Inc.
Irvine, California
Prepared by:
Terracon Consultants, Inc.
Mountlake Terrace, WA
EXHIBIT 7
RECEIVED
09/13/2018 mherrera
PLANNING DIVISION
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Terracon Consultants, Inc.21905 64th Avenue West Mountlake Terrace, Washington 98043
P (425) 771 3304 F (425) 771 3549 terracon.com
REPORT COVER LETTER TO SIGN
June 21, 2018
Chick-fil-A, Inc.
15635 Alton Parkway Suite 350
Irvine, California 30349
Attn: Mr. Don Ikeler
P:[404] 765 8000
Re: Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249
361 Rainier Avenue South
Renton, King County, Washington
Terracon Project No. 81185084
Dear Mr. Ikeler:
We have completed the Geotechnical Engineering services for the above referenced project. This
study was performed in general accordance with Terracon Master Services Task Order dated
April 24, 2018. This report presents the findings of the subsurface exploration and provides
geotechnical recommendations concerning earthwork and the design and construction of
foundations, floor slabs, and pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
Lauren Phillips, EIT David A. Baska, Ph.D., P.E.
Geotechnical Field Engineer Senior Engineering Consultant
National Account Manager: Romeo deLeon, Senior Principal
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Responsive ■Resourceful ■Reliable
REPORT TOPICS
REPORT TOPICS
REPORT SUMMARY ....................................................................................................... i
INTRODUCTION ............................................................................................................. 1
SITE CONDITIONS ......................................................................................................... 1
PROJECT DESCRIPTION .............................................................................................. 2
GEOTECHNICAL CHARACTERIZATION ...................................................................... 3
GEOTECHNICAL OVERVIEW ....................................................................................... 4
EARTHWORK................................................................................................................. 5
SHALLOW FOUNDATIONS ........................................................................................... 9
GROUND IMPROVEMENT ........................................................................................... 11
SPECIALTY FOUNDATIONS ....................................................................................... 12
SEISMIC CONSIDERATIONS ...................................................................................... 13
LIQUEFACTION ........................................................................................................... 14
FLOOR SLABS............................................................................................................. 15
PAVEMENTS ................................................................................................................ 16
GENERAL COMMENTS ............................................................................................... 20
Note: This report was originally delivered in a web-based format.Orange Bold text in the report indicates a referenced
section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the
logo will bring you back to this page. For more interactive features, please view your project online at
client.terracon.com .
ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS (Boring Logs and Laboratory Data)
SUPPORTING INFORMATION (General Notes and Unified Soil Classification System)
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable i
REPORT SUMMARY
Topic 1 Overview Statement 2
Project
Description
Approximately 4,696 square foot structure
Max. Column loads: 50 kips, Max. Wall loads: 2 kips per lineal foot
Finished floor elevation: assumed to be at or near existing site grades
Excavations to include demolition of old building and parking area, and new
foundation construction
Expected traffic for pavement areas:
■300 autos/light trucks per day
■Up to 5 medium-duty delivery/trash trucks and 1 Tractor-trailer per week
Geotechnical
Characterization
Areas of existing fill extending to up to 3 feet below ground surface, underlain by
alluvial deposits composed primarily of silt, sand, and gravel that are very loose
in the top 10 feet and become denser with depth.
Groundwater encountered at a depth ranging from 8 to 12 feet in borings B-1 and
B-3.
Earthwork
Options for floor slab subgrade preparation & risk of post-construction movement:
■Low risk: structural floor slab supported on small diameter piles.
■Medium risk (Terracon recommendation): slab on grade with ground
improvement through the use of aggregate piers. Minimal settlement may
occur.
Any material proposed to be used for engineered fill should be tested & approved
Fines are sensitive to moisture variation and movement.
Shallow
Foundations
Shallow foundations will be sufficient if combined with ground improvement. Small
diameter piles may also be used as an alternative to shallow foundations and
ground improvement.
Preliminary allowable bearing pressure = 4,000 lbs/sq ft
Expected settlements: < 1 inch total, < 2/3 inch differential
Detect and remove zones of unsuitable soils as noted in Earthwork
Lateral Earth
Pressure
Recommendations
No retaining walls exist on or are proposed for this site.
Pavements For subgrade prepared as noted in Earthwork with 2 feet of over-excavation,we
have provided CFA’s standard pavement sections.
General
Comments
This section contains important information about the limitations of this
geotechnical engineering report.
1.If the reader is reviewing this report as a pdf, the topics above can be used to access the appropriate section
of the report by simply clicking on the topic itself.
2.This summary is for convenience only. It should be used in conjunction with the entire report for design
purposes.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Responsive ■Resourceful ■Reliable 1
INTRODUCTION
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249
361 Rainier Avenue South
Renton, King County, Washington
Terracon Project No. 81185084
June 21, 2018
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed Chick-fil-A restaurant #04249 to be located at 361 Rainier
Avenue South in Renton, King County, Washington. The purpose of these services is to provide
information and geotechnical engineering recommendations relative to:
■Subsurface soil conditions ■Foundation design and construction
■Groundwater conditions ■Floor slab design and construction
■Site preparation and earthwork ■Seismic site classification per IBC
■Demolition considerations ■Pavement design and construction
■Excavation considerations
The geotechnical engineering scope of services for this project included the advancement of 8
test borings to depths ranging from approximately 6 ½ to 51 ½ feet below existing site grades.
Maps showing the site and boring locations are shown in the Site Location and Exploration
Plan sections, respectively. The results of the laboratory testing performed on soil samples
obtained from the site during the field exploration are included on the boring logs and as separate
graphs in the Exploration Results section of this report.
SITE CONDITIONS
The following description of site conditions is derived from our site visit in association with the
field exploration and our review of publicly available geologic and topographic maps.
Item Description
Parcel Information
The project is located at 361 Rainier Avenue South in Renton, King County,
Washington.
Latitude: 47° 3' 40.82" N, Longitude: 122° 45' 51.228" W.
(See Site Location)
Existing
Improvements
Existing asphalt parking lot and grass area, existing building formerly
occupied by Diamond Lil’s Card Casino.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 2
Item Description
Current Ground
Cover Asphalt paved parking lot and unpaved grass area.
Existing Topography
Based on review of USGS quadrangle maps and information from Google
Earth Pro, grade change of about 29 feet (NE corner of site) to 26 feet (SW
corner of site). Within the proposed building area, grade change of about 28
feet (South end of building) to 27 feet (North end of building) is expected.
Site History
From review of historical aerial photos and city tax records, it appears the
existing casino has been on-site since 1964. Another building was located
on what is currently the unpaved grassy area and was demolished in the late
2000’s. Additional site history can be found in the Phase 1 assessment
Terracon completed for this site, Terracon Report No. 81187027.
PROJECT DESCRIPTION
Our final understanding of the project conditions is as follows:
Item Description
Information Provided Preliminary Site Plan with seal dated April 16, 2018
Project Description
The project includes a single-story Chick-fil-A restaurant building in the
southeast corner of the approximate 1-acre site with associated parking
and drive through improvements.
Proposed Structure A single-story building with a footprint of about 4,696 square feet. The
building will be slab-on-grade (non-basement).
Building Construction Details not provided but understood to be concrete masonry units (CMU)
with steel and/or wood framing with concrete foundations.
Finished Floor Elevation Assumed to be at or near existing site grades.
Maximum Loads
■Column Loads: 50 kips
■Walls Loads: 2 kips per lineal foot
■Floor slab Load: 125 psf
Grading/Slopes Grading plan not provided at the time of this proposal.
Free-Standing Retaining
Walls
Retaining walls are not expected to be constructed as part of site
development to achieve final grades.
Pavements
Paved drive and parking to accommodate up to 36 vehicles is planned.
