PZ - Geotech Preliminary Geotechnical
Engineering Report
Proposed Office Building
Meridian Carney Property
Meridian, Idaho
December 11 , 2018
Terracon Project No. 62185086
Prepared for:
WinCo Foods, LLC
Boise, Idaho
Prepared by:
Terracon Consultants, Inc.
Boise, Idaho
terra con . com
■ F a c i I i t i e s ■
December 11, 2018 Irerracon
WinCo Foods, LLC
650 North Armstrong Place
Boise, Idaho 83704
Attn: Ronald Schrieber
P: (208)672-2087
E: ronald.schdeber@wincofoods.com
Re: Preliminary Geotechnica[ Engineering Services
Proposed Office Building
Meridian Carney Property
Meridian, Idaho
Terracon Project No. 62185086
Dear Mr. Schrieber:
Terracon Consultants, Inc. (Terracon) has completed the preliminary geotechnical engineering
services for the above referenced project. These services were performed in general accordance
with the proposal dated September 26, 2018. This preliminary geotechnical engineering report
presents the results of the subsurface exploration and provides preliminary 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.
121 �
4
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0
. 0�5
Nicholas Ravenna Ryan Olsen, P.E.
Project Professional Geotechnica[ Department Manager
Terracon Consultants, Inc. 11849 West Executive Drive, Suite G Boise, Idaho 83713
P [208] 323 9520 F [208] 323 9592 terracon.com
Environmentalti
Preliminary Geotechnical Engineering Report Irerracon
Proposed Office Building Meridian, Idaho
December 11, 2018 Terracon Project No. 62185086
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY............................................................................................................ i
1.0 INTRODUCTION.............................................................................................................1
2.0 PROJECT INFORMATION .............................................................................................1
2.1 Project Description...............................................................................................1
2.2 Site Location and Description...............................................................................2
3.0 SUBSURFACE CONDITIONS ........................................................................................3
3.1 Typical Subsurface Profile ...................................................................................4
3.2 Groundwater........................................................................................................4
4.0 PRELIMINARY RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION.............5
4.1 Geotechnical Considerations ...............................................................................5
4.2 Earthwork.............................................................................................................5
4.2.1 Site Clearing and Subgrade Preparation ..................................................6
4.2.2 Fill Materials and Placement.....................................................................6
4.2.3 Fill Compaction Requirements..................................................................7
4.2.4 Grading and Drainage..............................................................................7
4.2.5 Earthwork Construction Considerations....................................................8
4.3 Foundations.........................................................................................................8
4.3.1 Preliminary Spread Footing Recommendations........................................9
4.3.2 Foundation Construction Considerations................................................10
4.4 Seismic Considerations......................................................................................10
4.5 Floor Slabs.........................................................................................................11
4.5.1 Floor Slab Design...................................................................................11
4.5.2 Floor Slab Construction Considerations..................................................11
4.6 Lateral Earth Pressures .....................................................................................11
5.0 GENERAL COMMENTS...............................................................................................13
APPENDIX A— FIELD EXPLORATION
Exhibit A-1 Site Location
Exhibit A-2 Exploration Plan
Exhibit A-3 Field Exploration Description
Exhibit A-4 to A-11 Boring Logs
APPENDIX B — LABORATORY TESTING
Exhibit B-1 Laboratory Test Description
Exhibit B-2 Gradation Test Results
APPENDIX C — SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification
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Preliminary Geotechnical Engineering Report Irerracon
Proposed Office Building Meridian, Idaho
December 11, 2018 ■Terracon Project No. 62185086
EXECUTIVE SUMMARY
A preliminary geotechnical exploration has been performed for the proposed WinCo Office
Building to be located southwest of the intersection of Ten Mile Road and Franklin Road in
Meridian, Idaho. The following geotechnical considerations were identified:
Clay soils that that have the potential to undergo changes in volume (shrink/swell) with
variations in moisture content were encountered within the project area. Considerations
regarding the potential effects of these materials are discussed in the accompanying
report.