No specific traffic information has been provided to us. Without this
information, we plan to use the following traffic volumes for design of the
pavement:
Autos/Light Trucks: 300 vehicles per day
Light Delivery and Trash Collection Vehicles: 5 vehicles per week
Tractor-trailer trucks: Less than 1 vehicle per week.
The pavement design period is 20 years.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 3
GEOTECHNICAL CHARACTERIZATION
Subsurface Profile
We have developed a general characterization of the subsurface soil and groundwater conditions
based upon our review of the data and our understanding of the geologic setting and planned
construction. The following table provides our geotechnical characterization.
The geotechnical characterization forms the basis of our geotechnical calculations and evaluation
of site preparation, foundation options and pavement options. As noted in General Comments,
the characterization is based upon widely spaced exploration points across the site, and variations
are likely.
Stratum Approximate Depth to
Bottom of Stratum (feet)Material Description Consistency/Density
Surface ½ to 1 Asphalt / Concrete Pavement N/A
Surface 1 to 2 Fill: Silty Gravel with Sand N/A
1 10 to 12 Alluvial Deposits: Silt, Silt with sand,
Sand with silt, and Sand Very loose/soft
2 12 to 19 ½Alluvial Deposits: Sand, Sand with
silt, and Silty Sand Loose
3 Undetermined1 Alluvial Deposits: Sandy Gravel Medium dense to
dense
1.Borings terminated within this stratum at the planned depth of approximately 51 ½ feet.
Conditions encountered at each boring location are indicated on the individual boring logs shown
in the Exploration Results section and are attached to this report. Stratification boundaries on
the boring logs represent the approximate location of changes in native soil types; in situ, the
transition between materials may be gradual.
Groundwater Conditions
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. The water levels observed in the boreholes can be found on the boring logs in
Exploration Results, and are summarized below.
Boring Number
Approximate Depth to Groundwater while Drilling
(feet)1
B-1 8
B-3 12
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 4
Groundwater was not observed in the remaining borings while drilling, or for the short duration the
borings could remain open. However, this does not necessarily mean the borings terminated above
groundwater, or the water levels summarized above are stable groundwater levels. Furthermore, the
mud-rotary method used on boring B-4 does not allow for an accurate water level measurement to
be taken.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the borings were performed. Therefore, groundwater
levels during construction or at other times in the life of the structure may be higher or lower than
the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
GEOTECHNICAL OVERVIEW
Much of the site is covered by asphalt overlying approximately 1 to 2 feet of fill. On the south end
of the site there is an additional layer of asphalt underlying the surface layer. Below the surface
soils, an approximate 10 to 12-foot layer of very loose silt and sand combined with the high water
table increase the susceptibility to static settlements and liquefaction in the event of an
earthquake. These conditions would not provide adequate support for building loads and
settlements due to liquefaction would likely be several inches. To address these concerns we
recommend that the building be supported on small diameter (pin) piles or that ground
improvement such as aggregate piers be utilized to improve foundation soils. The soils which
form the bearing stratum for ground improvement or specialty foundations are dense to medium
dense sandy gravels located approximately 20 feet below the ground surface. The Ground
Improvement and Specialty Foundations section of this report provide design parameters for
the two foundation support options.
The near-surface silty gravel with sand and silt with sand could become unstable with typical
earthwork and construction traffic, especially after precipitation events. Effective drainage should
be established early in the construction sequence and maintained after construction to avoid
potential issues. If possible, the grading should be performed during the warmer and drier time of
the year. If grading is performed during the winter months, the risk for possible overexcavation
and replacement of unstable subgrade will increase. Additional site preparation recommendations
including subgrade improvement and fill placement are provided in the Earthwork section.
The Floor Slabs section addresses structural slab and slab-on-grade support of the building.
Options for floor slab subgrade preparation and risk of post-construction movement include:
■Low risk: Install small diameter piles and support structural slab on piles.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 5
■Medium risk (Terracon recommendation): Utilize ground improvement, such as
aggregate piers, and install a slab-on-grade. This will help provide a uniform layer
below the slab but has a slight risk of settlement.
A combined rigid/flexible pavement system is recommended for this site. The Pavements section
addresses the design of pavement systems and subgrade preparation options and
recommendations.
The General Comments section provides an understanding of the report limitations.
EARTHWORK
Earthwork will include demolition of existing structures, excavations and fill placement. The
following sections provide recommendations for use in the preparation of specifications for the
work. Recommendations include critical quality criteria as necessary to render the site in the state
considered in our geotechnical engineering evaluation for foundations, floor slabs, and
pavements.
Site Preparation
Prior to placing fill, existing vegetation, root mat, and existing pavements should be removed.
Complete stripping of the topsoil should be performed in the proposed building and
parking/driveway areas. Given the wet and soft subgrade anticipated following removal of existing
pavements and fills, haul roads and other traffic areas may require stabilization with quarry spalls
and possibly a geotextile separation layer.
Following removal of unsuitable soils and selected overexcavation, the subgrade should be proof-
rolled with an adequately loaded vehicle such as a fully loaded tandem axle dump truck. The
proof-rolling should be performed under the observation of the Geotechnical Engineer. Areas
excessively deflecting under the proof-roll should be delineated and subsequently addressed by
the Geotechnical Engineer. Such areas should either be removed or replaced by tested and
approved structural fill. Excessively wet or dry material should either be removed or moisture
conditioned and recompacted.
In pavement areas, the following procedure should be followed. Over-excavation should extend
to 2 feet below the bottom of the pavement section (i.e., asphalt surface course and aggregate
base). Geotextile, such as Mirafi 500x, should be placed directly on the subgrade to provide
separation between the soft subgrade and the structural fill. Above the geotextile, place and
compact 2 feet of structural fill in two lifts. The first lift should be 18 inches thick followed by a 6
inch thick lift.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 6
Given the wet, very soft and loose consistency of the material underlying the structural fill,
dynamic compaction may lead to excessive movements or “pumping” of the subgrade. A
Geotechnical Engineer should be present to observe compaction and if movement in the native
soils below the structural fill is observed, static compaction techniques should be employed.
Fill Material Types
Some onsite soils may be suitable for reuse however the soils would need to be assessed by a
Geotechnical Engineer at the time of construction. The gradation and moisture content will dictate
the acceptability of the onsite soils for reuse and the contractor may find it more expedient and
economical to only use imported fill.
Fill required to achieve design grade should meet the following material property requirements:
Soil Type 1 USCS Classification Acceptable Parameters (for Structural Fill)
On-site soil 2 GM, SP, SP-SM, ML
Near surface soil generally appear to consist of
silty gravel with sand. Soils with a greater fraction
of fines content will be more sensitive to changes
in moisture and may not be practical for re-use as
structural fill if the moisture content deviates more
than 2 percent from optimum.3 A Terracon
representative should be present to assess
suitability of on-site soils for re-use as fill.
Select Granular Fill 4 SP, SW, GW
Recommended for use in wet weather conditions.
Select fill can generally be placed and compacted
in a wider variety of weather conditions than
Common import fill.
Common Fill5 --
Generally consists of lesser quality, more
moisture-sensitive soils that can be compacted to
a firm and non-yielding condition if near the
optimum moisture content.
1. Structural fill should consist of approved materials that are free of organics or debris. Frozen material
should not be used, and fill should not be placed on frozen subgrade. Maximum particle diameter
should be 3 inches. Each proposed fill material should be sampled and evaluated by the geotechnical
engineer prior to its delivery and/or use.
2. Sorting of topsoil and on-site soils containing debris, organics, etc., will be necessary. Delineation
of unsuitable on-site soils should be performed in the field by a Terracon representative. Moisture
conditioning (i.e., drying) of the on-site soils will be necessary to facilitate compaction.
3. After excavation, we recommend that any stockpiled soil intended to be reused as structural fill be
covered with plastic sheeting to prevent deviations from the natural in-situ moisture content of the
soil.
4. Select fill should meet the general requirements of Section 9-03.14(1), Gravel Borrow, as presented in
the Washington State Department of Transportation (WSDOT) Standard Specifications for Road,
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 7
Soil Type 1 USCS Classification Acceptable Parameters (for Structural Fill)
Bridge, and Municipal Construction. The percent passing the US No. 200 mesh sieve should, however,
be modified from the WSDOT specification to a maximum of 5 percent by weight passing the US No.
200 mesh sieve
5. Common engineered fill should meet the requirements of Section 9-03.14(3), Common Borrow, as
presented in the WSDOT Standard Specifications for Road, Bridge, and Municipal Construction
Fill Compaction Requirements
Structural and general fill should meet the following compaction requirements.
Item Description
Fill Lift Thickness 1
10 inches or less in loose thickness.
See specific recommendations for Pavement sections in
Site Preparation
Compaction Requirements 2, 3
All locations
95% of the material’s modified Proctor maximum dry density
(ASTM D 1557).
Moisture Content Within the range of +/- 2 percent of the optimum moisture
content.
1. Thinner lifts may be required in confined areas or within excavations, or when hand-operated
compaction equipment is used.
2. We recommend structural fill be tested for moisture content and compaction during placement.
Bottoms of all excavations should be compacted with lightweight, remote equipment such as a small
rolling drum compactor, to minimize disturbance of the wetter soils. Should the results of the in-
place density tests indicate the specified moisture or compaction limits have not been met, the area
represented by the test should be reworked and retested as required until the specified moisture
and compaction requirements are achieved.
Utility Trench Backfill
Utility trenching should conform to all applicable federal, state, and local regulations, such as
OSHA and WISHA, for open excavations.
All trenches should be wide enough to allow for compaction around the haunches of the pipe, or
material such as pea gravel (provided this is allowed by the pipe manufacturer) should be used
below the spring line of the pipes to eliminate the need for mechanical compaction in this portion
of the trenches. We recommend that utility trench excavations be completed using a smooth
excavation bucket (without teeth) to reduce the potential for subgrade disturbance. If water is
encountered in the excavations, it should be removed prior to fill placement.
Materials, placement and compaction of utility trench backfill should be in accordance with the
recommendations presented in Fill Material Types and Fill Compaction Requirements
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 8
sections of this report. In our opinion, the initial lift thickness should not exceed one foot unless
recommended by the manufacturer to protect utilities from damage by compacting equipment.
Light, hand-operated compaction equipment in conjunction with thinner fill lift thicknesses may be
utilized on backfill placed above utilities if damage resulting from heavier compaction equipment
is of concern.
Grading and Drainage
All grades must provide effective drainage away from the building during and after construction
and should be maintained throughout the life of the structure. Water retained next to the building
can result in soil movements greater than those discussed in this report. Greater movements can
result in unacceptable differential floor slab and/or foundation movements, cracked slabs and
walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto
splash blocks at a distance of at least 10 feet from the building.
Exposed ground should be sloped and maintained at a minimum 5 percent away from the building
for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary
to transition ADA access requirements for flatwork. After building construction and landscaping,
final grades should be verified to document effective drainage has been achieved. Grades around
the structure should also be periodically inspected and adjusted as necessary as part of the
structure’s maintenance program. Where paving or flatwork abuts the structure a maintenance
program should be established to effectively seal and maintain joints and prevent surface water
infiltration.
Earthwork Construction Considerations
Shallow excavations, for the proposed structure, are anticipated to be accomplished with
conventional construction equipment. Upon completion of filling and grading, care should be taken
to maintain the subgrade water content prior to construction of floor slabs. Construction traffic
over the completed subgrades should be avoided. The site should also be graded to prevent
ponding of surface water on the prepared subgrades or in excavations. Water collecting over, or
adjacent to, construction areas should be removed. If the subgrade freezes, desiccates,
saturates, or is disturbed, the affected material should be removed, or the materials should be
scarified, moisture conditioned, and recompacted, prior to floor slab construction.
We recommend that the earthwork portion of this project be completed during extended periods
of dry weather, if possible. If earthwork is completed during the wet season, it may be necessary
to take extra precautionary measures to protect subgrade soils. Wet season earthwork may
require additional mitigating measures beyond that which would be expected during the drier
months. Once subgrades are established, it may be necessary to protect the exposed subgrade
soils from construction traffic.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 9
As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926,
Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or
state regulations.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility for
construction site safety, or the contractor's activities; such responsibility shall neither be implied
nor inferred.
Construction Observation and Testing
The earthwork efforts should be monitored under the observation of the Geotechnical Engineer.
Monitoring should include documentation of adequate removal of any vegetation, existing fill and
top soil, proofrolling and mitigation of areas delineated by the proofroll to require mitigation. Each
lift of compacted fill should be tested, evaluated, and reworked as necessary until approved by
the Geotechnical Engineer prior to placement of additional lifts.
In areas of foundation excavations, the bearing subgrade should be observed by the Geotechnical
Engineer. In the event that unanticipated conditions are encountered, the Geotechnical Engineer
should recommend mitigation options.
In addition to the documentation of the essential parameters necessary for construction, the
continuation of the Geotechnical Engineer into the construction phase of the project provides the
continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including
assessing variations and associated design changes.
SHALLOW FOUNDATIONS
If the site has been prepared in accordance with the requirements noted in Earthwork, the
following design parameters are applicable for shallow foundations.
Design Parameters – Compressive Loads
Description Column Wall
Net allowable soil bearing pressure 1 4,000 psf2 4,000 psf2
Minimum dimensions 24 inches 18 inches
Minimum embedment 3 18 inches 18 inches
Estimated total settlement 4 < 1 inch < 1 inch
Estimated differential settlement 4 2/3-inch between columns 2/3-inch over 40 feet
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 10
Description Column Wall
Ultimate Equivalent fluid pressure 5 400 pcf
Ultimate coefficient of sliding friction 5 0.45
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft
soils, if encountered, will be undercut and replaced with engineered fill. Disturbance of the wetter
soils may require the need for a granular stabilization layer for an appropriate working surface.
Terracon should be consulted if this issue becomes apparent.
2. Final soil bearing pressures should be developed by the specialty contractor that designs the ground
improvement.
3. For perimeter footings and footings in unheated areas. For frost protection and to reduce the effects
of seasonal moisture variations in the subgrade soils. If construction extends into freezing weather,
we recommend that either all footings extend to frost depth (as measured from adjacent grade at the
time of construction) or that the foundations be protected from the elements by straw, frost blankets,
or similar means.
4. The foundation settlement will depend upon the variations within the soil profile, the structural loading
conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of
the earthwork operations.
5. Passive resistance in the upper 12 inches of the soil profile should be neglected.
Design Parameters - Uplift Loads
Uplift resistance of spread footings can be developed from the effective weight of the footing and
the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism
defined by diagonal planes extending up from the top of the perimeter of the foundation to the
ground surface at an angle, q, of 20 degrees from the vertical can be included in uplift resistance.
The maximum allowable uplift capacity should be taken as a sum of the effective weight of soil
plus the dead weight of the foundation, divided by an appropriate factor of safety. A maximum
total unit weight of 120 pcf should be used for the backfill. This unit weight should be reduced to
60 pcf for portions of the backfill or natural soils below the groundwater elevation.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 11
Foundation Construction Considerations
As noted in Earthwork, the footing excavations should be observed by the Geotechnical
Engineer. The base of all foundation excavations should be free of water and loose soil, prior to
placing concrete. Concrete should be placed soon after excavating to reduce bearing soil
disturbance. Care should be taken to prevent wetting or drying of the bearing materials during
construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the
footing excavations should be removed/reconditioned before foundation concrete is placed.