■ The proposed structure can be supported by shallow spread footings supported on
compacted Structural Fill.
Soils exposed during construction will be susceptible to rutting or pumping under
construction traffic when wet. Soils that rut, pump, or are otherwise disturbed are not
suitable for support of foundations, floor slabs, or pavements, and should be removed and
replaced with Structural Fill.
Based on a review of historic aerial photographs available from Google Earth Pro, one
home site with accompanying structures were in the northeast corner of the project area.
These structures are no longer at the site. Due to past uses of the property,the Contractor
should anticipate the possibility of encountering currently unknown buried features during
construction. Failure to remove existing manmade features and tree root systems and to
properly backfill and compact the resulting excavations may result in cracking of overlying
floor slabs, foundations, and pavements. A boring drilled in this area encountered
undocumented fill soils to a depth of about 1 foot. The depth of fill should be expected to
vary.
More detailed final geotechnical exploration, analysis, and reporting should be performed
once project layout and specific structural information is available. The information in this
report is preliminary and not intended for final design purposes.
This summary should be used in conjunction with the entire report for design purposes. It should
be recognized that details were not included or fully developed in this section, and the report must
be read in its entirety for a comprehensive understanding of the items contained herein. The General
Comments Section should be read for an understanding of the report limitations.
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PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
PROPOSED OFFICE BUILDING
MERIDIAN CARNEY PROPERTY
MERIDIAN, IDAHO
Terracon Project No. 62185086
December 11, 2018
1.0 INTRODUCTION
This report presents the results of our preliminary geotechnical engineering services performed
for the proposed office building to be located southwest of the intersection of Ten Mile Road and
Franklin Road Avenue in Meridian, Idaho.
Our preliminary geotechnical engineering services consisted of drilling borings to determine
subsurface conditions, performing laboratory testing on representative soil samples, performing
engineering analyses of the subsurface soils, and preparing this report. The purpose of these
services is to provide information and/or preliminary geotechnical engineering recommendations
relative to:
subsurface soil conditions foundation design and construction
earthwork floor slab design and construction
seismic considerations groundwater conditions at the time of
lateral earth pressure our field exploration
2.0 PROJECT INFORMATION
2.1 Project Description
Item Description'
Information Provided The client provided us with information in an email on September
21, 2018.
The project includes a conceptual level exploration of the property.
We understand an office building, potentially having 4 to 6 stories
may be built at the site. Asphalt paved parking lots would be
Project Description constructed in the areas around the building. The specific layout
of the project has not been determined at the time of this
preliminary exploration.
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Preliminary Geotechnical Engineering Report Irerracon
Proposed Office Building Meridian, Idaho
December 11, 2018 Terracon Project No. 62185086
Item Description'
Once the project layout and structural details have been
determined, design level exploration, analysis, and reporting will
be required.
Assumed maximum loads Columns: 250 Kips
Walls: 6 Kips/If
Grading plans are not available at this time. We assume minor
Grading permanent cuts and/or fills on the order of about 3 feet or less.
2.2 Site Location and Description
Item Description
The proposed development will be located southwest of the
intersection of Ten Mile Road and Franklin Road in Meridian, Idaho.
Location The location and layout of the proposed office buildings is unknown
for the proposed development. See the Site Location map and the
Exploration Plan in Appendix A.
The site was used to raise onions during the last farm season. A
canal crosses the site in a northwest/southeast direction. An
unpaved farm road is located around the southern side of the field
Existing site improvements and along the canal. An unfarmed section of property is located at
the northeast corner of the proposed development, which is
separated from the remainder of the site by an irrigation ditch.
The project site is generally in an area of farm fields with commercial
and residential developments to the north and east. More
specifically, the observed adjacent property uses are presented
below.
Surrounding developments North: West Franklin Road followed by Ten Mile Christian church
East: Ten Mile Road and commercial developments across the road
South: Farm Fields
West: Farm Fields
The majority of the proposed development was part of a recently
harvested farm field. Remnants of the onion plants were visible
Current ground cover within the harvested soils. An area of in the northeast corner of the
proposed property that was a former farm house with associated
farm buildings is currently vacant with scattered weeds and
grasses.