Foundations should rest directly on aggregate piers which are outlined in the following section.
GROUND IMPROVEMENT
Mitigation of excessive settlement from static loading and/or seismic-induced ground motions
(e.g., seismic-induced settlement) is generally accomplished through one of three methods:
■Removal of soils susceptible to excessive settlement and replacement with structural fill
■Densification of native soils through ground improvement
■Transfer foundation loads through weaker soils to competent soils using deep foundations
Ground improvement options such as jet-grouting and deep soil-cement mixing densify the
ground by mixing soil and cement to produce concrete-like columns. Deep foundations such as
driven piles, augercast piles, and drilled shafts effectively mitigate excessive settlements. For
cases where the design is controlled by horizontal loading, lateral resistance is accomplished
through flexural bending which can result in relatively large pile diameters.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 12
The mitigation options of ground improvement and deep foundations mentioned above are
generally expensive and may not be the most cost-effective solution. Assuming the structures can
be designed to tolerate some lateral displacements while satisfying the seismic performance
objective of life safety, ground improvement with aggregate piers is a viable, cost-effective
solution. Aggregate piers are typically the preferred option when the following conditions exist:
■The site is relatively level and the risk of lateral spreading is low
■Unit of weaker soils and/or soils susceptible to liquefaction is relatively thin
■A bearing stratum is present at depths shallower than 60 feet, which is about the maximum
depth aggregate piers can be installed using conventional methods
Ground improvement techniques typically stiffen the ground enough such that spread footings
connected with seismic ties are a feasible foundation option. However, ground improvement via
aggregate piers does not mitigate lateral spreading. When a lateral spreading hazard exists,
ground improvement to produce concrete-like columns may be needed. Deep foundations may
also be an option, and a mat foundation could be adequate for some scenarios.
For this site, we estimate that the thickness of liquefiable soil is about 10 to 12 feet and results in
a post-liquefaction settlement ranging from 4 to 17 inches. While the final ground improvement
design will be provided by the specialty contractor, we predict that piers will need to extend to
approximately 15 to 20 feet below ground surface.The aggregate pier field should extend outside
the building footprint by 5 feet or at least 10 percent of the building footprint, whichever is greater.
It is recommended that a ground improvement contractor be consulted for design of the ground
improvement system and the structural engineer consulted to provide the tolerable post-
liquefaction displacements. Recommendations for foundations resting on aggregate piers are
provided in the Shallow Foundations section.
SPECIALTY FOUNDATIONS
Small-Diameter Piles
Small-diameter piles, or pin piles, are comprised of relatively small diameter steel pipe that is
driven into the ground with a pneumatic or hydraulic jackhammer, or percussion driver, to a
designated “refusal” criteria. Pipe lengths of 5 to 10 feet are commonly used. Successive pipe
lengths are either compression coupled or welded together. Once the piles are installed, they are
cut off to a pre-determined elevation, and the tops of the piles are then incorporated into new
foundations or slabs as determined by the structural engineer.
We recommend that the piles be driven to “refusal”. Definition of refusal criteria will depend on
pipe diameter and construction installation methods. Pipes should penetrate several feet into the
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 13
bearing layer which is believed to be at a depth of 15 to 20 feet, therefore piles will likely reach
25 to 30 feet below ground surface. Determination of the depth to suitable bearing and the
resultant pile capacities and depths will require field engineering decisions. We recommend that
a representative from Terracon Consultants, Inc. observe the pile installation and refusal criteria
achievement.
Allowable axial capacity of pin piles is dependent on pipe diameter and schedule of steel and is
outlined in the following table.
Small Diameter Driven Pile Design Summary 1
Pile Diameter
(inches)
Schedule
Steel Pipe
Allowable Axial Capacity
(kips)
2 80 4
3 40 12
4 40 20
1.Design capacities are dependent upon the method of installation, and quality control parameters. The
values provided are estimates and should be verified when installation protocol have been finalized.
We recommend at least one (and as many as five) load test be performed on an installed pile to
confirm piles are providing the required axial support.
We do not recommend that the pin piles be designed for lateral loading. A structural slab with a
thickened edge utilizing passive earth pressure should be considered for resistance to lateral
loading. Battering (i.e., inclining) the piles is another option to provide lateral resistance.
Pin piles installed in this manner will not eliminate liquefaction settlements for the surrounding
ground-supported elements including driveways, paved surfaces, awnings or other ancillary
structures. However, provided that the recommendations of this report are followed, we anticipate
the total and differential settlement of the building to be 3/4 inch and 1/2 inch for post-liquefaction
loading conditions, respectively, assuming the piles are embedded in the dense bearing stratum.
Because the ground surface may settle more than the building, we recommend that utilities be
constructed with flexible connections to accommodate the differential settlement.
SEISMIC CONSIDERATIONS
The seismic design requirements for buildings and other structures are based on Seismic Design
Category. Site Classification is required to determine the Seismic Design Category for a structure.
The Site Classification is based on the upper 100 feet of the site profile defined by a weighted
average value of either shear wave velocity, standard penetration resistance, or undrained shear
strength in accordance with Section 20.4 of ASCE 7-10.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 14
Description Value
2015 International Building Code Site Classification
1
F1,2
Site Latitude 47.47861°N
Site Longitude 122.21709°W
SDS Spectral Acceleration for a Short Period 3 0.962g
SD1 Spectral Acceleration for a 1-Second Period 3 0.540g
1.Seismic site classification in general accordance with the 2015 International Building Code, which refers to
ASCE 7-10. Assuming the fundamental period of vibration for the building is less than 0.5 seconds, Site Class
D may be used to determine values for the Site Parameters SS and S1.
2.The 2015 International Building Code (IBC) uses a site profile extending to a depth of 100 feet for seismic
site classification. Borings at this site were extended to a maximum depth of 51 1/2 feet. The site properties
below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic
conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm
the conditions below the current boring depth.
3.These values for Site Class D were obtained using online seismic design maps and tools provided by the
USGS (http://earthquake.usgs.gov/hazards/designmaps/).
LIQUEFACTION
Liquefaction is the phenomenon where saturated soils develop high pore water pressures during
seismic shaking and lose their strength characteristics. This phenomenon generally occurs in
areas of high seismicity, where groundwater is shallow and loose granular soils or relatively non-
plastic fine-grained soils are present. Based on the site geology and subsurface groundwater
conditions, the risk of liquefaction of the site soils is high during a design level earthquake and is
most likely to trigger between 8 and 20 feet below the ground surface. Because the site is relatively
level, the risk of lateral spreading is low and should be mitigated with seismic ties between spread
footings or grade beams between pile caps.
Liquefaction was evaluated using WSLiq software developed by Prof. Steven L. Kramer at the
University of Washington (http://faculty.washington.edu/kramer/WSliq/WSliq.htm). We estimate
between 4 and 16 inches of liquefaction-induced settlement of the ground surface based on our
understanding of the regional geology and the alluvial deposits of the site.
Vertical settlements deemed excessive by the structural engineer can be reduced using ground
improvement or small diameter piles. However, the ground located outside the aggregate piers or
piles will be subject to liquefaction-induced settlement. Therefore, we recommend any utilities
connected to the proposed structures be designed with flexible connections to reduce damage during
a seismic event. Foundation recommendations are provided in the Shallow Foundations section
and discussion of aggregate piers is provided in the Ground Improvement section.
Recommendations related to small diameter piles can be found in the Specialty Foundations
section.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 15
FLOOR SLABS
Floor slab design depends on the foundation approach. If ground improvement through aggregate
piers is utilized under the entire footprint, a slab-on-grade is acceptable. In the case of small
diameter piles, a structural slab supported on the piles will be necessary.
Design parameters for floor slabs assume the requirements for Earthwork have been followed.
Specific attention should be given to positive drainage away from the structure and. positive drainage
of the aggregate base beneath the floor slab.
Floor Slab Design Parameters
Item Description
Floor slab support 1
In the case of ground improvement, floor slab can rest
directly on aggregate piers. If small diameter piles are
used, a structural floor slab will be necessary. See
Ground Improvement and Specialty Foundations
sections for more detail.
Aggregate base course/capillary break 2 6 inches of compacted free draining granular
subbase material
1.Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor
slab cracking caused by differential movements between the slab and foundation.
2.The floor slab design should include a capillary break, comprised of compacted, granular
material, as described in subsection Fill Material Types.
The use of a vapor retarder should be considered beneath concrete slabs on grade covered with
wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will
support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder,
the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder.
Saw-cut control joints should be placed in the slab to help control the location and extent of
cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should
be sealed with a water-proof, non-extruding compressible compound specifically recommended
for heavy duty concrete pavement and wet environments.
Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other
construction objectives, our experience indicates differential movement between the walls and
slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the
length of the structural dowels. The Structural Engineer should account for potential differential
settlement through use of sufficient control joints, appropriate reinforcing or other means.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 16
Floor Slab Construction Considerations
Finished subgrade within and for at least 10 feet beyond the floor slab should be protected from
traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are
constructed. If the subgrade should become damaged or desiccated prior to construction of floor
slabs, the affected material should be removed and structural fill should be added to replace the
resulting excavation. Final conditioning of the finished subgrade should be performed immediately
prior to placement of the floor slab support course.
The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately
prior to placement of the floor slab support course, reinforcing steel and concrete. Attention should
be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled
trenches are located.
PAVEMENTS
Pavement designs are provided for the traffic conditions and pavement life conditions as noted in
Project Description and in the following sections of this report. A critical aspect of pavement
performance is site preparation. Pavement designs, noted in this section, must be applied to the
site, which has been prepared as recommended in the Earthwork section.
Subgrade Preparation
See the subsection Local Terracon General Pavement Design Recommendations for local
practices and subgrade preparation options. The following are general subgrade preparation
considerations standard to CFA, which apply for pavement subgrades prepared as recommended
in the Earthwork section.
On most project sites, the site grading is accomplished relatively early in the construction phase.
Fills are placed and compacted in a uniform manner. However, as construction proceeds,
excavations are made into these areas, rainfall and surface water saturates some areas, heavy
traffic from concrete trucks and other delivery vehicles disturbs the subgrade and many surface
irregularities are filled in with loose soils to improve traffic conditions temporarily. As a result, the
pavement subgrades, initially prepared early in the project, should be carefully evaluated as the
time for pavement construction approaches.
We recommend the moisture content and density of the top 12 inches of the subgrade be evaluated
and the pavement subgrades be proofrolled within two days or after a rainfall prior to
commencement of actual paving operations. Areas not in compliance with the required ranges of
moisture or density should be moisture conditioned and recompacted. Particular attention should
be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled
trenches are located. Areas where unsuitable conditions are located should be repaired by
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 17
removing and replacing the materials with properly compacted fills. If a significant precipitation event
occurs after the evaluation or if the surface becomes disturbed, the subgrade should be reviewed
by qualified personnel immediately prior to paving. The subgrade should be in its finished form at
the time of the final review.
Design Considerations
Actual traffic patterns and anticipated loading conditions were not available at the time that this
report was prepared. However, we anticipate that traffic loads will be produced primarily by
automobile traffic and occasional delivery and trash removal trucks. The thickness of pavements
subjected to heavy truck traffic should be determined using expected traffic volumes, vehicle types,
and vehicle loads and should be in accordance with local, city or county ordinances.
Pavement thickness can be determined using AASHTO, Asphalt Institute and/or other methods if
specific wheel loads, axle configurations, frequencies, and desired pavement life are provided.
Terracon can provide thickness recommendations for pavements subjected to loads other than
personal vehicle and occasional delivery and trash removal truck traffic if this information is
provided.
Standard CFA Estimates of Minimum Pavement Thickness
The following section provides the standard CFA recommended pavement sections according to
provided information.
As a minimum, we recommend the following typical pavement section be considered for car only
areas.
Material Thickness (inches)Preparation
Subgrade
24 inches of structural fill
placed and compacted in
two lifts of 18 and 6 inches.1
95% of Modified Proctor
-2% to +2% optimum moisture
content
Aggregate Base 2 6 Minimum CFA recommended
base course thickness
Asphalt Surface Course 4
Minimum CFA recommended
binder course (2.5 inches) and
surface course (1.5 inches)
Total Pavement Section 10
1. Increased thickness from CFA standard.
2. A material similar to WSDOT: 9-03.9(3) Base Course, or approved alternate. We can review
proposed materials during construction.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 18
As a minimum, we suggest the following typical pavement section be considered for combined
car and delivery truck traffic.
Material Thickness (inches)Preparation
Subgrade
24 inches of structural fill
placed and compacted in two
lifts of 18 and 6 inches.1
95% of Modified Proctor
-2% to +2% optimum
moisture content
Aggregate Base 2 7 Increased recommended
base course thickness
Asphalt Surface Course 4
Minimum CFA recommended
binder course (2.5 inches)
and surface course (1.5
inches)
Total Pavement Section 11
1. Increased thickness from CFA standard.
2. A material similar to WSDOT: 9-03.9(3) Base Course, or approved alternate. We can review
proposed materials during construction.
The graded aggregate base should be compacted to a minimum of 95 percent of the material’s
modified Proctor (ASTM D-1557, Method C) maximum dry density.
The listed pavement component thicknesses should be used as a guide for pavement systems at
the site for the traffic classifications stated herein. These recommendations assume a 20-year
pavement design life. If pavement frequencies or loads will be different than that specified
Terracon should be contacted and allowed to review these pavement sections.
We recommend a Portland cement concrete (PCC) pavement be utilized in entrance and exit
sections, dumpster pads, loading dock areas, or other areas where extensive wheel maneuvering
are expected. The dumpster pad should be large enough to support the wheels of the truck which
will bear the load of the dumpster. We recommend a minimum of 6 inches of PCC underlain by
4 inches of granular aggregate base. Although not required for structural support, the base course
layer is utilized to help reduce potentials for slab curl, shrinkage cracking, and subgrade
“pumping” through joints. Proper joint spacing will also be required to prevent excessive slab
curling and shrinkage cracking. All joints should be sealed to prevent entry of foreign material
and dowelled where necessary for load transfer.
Portland cement concrete should be designed with proper air-entrainment and have a minimum
compressive strength of 4,000 psi after 28 days of laboratory curing. Adequate reinforcement and
number of longitudinal and transverse control joints should be placed in the rigid pavement in
accordance with ACI requirements. The joints should be sealed as soon as possible (in
accordance with sealant manufacturer’s instructions) to minimize infiltration of water into the soil.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 19
Local Terracon General Pavement Design Recommendations
Subgrade
The Standard CFA minimums for pavement subgrade and design standards will be sufficient in the
Puget Sound region. As recommended in the Earthwork section, over-excavation in the
pavement areas should extend to 2 feet below the bottom of the pavement section, including the
aggregate base. A geotextile, such as Mirafi 500x should be installed at the base of the excavation
to provide separation between the soft subgrade and the structural fill. Above the geotextile,
structural fill should be placed in two lifts of 18 inches and 6 inches. Each lift can be compacted
with a vibratory roller under the observation of a geotechnical engineer. If movement of the
subgrade is observed during dynamic compaction, static compaction methods should be
employed and we may recommend that the 24 inches of structural fill be placed in a single lift.