Existing topography The site is relatively flat and the existing ground surface slopes
gently downward towards the southeast.
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Preliminary Geotechnical Engineering Report Irerracon
Proposed Office Building Meridian, Idaho
December 11, 2018 ■Terracon Project No. 62185086
Based on a review of available historic aerial photographs, one home site with accompanying
structures were previously located in the northeastern portion of the project site. These structures
are no longer at the site. An aerial photograph from Google Earth (dated 2003) that shows the
location of the previous home site and accompanying structures is presented below.
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3.0 SUBSURFACE CONDITIONS
Our field exploration consisted of drilling 8 borings within the project area. A description of our
field exploration is presented in Appendix A. Laboratory tests were conducted on selected soil
samples obtained during our exploration. A description of the laboratory testing is presented in
Appendix B.
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Preliminary Geotechnical Engineering Report
Proposed Office Building Meridian, Idaho
December 11, 2018 Terracon Project No. 62185086
3.1 Typical Subsurface Profile
Specific soil conditions encountered at each boring location are indicated on the individual boring
logs, which are presented in Appendix A. Stratification boundaries on the logs represent the
approximate locations of changes in soil types; in-situ, the transition between materials may be
gradual. Based on our borings and laboratory testing, generalized soil conditions for the project
site are presented in the following table.
Description Approximate Depth' to Material Encountered Consistency/Density
Bottom of Stratum
Stratum 1
1 feet Undocumented fill consisting of silty
--
(Boring B-2 only) sand
Lean to Fat Clay with varying
amounts of sand. Remnants of onion
Stratum 2 2'/2 feet plants were observed in the plowed Soft to very stiff
(Where encountered) zone to a depth of about 2 to 6 inches.
These soils were not encountered in
boring B-2.
Silty Sand: Medium
5 to 8'/2 feet Silty sand to Sandy Silt. Portions of Dense to very dense
Stratum 3 these soils contained varying
amounts of gravels. SandV Silt: Medium stiff
to hard
Extended to the Sand and Gravel deposits with
Stratum 4 maximum depth variable amounts of silt and cobbles. Loose to very dense
explored
1. Depth below existing ground surface, as encountered in our borings.
3.2 Groundwater
The borings were monitored during drilling for the presence and level of groundwater.
Groundwater was encountered within the three borings drilled at the site, at depths of about 15
and 20 feet below ground surface. Fluctuations of the depth of groundwater may occur due to
seasonal variations in the amount of rainfall, runoff, water levels in nearby canals and ditches,
irrigation and other factors not evident at the time the borings were performed. Evaluation of
these factors is beyond the scope of this exploration.
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Proposed Office Building Meridian, Idaho
December 11, 2018 ■Terracon Project No. 62185086
4.0 PRELIMINARY RECOMMENDATIONS FOR DESIGN AND
CONSTRUCTION
4.1 Geotechnical Considerations
Based on the materials encountered in the borings, it is our preliminary opinion that the site is suitable
for support for the proposed structure on conventional shallow spread footings, provided the
recommendations included in this report are incorporated into project design and construction.
Primary geotechnical considerations identified are discussed below.
Based on historical photographs, the northeast portion of the site previously had a home
site with associated buildings. Undocumented fill soil was encountered in this portion of the
site and the Contractor should anticipate the possibility of encountering currently unknown
buried features during construction in this area. Failure to remove existing manmade
features and tree root systems and to adequately back-fill the resulting excavations may
result in cracking of overlying floor slabs, foundations, and pavements.
Clay soils that have the potential to undergo changes in volume(shrink/swell)with variations
in moisture content were encountered within the project area. This report provides
recommendations to help mitigate the effects of soil shrinkage and expansion. However,
even if these procedures are followed, some movement and cracking in the structure may
occur. The severity of cracking and other damage, such as uneven floor slabs, could
increase if excessive wetting or drying of the clay soils occurs. It maybe possible to further
reduce the risk of movement if more expensive measures are used during construction,
including the complete removal of the clay soils. We would be pleased to discuss other
construction alternatives with you upon request when final grading plans and finished floor
elevations are known.
Preliminary recommendations regarding these geotechnical considerations, as well as other
geotechnical aspects of design and construction are presented in the following sections. The
preliminary recommendations contained in this report are based upon the results of field and
laboratory testing, engineering analyses, and our current understanding of the proposed project.
After the building location has been chosen, additional geotechnical exploration will be necessary
to develop final design recommendations.
4.2 Earthwork
The preliminary recommendations presented in this report for design and construction of
foundations and slabs are contingent upon the successful performance of the tasks related to the
earthwork recommendations outlined in this section.
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Proposed Office Building Meridian, Idaho
December 11, 2018 Terracon Project No. 62185086
Earthwork on the project should be observed and evaluated by Terracon. Monitoring of earthwork
should include observation and testing of site and subgrade preparation, placement of fill
materials, foundation bearing conditions, and other geotechnical conditions exposed during the
construction of the project.
4.2.1 Site Clearing and Subgrade Preparation
Prior to construction, deleterious materials such as undocumented fill, vegetation, root systems,
topsoil, debris, manmade structures/utilities, and soft, frozen, disturbed, or otherwise unsuitable
materials should be completely removed from the proposed construction areas. At the time of
our exploration the surface soils were in a loosened state due to the recent onion harvest. Based
on the observed depth of organic material and the current surface conditions, the depth of
stripping should be estimated to be about 6 inches below the existing ground surface. If at the
time of construction the soil conditions are more compressed than at the time of our field
exploration the necessary stripping depth might be less to remove the same amount of soil.
Exposed surfaces should be free of mounds and depressions that could prevent uniform
compaction.
As noted in Section 4.1 of this report, existing undocumented fill was encountered in the northeast
corner of the site from the previous residence at this site. Fill depth should be expected to vary.
Care should be taken to completely remove fill from structure and pavement areas.
After removal of the materials described above is complete, the top 8 inches of the exposed native
soils should be scarified, moisture conditioned, and compacted to the requirements outlined in
Section 4.2.2 of this report.
4.2.2 Fill Materials and Placement
Fill material requirements vary depending on the intended use of the material. The following table
summarizes the fill material designations and the zones where they may be placed.
Fill Designation Materials Acceptable Location for
Placement
On-site soils may be used as Site Grading Pavement and other non-
Site Grading Materials provided they are free of topsoil, building areas
Materials vegetation, construction debris, and other
deleterious materials.
Structural Fill and Subbase should consist of 3- Building and pavement areas
inch or 6-inch minus uncrushed aggregates with the exception of those
Structural Fill and meeting the requirements of Idaho Standards for areas where Aggregate Base
Subbase Public Works Construction (ISPWC) Section is specified.
801.
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Preliminary Geotechnical Engineering Report
Proposed Office Building Meridian, Idaho -
December 11, 2018 Terracon Project No. 62185086
Fill Designation Materials Acceptable Location for
Placement
Aggregate Base should meet the requirements Base course material for
for 3/4-inch (Type 1) crushed aggregate in pavements and floor slabs
Aggregate Base accordance with ISPWC Section 802. and all other locations within
building and pavement
areas.
4.2.3 Fill Compaction Requirements
Fill materials should be placed in horizontal, loose lifts not exceeding 8 inches thick. Structural
Fill, Aggregate Base, Subbase, and granular Site Grading Materials should be adjusted to near
optimum water content and compacted to the minimum percentages of either maximum dry
density or relative density shown in the following table, whichever is appropriate for the material
being used. Native clay soils exposed in the subgrade or used as Site Grading Materials should
be adjusted to -1% to +2% of optimum water content and compacted to the minimum percentages
of maximum dry density shown in the following table. Each lift of fill should be tested at various
locations within the structure footprint and pavement areas to verify it meets the density
requirements presented in the following table.