Pavement Design
We recommend the standard CFA pavement sections as described above for this site.
A formal pavement design has not been completed for this project. The above recommended
pavement sections are typical minimum values and thicker pavement sections could be used to
reduce maintenance and extend the expected service life of the pavements. Periodic maintenance
will also extend the service life of the pavements and should include patching and repair of
deteriorated areas, crack sealing, and surface sealing. We recommend that a formal pavement
design be completed if unusually high vehicle loads or frequencies are anticipated.
Construction Considerations
Construction scheduling often involves grading and paving by separate contractors and can
involve a time lapse between the end of grading operations and the commencement of paving.
Disturbance, desiccation or wetting of the subgrade soils between grading and paving can result
in deterioration of the previously completed subgrade. A non-uniform subgrade can result in poor
pavement performance and local failures relatively soon after pavements are constructed. We
recommend the moisture content and density of the subgrade be evaluated within two days prior
to commencing paving operations. A proof roll using heavy equipment similar to that required for
pavement construction is also recommended to verify subgrade stability for pavement
construction. Scarification and recompaction may also be required.
Construction traffic on the pavements was not considered in developing the recommended minimum
pavement thicknesses. Construction traffic can cause significant damage to pavements, especially
to partially-completed pavement sections (e.g., base course lifts). If the pavements will be subject to
traffic by construction equipment/vehicles, the pavement thicknesses should be revised to consider
the effects of the additional loading.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 20
Areas not in compliance with the required ranges of moisture or density should be moisture
conditioned and recompacted. If significant precipitation occurs after the evaluation or if the
surface becomes disturbed, the subgrade condition should be reviewed by Terracon personnel
immediately prior to paving.
Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on
or adjacent to the pavements could saturate the subgrade and contribute to premature pavement
deterioration. In addition, the pavement subgrade should be graded to provide positive drainage
within the granular base section.
We recommend drainage be included at the bottom of the aggregate layer at the storm structures
to aid in removing water that may enter this layer. Drainage could consist of small diameter weep
holes excavated around the perimeter of the storm structures. The weep holes should be
excavated at the elevation of the aggregate and soil interface. The excavation should be covered
with No. 57 stone which is encompassed in Mirafi 140 NL or approve equivalent which will aid in
reducing fines from entering the storm system.
Pavement Maintenance
The pavement sections provided in this report represent minimum recommended thicknesses and,
as such, periodic maintenance should be anticipated. Therefore, preventive maintenance should
be planned and provided for through an on-going pavement management program. Preventive
maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the
pavement investment. Preventive maintenance consists of both localized maintenance (e.g., crack
and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive
maintenance is usually the first priority when implementing a planned pavement maintenance
program and provides the highest return on investment for pavements. Prior to implementing any
maintenance, additional engineering observation is recommended to determine the type and extent
of preventive maintenance. Even with periodic maintenance, some movements and related cracking
may still occur and repairs may be required.
GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments can
be made regarding interpretation and implementation of our geotechnical recommendations in the
design and specifications. Terracon also should be retained to provide observation and testing
services during grading, excavation, foundation construction and other earth-related construction
phases of the project.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable 21
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in this
report. This report does not reflect variations that may occur between borings, across the site, or
due to the modifying effects of construction or weather. The nature and extent of such variations
may not become evident until during or after construction. If variations appear, we should be
immediately notified so that further evaluation and supplemental recommendations can be
provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site safety,
excavation support, and dewatering requirements are the responsibility of others. In the event that
changes in the nature, design, or location of the project as outlined in this report are planned, the
conclusions and recommendations contained in this report shall not be considered valid unless
Terracon reviews the changes and either verifies or modifies the conclusions of this report in
writing.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
ATTACH MENTS
ATTACHMENTS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable
EXPLORATION AND TESTING PROCEDURES
Field Exploration
As requested, our field exploration work included the drilling and sampling of exploratory soil
borings consistent with the following schedule.
Number of Borings Boring Depth (ft)1 Planned Location 2
4 16 ½ - 51 ½Building Pad
3 6 ½Pavement Areas
1 6 ½Dumpster Pad
1. Below existing ground surface
2. See Exploration Plan
Boring Layout and Elevations: A Terracon representative used field measurements from
existing site features to mark the boring locations prior to drilling operations. Approximate
elevations were obtained from Google Earth Pro and are reported to the nearest foot.
Subsurface Exploration Procedures: We advanced soil borings with a truck-mounted drill rig
using continuous hollow-stem flight augers, a combination of hollow-stem auger and mud rotary
was used for the deepest boring, B-4. Samples were obtained at a 2 ½ foot interval in the upper
16 ½ feet of each boring and at intervals of 5 feet thereafter. Soil sampling was performed using
split-barrel sampling procedures. In the split-barrel sampling procedure, a standard 2-inch outer
diameter split-barrel sampling spoon is driven into the ground by a 140-pound automatic hammer
falling a distance of 30 inches. The number of blows required to advance the sampling spoon the
last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT)
resistance value. The SPT resistance values, also referred to as N-values, are indicated on the
boring logs at the test depths. A 3-inch O.D. split-barrel sampling spoon with 2.5-inch I.D. ring lined
sampler was used for sampling in below 25 feet on B-4. Ring-lined, split-barrel sampling
procedures are similar to standard split spoon sampling procedure; however blow counts must be
adjusted to account for the larger diameter sampler. The samples were sealed and taken to our
soil laboratory for testing, and classified by a geotechnical engineer. In addition, we observed and
recorded groundwater levels during drilling.
Our exploration team prepared field boring logs as part of standard drilling operations including
sampling depths, penetration distances, and other relevant sampling information. Field logs include
visual classifications of materials encountered during drilling, and our interpretation of subsurface
conditions between samples. Final boring logs, prepared from field logs, represent the
geotechnical engineer's interpretation, and include modifications based on observations and
laboratory tests.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
Geotechnical Engineering Report
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Responsive ■Resourceful ■Reliable
Property Disturbance: We backfilled borings with bentonite chips after completion. Pavements
were patched with quick-dry concrete. Our services did not include repair of the site beyond
backfilling our boreholes, and patching existing pavements. Because backfill material often settles
below the surface after a period, we recommend boreholes be checked periodically and backfilled,
if necessary. We can provide this service, or grout the boreholes for additional fees, at your
request.
Laboratory Testing
The project engineer reviewed field data and assigned various laboratory tests to better
understand the engineering properties of various soil strata. Testing included visual classification,
moisture content, and percent finer than no. 200 sieve as appropriate. In addition to our standard
testing, Atterberg Limits tests were performed on two selected samples. Procedural standards
noted below are for reference to methodology in general. In some cases, local practices and
professional judgement require method variations. Standards noted below include reference to
other related standards. Such references are not necessarily applicable to describe the specific
test performed.
■ASTM D2488 Description and Identification of Soils (Visual-Manual Procedure)
■ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass
■ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
■ASTM D1140 Standard Test Methods for Amount of Material in Soils Finer than No. 200
Sieve
Our laboratory testing program often includes examination of soil samples by an engineer. Based
on the material’s texture and plasticity, we describe and classify soil samples in accordance with
the Unified Soil Classification System (USCS).