Percent of Maximum Percent Relative
Location Dry Density, ASTM Density, ASTM
D698 D4253/D4254
Beneath buildings, slabs, walkways, and paved
98 80
areas
Other areas of fill and backfill 95 75
4.2.4 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.
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.
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Proposed Office Building Meridian, Idaho
December 11, 2018 Terracon Project No. 62185086
4.2.5 Earthwork Construction Considerations
Special attention should be given to removing and properly backfilling and compacting holes
resulting from the removal of the existing tree root systems and on-site manmade features that
may be encountered, especially in the northeast corner of the site. Failure to remove existing
manmade features and tree root systems and to properly backfill and compact the resulting
excavations may result in cracking of overlying floor slabs, foundations, and pavements.
Shallow excavations, for the proposed structure, are anticipated to be accomplished with
conventional construction equipment. 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 and pavement construction.
Exposed soils will be susceptible to rutting or pumping under construction traffic when wet. Soils
that rut, pump, or are otherwise disturbed are not suitable for building pad and pavement areas
and should be removed and replaced with Structural Fill. Measures that may help reduce
disturbance of exposed soils include performing earthwork during warm, dry weather, the use of
light track-mounted equipment, and avoidance of heavy repeated traffic over a given area.
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. The Contractor is responsible for designing and constructing stable, temporary
excavations as required to maintain stability of the excavation sides and bottom, and for protecting
existing facilities/utilities.
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.
4.3 Foundations
The proposed structure can be supported by shallow spread footings founded on compacted
Structural Fill. Preliminary design recommendations and construction considerations are
presented in the following subsections.
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December 11, 2018 Terracon Project No. 62185086
4.3.1 Preliminary Spread Footing Recommendations
Description Criteria
Foundation type Conventional shallow spread footings.
Due to the anticipated high foundation loads and the
variability of the near surface native soils,
foundations should be supported on a layer of
compacted Structural Fill to provide a more uniform
bearing surface. The specific depth of Structural Fill
will depend on the specific structural loads used in
design,the soil conditions encountered in the borings
that will be drilled at the actual building location, and
the specific finished floor elevation selected for the
Net allowable bearing pressure' structure. Based on the assumed structural loads
presented previously in this report and the widely
spaced boring data, we estimate the following
preliminary bearing capacities:
Footing on Min. 12 inches of Structural Fill: 2,000 to
2,500 psf
Footing on Min. 24 inches of Structural Fill: 2,500 to
3,500 psf
Columns: 36 inches
Minimum footing width
Walls: 24 inches
Minimum embedment depth below lowest
adjacent permanent finished grade or floor 24 inches
slab
Total: Less than 1 inch
Estimated settlement
Differential: Typically'/2 to%of the total settlement
Ultimate coefficient of friction to resist 0.4. This is an ultimate value, and does not include a
sliding
factor of safety. An appropriate factor of safety
should be applied to this value for use in design.
1. The allowable bearing capacity may be increased by 1/3 for support of temporary loads such as those
generated by wind and seismic events.
The preliminary design recommendations presented above are dependent on the earthwork
recommendations presented in Section 4.2. These preliminary recommendations are dependent
on the final location of the building. Additional exploration is necessary to determine design
recommendations.
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4.3.2 Foundation Construction Considerations
The footing excavations should be evaluated under the direction of 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.
The layer of Structural Fill should extend laterally at least a distance equal to 2/3 the depth of the
Structural Fill below the footing as shown in the following figure. The Structural Fill should meet
the requirements of Section 4.2.
I�
I I
DESIGN
FOOTING LEVEL
STRUCTURAL D _III
FILL
RECOMMENDED
EXCAVATION LEVEL --'�F=�_�=f
OVER-EXCAVATION/BACKFILL ZONE
NOTE:EXCAVATIONS ARE SHOWN VERTICAL;HOWEVER,THE
SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY
4.4 Seismic Considerations
IBC1 Seismic Design Parameters
Description Value
Site classification' D
Ss, Short period spectral response acceleration (Site Class 13)3 0.29g (for Site Class B)
S1, 1-second period spectral response acceleration (Site Class B)3 0.10g (for Site Class B)
1. Based on Section 1613 of the 2015 International Building Code(IBC).
2. Based on the 2015 IBC, the seismic site class is determined from a soil profile extending to a depth of
100 feet. The current scope requested did not include a boring to a depth of 100 feet. The borings for
this project extended to a maximum depth of approximately 21'/2 feet. The classification above is based
on the assumption that soils similar to those encountered in the lower portions of the borings continue
to a depth of at least 100 feet. If desired, a geophysical exploration could be performed to confirm the
site classification, or possibly justify a more favorable site classification.
3. Accelerations shown above should be adjusted as required by the IBC to account for the Site
Classification.
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Preliminary Geotechnical Engineering Report Irerracon
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4.5 Floor Slabs
Preliminary design parameters for floor slabs assume the requirements for section 4.2 of this
report 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.
4.5.1 Floor Slab Design
Description Criteria
Interior floor system Slab-on-grade concrete
Minimum 6 inches of 3/-inch-minus crushed Aggregate Base' over a minimum of
Floor slab support 8 inches of Structural Fill. These materials should be compacted in accordance
with Section 4.2.3 of this report. The Structural Fill should be supported on soils
prepared in accordance with Section 4.2 of this report.
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. Aggregate base should meet the requirements of 3/4-Inch (Type 1) crushed aggregate in the ISPWC,
Section 802.
The use of a vapor retarder should be considered beneath concrete slabs on grade that will be
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 and slab contractor should refer to ACI 302 and ACI 360 for procedures
and cautions regarding the use and placement of a vapor retarder.
4.5.2 Floor Slab Construction Considerations
Structural Fill should be placed over the exposed native soils immediately following subgrade
preparation to reduce the potential for the prepared subgrade to dry. If Structural Fill is not
immediately placed and the subgrade soils are allowed to dry, subgrade soils should be reworked
by scarifying, moisture conditioning, and compacting, as described in Section 4.2 of this report.
If soils are allowed to dry and not moisture conditioned as described above, additional soil
movement may occur.
4.6 Lateral Earth Pressures
We assume there might be planned below grade structures in the building, such as elevator pits.
Backfill for walls supporting unbalanced backfill levels on opposite sides should consist of
Structural Fill or Aggregate Base. Ultimate lateral earth pressures are presented in the following
table and illustrated in the figure below. For the values presented below to be valid, the granular
backfill must extend out from the base of the wall at an angle of at least 45 and 60 degrees from
vertical for the active and passive cases, respectively.
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Earth Pressure Equivalent Fluid Surcharge Pressure, pi Earth Pressure, p2
Conditions Density(pcf)' (psf)' (psf)'
Active (Ka) 35 (0.27)S (35)H
At-Rest (Ko) 55 (0.43)S (55)H
Passive (Kp) 480 --- ---
1. These values are based on soil and rock meeting the requirements Structural Fill or Aggregate Base as defined in Section
4.2.2 of this report,with an assumed unit weight of 130 pcf and an angle of internal friction of 35 degrees.
For active pressure movement
S = Surcharge --+ (0.002 H to 0.004 H)
S For at-rest pressure
- No Movement Assumed
Horizontal
Finished
Grade
H
Horizontal
Finished Grade
�p2 /14p,--*l Retaining Wall
Earth pressures will be influenced by structural design of the walls, conditions of wall restraint,
methods of construction and/or compaction, and the strength of the materials being restrained.
The active earth pressure condition is applicable for structures that are free to rotate. The at-rest
earth pressure is appropriate for structures that are restrained at the top.
The recommended design lateral earth pressures are ultimate values and do not include a factor
of safety and do not provide for possible hydrostatic pressure on the walls. These values are for
horizontal backfill only. Lateral earth pressures should be adjusted as necessary for surcharge
loads, sloping backfill, hydrostatic pressures, live loads near the wall (including compaction
equipment), and/or seismic loads as appropriate. Passive pressure should not be used to resist
sliding.