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
SITE LOCA TION AND EXPLORATION PLANS
SITE LOCATION AND EXPLORATION PLANS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
EXPLORATION PLAN
Chick-fil-A #04249- Renton ■ Renton, King County WA
June 21, 2018 ■ Terracon Project No. 81185084
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
NOT INTENDED FOR CONSTRUCTION PURPOSES
AERIAL PHOTOGRAPHY PROVIDED
BY MICROSOFT BING MAPS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
EXPLORATION PLAN
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, WA
June 21, 2018 ■ Terracon Project No. 81185084
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
NOT INTENDED FOR CONSTRUCTION PURPOSES
THIS BASEMAP PDF WAS PROVIDED BY
CHICK-FIL-A AND MODIFIED BY TERRACON
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
EXPLORATION PLAN
Chick-fil-A #04249- Renton ■ Renton, WA
June 21, 2018 ■ Terracon Project No. 81185084
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
NOT INTENDED FOR CONSTRUCTION PURPOSES
AERIAL PHOTOGRAPHY PROVIDED
BY MICROSOFT BING MAPS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
EXPLORATION RESULTS
EXPLORATION RESULTS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
42
28
27
27
17
14
11.5
1-1-1
N=2
0-0-0
N=0
0-0-0
N=0
1-1-4
N=5
1-2-4
N=6
4-17-20
N=37
S-1
S-2
S-3
S-4A
S-4B
S-5
S-6
0.2
0.9
1.1
11.0
14.0
16.5
ASPHALT
FILL - SANDY GRAVEL (GM), brown, moist, FILL
ASPHALT
SILT (ML), with interbedded fine sands, light reddish
brown with iron stain, wet, very soft, alluvial
becomes gray, wood debri
POORLY GRADED SAND (SP), with trace silt, brown to
gray, wet, loose, alluvial
SANDY GRAVEL (GW), light brown, wet, dense, alluvial
Boring Terminated at 16.5 FeetGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 28 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4784° Longitude: -122.2167°
Page 1 of 1
Advancement Method:
Hollow Stem Auger
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
Surface capped with concrete
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 05-31-2018
BORING LOG NO. B-1
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 05-31-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
While drilling
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
26.5
26
26
23
16.5
10
6.5
1-2-2
N=4
1-0-1
N=1
0-0-0
N=0
0-1-3
N=4
2-5-8
N=13
2-4-7
N=11
2-9-7
N=16
S-1
S-2
S-3
S-4A
S-4B
S-5
S-6
S-7
0.3
0.8
1.0
4.0
10.5
17.0
20.5
ASPHALT
SILTY GRAVEL WITH SAND (GM), light brown, moist,
FILL
ASPHALT
SAND (SP), with trace silt, brown and reddish brown, wet,
loose, interbedded layers of silt with trace sand
alluvial
SILT (ML), light brown to gray, wet, very soft, iron
staining, alluvial
POORLY GRADED SAND (SP), with trace silt, light
brown, very loose to loose, alluvial
becomes medium dense, light reddish brown
interbedded fine sand with silt
brown grading to gray
wood debri
SANDY GRAVEL (GP), brown, wet, medium dense,
alluvial
Boring Terminated at 20.5 FeetGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 27 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4783° Longitude: -122.2169°
Page 1 of 1
Advancement Method:
Hollow Stem Auger
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
Surface capped with concrete
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 05-31-2018
BORING LOG NO. B-2
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 05-31-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
21
16
11
1.5
1-2-3
N=5
1-0-1
N=1
1-0-0
N=0
0-0-0
N=0
0-1-2
N=3
1-2-6
N=8
10-11-16
N=27
14-21-22
N=43
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
7.0
12.0
17.0
26.5
SAND WITH SILT (SP-SM), fine grained, brown and
reddish brown, moist, loose
increased silt content, becomes very soft and wet
SILT (ML), brown to gray, wet, very soft, localized
organics
SAND WITH SILT (SP-SM), gray, wet, very loose to
loose, with interbedded layers of very silty fine sand
SANDY GRAVEL (GP), trace silt, light brown, wet,
medium dense to dense
Boring Terminated at 26.5 FeetGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 28 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4785° Longitude: -122.2168°
Page 1 of 1
Advancement Method:
Hollow Stem Auger
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 05-30-2018
BORING LOG NO. B-3
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 05-30-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
While drilling
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
82
19
9
46
44
33-28-5
34-28-6
16
13
8.5
1-0-2
N=2
0-0-0
N=0
0-0-0
N=0
0-0-0
N=0
1-1-2
N=3
1-2-4
N=6
7-10-14
N=24
5-17-41
N=58
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
12.0
15.0
19.5
SILT WITH SAND (ML), brown with iron stain, moist to
wet, very soft
interbedded silty sand
weight of hammer advanced sampler 1.5'
wet, color becomes gray
weight of hammer advanced sampler 1.5'
SILTY SAND (SM), light brown to reddish brown, wet,
very loose, with interbedded silt
SAND WITH SILT (SP-SM), light brown to reddish brown,
wet, loose, with iron stain
SANDY GRAVEL (GP), reddish brown, wet, medium
dense
becomes dense
@ 25 ft. switched to 3" outer diameter sampler for the
remainder of the boringGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 28 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4784° Longitude: -122.217°
Page 1 of 2
Advancement Method:
Hollow Stem Auger and Mud Rotary
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 05-30-2018
BORING LOG NO. B-4
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 05-30-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
-23.5
14-20-20
N=40
9-16-17
N=33
17-50/5"
N=50/5"
21-28-33
N=61
10-32-27
N=59
S-9
S-10
S-11A
S-11B
S-12
S-13
51.5
SANDY GRAVEL (GP), reddish brown, wet, medium
dense (continued)
decreased sand content
Approximate 6" sand seam @ 40'
becomes very dense
Boring Terminated at 51.5 Feet
@ 25 ft. switched to 3" outer diameter sampler for the
remainder of the boringGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 28 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)35
40
45
50 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4784° Longitude: -122.217°
Page 2 of 2
Advancement Method:
Hollow Stem Auger and Mud Rotary
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 05-30-2018
BORING LOG NO. B-4
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 05-30-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
42
27.5
27.5
26
25
23
21.5
2-1-2
N=3
1-2-2
N=4
S-1
S-2
0.3
0.6
2.0
3.0
5.0
6.5
ASPHALT
AGGREGATE BASE COURSE
WELL GRADED GRAVEL WITH SILT AND SAND
(GW-GM), brown, (FILL)
SILT WITH SAND (ML), brown, (FILL)
SILT (ML), brown and reddish brown, wet, soft, (alluvial)
SAND WITH SILT (SP-SM), reddish brown, moist to wet,
very loose, interbedded silt with fine sand
(alluvial)
Boring Terminated at 6.5 FeetGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 28 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)5 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4788° Longitude: -122.2175°
Page 1 of 1
Advancement Method:
Hollow Stem Auger
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
Surface capped with concrete
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 05-31-2018
BORING LOG NO. B-5
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 05-31-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
35
27.5
27.5
26
21.5
2-1-1
N=2
0-0-1
N=1
S-1
S-2
0.4
0.5
2.0
6.5
ASPHALT
AGGREGATE BASE COURSE
POORLY GRADED GRAVEL WITH SILT AND SAND,
brown, moist, (FILL)
SILT (ML), gray, wet, very soft to soft, (alluvial)
with thin interbedded fine sand with silt and fine sandy silt
Boring Terminated at 6.5 FeetGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 28 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)5 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4787° Longitude: -122.2169°
Page 1 of 1
Advancement Method:
Hollow Stem Auger
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
Surface capped with concrete
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 05-31-2018
BORING LOG NO. B-6
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 05-31-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
34
26.5
21.5
1-1-1
N=2
1-0-1
N=1
S-1
S-2
1.7
6.5
SILTY GRAVEL WITH SAND (GM), light brown, moist,
(FILL)
SILT (ML), with thin interbedded fine sandy silt and silty
fine sand, reddish brown, wet, very soft to soft
Boring Terminated at 6.5 FeetGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 28 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)5 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4786° Longitude: -122.2171°
Page 1 of 1
Advancement Method:
Hollow Stem Auger
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 05-31-2018
BORING LOG NO. B-7
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 05-31-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
36
26
25.5
24
19.5
1-1-2
N=3
2-1-1
N=2
S-1
S-2
0.2
0.3
2.0
6.5
ASPHALT
AGGREGATE BASE COURSE
SILTY GRAVEL WITH SAND (GM), light brown to gray
brown, damp to moist, (FILL)
SILT WITH SAND (ML), light brown to reddish brown,
moist to wet, very soft to soft, with iron staining, (alluvial)
Boring Terminated at 6.5 FeetGRAPHIC LOGHammer Type: Automatic, ETR = 87%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/21/18PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 26 (Ft.)WATER LEVELOBSERVATIONSDEPTH (Ft.)5 SAMPLE TYPEFIELD TESTRESULTSSAMPLE NUMBERDEPTH
LOCATION See Exploration Plan
Latitude: 47.4782° Longitude: -122.2172°
Page 1 of 1
Advancement Method:
Hollow Stem Auger
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
Surface capped with concrete
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
Notes:
Project No.: 81185084
Drill Rig: CME-85
Boring Started: 06-01-2018
BORING LOG NO. B-8
Chick-fil-A, Inc.CLIENT:
Irvine, CA
Driller: Gregory
Boring Completed: 06-01-2018
PROJECT: Chick-fil-A #04249 Renton
See Exploration and Testing Procedures for a
description of field and laboratory procedures
used and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Rainer Ave & 3rd
Renton, WA
SITE:
WATER LEVEL OBSERVATIONS
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
1 140
U.S. SIEVE NUMBERS
44 1006321014501620
100
90
80
70
60
50
40
30
20
10
0
3 60
HYDROMETERU.S. SIEVE OPENING IN INCHES
ASTM D422 / ASTM C136
PERCENT FINER BY WEIGHTPERCENT COARSER BY WEIGHTGRAIN SIZE DISTRIBUTION
GRAIN SIZE IN MILLIMETERS
3/4 1/2 3/8 30 406 2001.5 8
finemediumCOBBLESGRAVELSAND SILT OR CLAYcoarse
% COBBLESDEPTH
D10
GRAIN SIZE SOIL DESCRIPTION
USCS
REMARKS
COEFFICIENTS
Silt with Sand (ML)
Silty Sand (SM)
Sand with Silt (SP-SM)
7.5 - 9
12.5 - 14
15 - 16.5
81.6
18.9
9.0
B-4
B-4
B-4
% Finer
fine coarse
% SAND% GRAVEL % SILT
Sieve
D30
D60
BORING ID
#200 81.61 #200 18.86 8.99#200
Sieve % Finer Sieve % Finer
% FINES % CLAY
CC
CU
PROJECT NUMBER: 81185084
SITE: Rainer Ave & 3rd
Renton, WA
PROJECT: Chick-fil-A #04249 Renton
CLIENT: Chick-fil-A, Inc.
Irvine, CA
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: AASHTO DESC-1 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/19/18DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
0
10
20
30
40
50
60
0 20 40 60 80 100CH or OHCL or OLML or OL
MH or OH"U" Line"A" Line
ATTERBERG LIMITS RESULTS
ASTM D4318
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
PROJECT NUMBER: 81185084
SITE: Rainer Ave & 3rd
Renton, WA
PROJECT: Chick-fil-A #04249 Renton
CLIENT: Chick-fil-A, Inc.
Irvine, CA
21905 64th Ave W, Ste 100
Mountlake Terrace, WA
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 81185084 CHICK-FIL-A #0424.GPJ TERRACON_DATATEMPLATE.GDT 6/19/185 - 6.5
10 - 11.5
33
34
28
28
5
6
Silt with Sand (ML)
Silt with Sand (ML)
DescriptionUSCSFinesPIPLLLBoring ID Depth
B-4
B-4
CL-ML
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
SUPPORTING INFORMA TION
SUPPORTING INFORMATION
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
GENERAL NOTES & UNIFIED SOIL CLASSIFICATION SYSTEM
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
UNIFIED SOIL CLASSIFICATION SYSTEMDRILLING & SAMPLING SYMBOLS:
SS:Split Spoon – 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
ST:Thin-Walled Tube - 3" O.D., unless otherwise noted PA: Power Auger
RS:Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger
DB:Diamond Bit Coring - 4", N, B RB: Rock Bit
BS:Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”.
WATER LEVEL MEASUREMENT SYMBOLS:
WL:Water Level WS:While Sampling N/E: Not Encountered
WCI:Wet Cave in WD:While Drilling
DCI:Dry Cave in BCR:Before Casing Removal
AB:After Boring ACR:After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In
low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION:Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are
plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may
be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the
basis of their in-place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS
Unconfined
Compressive
Strength, Qu, psf
Standard Penetration
or N-value (SS)
Blows/Ft.
Consistency
Standard Penetration
or N-value (SS)
Blows/Ft.
Ring Sampler (RS)
Blows/Ft.Relative Density
< 500 0-1 Very Soft 0 – 3 0-6 Very Loose
500 – 1,000 2-3 Soft 4 – 9 7-18 Loose
1,001 – 2,000 4-6 Medium Stiff 10 – 29 19-58 Medium Dense
2,001 – 4,000 7-12 Stiff 30 – 49 59-98 Dense
4,001 – 8,000 13-26 Very Stiff 50+99+Very Dense
8,000+26+Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) of other
Constituents
Percent of
Dry Weight
Major Component
of Sample Particle Size
Trace < 15 Boulders Over 12 in. (300mm)
With 15 – 30 Cobbles 12 in. to 3 in. (300mm to 75 mm)
Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand
Silt or Clay
#4 to #200 sieve (4.75mm to 0.075mm)
Passing #200 Sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) of other
Constituents
Percent of
Dry Weight Term Plasticity
Index
Trace < 5 Non-plastic 0
With 5 – 12 Low 1-10
Modifier > 12 Medium 11-30
High 30+
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286
GENERAL NOTES & UNIFIED SOIL CLASSIFICATION SYSTEM
Proposed Chick-fil-A Restaurant #04249 ■ Renton, King County, Washington
June 21, 2018 ■ Terracon Project No. 81185084
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction
retained on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu ‡ 4 and 1 £ Cc £ 3 E GW Well-graded gravel F
Cu < 4 and/or 1 > Cc > 3 E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F, G, H
Fines classify as CL or CH GC Clayey gravel F, G, H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu ‡ 6 and 1 £ Cc £ 3 E SW Well-graded sand I
Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sand G, H, I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic:PI > 7 and plots on or above “A”
line J
CL Lean clay K, L, M
PI < 4 or plots below “A” line J ML Silt K, L, M
Organic:Liquid limit - oven dried < 0.75 OL Organic clay K, L, M, N
Liquid limit - not dried Organic silt K, L, M, O
Silts and Clays:
Liquid limit 50 or more
Inorganic:PI plots on or above “A” line CH Fat clay K, L, M
PI plots below “A” line MH Elastic Silt K, L, M
Organic:Liquid limit - oven dried < 0.75 OH Organic clay K, L, M, P
Liquid limit - not dried Organic silt K, L, M, Q
Highly organic soils:Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains ‡ 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains ‡ 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with
gravel,” whichever is predominant.
L If soil contains ‡ 30% plus No. 200 predominantly sand, add
“sandy” to group name.
MIf soil contains ‡ 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI ‡ 4 and plots on or above “A” line.
O PI < 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
DocuSign Envelope ID: F94832C8-5168-46AD-9392-B611DC851286