Fill against foundation and retaining walls should be compacted to densities specified in Section
4.2.2 of this report. Compaction of each lift adjacent to walls should be accomplished with hand-
operated tampers or other lightweight compactors. Over-compaction may cause excessive lateral
earth pressures on the wall.
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5.0 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.
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,and 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.
Responsive■ Resourceful ■ Reliable 13
APPENDIX A
FIELD EXPLORATION
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TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S.GEOLOGICAL SURVEY
QUADRANGLES INCLUDE:STAR,ID(1/1/1976)and MERIDIAN,ID(1/1/1971).
Project Manager: Project No. SITE LOCATION Exhibit
NJR 62185086 Irerracon
Drawn by: NJR Scale: NTS
Checked by: FileNa Meridian Carney Property A_�
RJO `��185086 11849 W Executive Dr,Ste G W Franklin Road&S.Ten Mile Road
Approved by:R.In Date: 12/5/2018 Boise,ID 83713.1944 Meridian,ID
Temporary Bench Mark ,
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DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS AERIAL PHOTOGRAPHY PROVIDED
NOT INTENDED FOR CONSTRUCTION PURPOSES BY MICROSOFT BING MAPS
Project Manager: Project No.
EXPLORATION PLAN Exhibit
NJR 61185
Drawn by: Scale:
NJR As SHOWN
wN Irerracon
Checked by: FileNan, Meridian Carne Pro ertRJO 85086 y y
11849 W Executive Dr,Ste� W Franklin Road&S.Ten Mile
Road A'2
Approved by:RJO 12/5/2018 Date: Boise,ID 83713.1944 Meridian,ID
Preliminary Geotechnical Engineering Report Irerracon
Proposed Office Building Meridian, Idaho
December 11, 2018 Terracon Project No. 62185086
Field Exploration Description
The subsurface exploration consisted of drilling 8 borings in the project area. The approximate
locations of the explorations are shown on the Exploration Plan, included in this appendix. The
borings were drilled to depths ranging from about 10'/2 to 21'/2 feet below the existing ground
surface with a track-mounted drill rig equipped with continuous-flight hollow-stem augers. A
Terracon field engineer/geologist recorded logs of the borings during the drilling operations.
Boring logs are presented in this appendix.
In general, the locations of the borings were selected by Terracon. Terracon located the
exploration locations in the field using a handheld GPS device having an accuracy typically within
20 feet. Relative ground-surface elevations at the boring locations were measured by Terracon
using an engineer's level. Relative elevations reported on the boring logs are rounded to the
nearest '/2 foot. The top nut of a fire hydrant near the north east corner of the site was used as a
temporary benchmark (TBM). The elevation of the TBM was assumed to be 100 feet. The
approximate location of the TBM is shown on the Exploration Plan presented in this appendix.
The locations and elevations of the borings should be considered accurate only to the degree
implied by the means and methods used to define them.
Disturbed soil samples were obtained at various depths in the borings using a 2-inch-
outside-diameter split-spoon sampler driven in general accordance with the Standard Penetration
Test(SPT). The result of the SPT is an N-value. The N-value is the number of blows from a 140-
pound hammer falling from a height of 30 inches that are required to drive the split-spoon sampler
the last 12 inches of an 18-inch interval (or the distance indicated). N-values are shown on the
boring logs. Disturbed bulk samples were also obtained from auger cuttings.
The N-value provides a reasonable estimate of the relative in-place density of non-cemented
sandy type materials. However, the N-value only provides an indication of the relative stiffness
of cohesive materials, since the penetration resistance of these soils may be affected by the
moisture content. Considerable care must be exercised in interpreting the N-value in gravelly
soils, particularly where the size of the gravel particles exceeds the inside diameter of the
sampling spoon.
An automatic SPT hammer was used to advance the split-spoon sampler in the borings performed
on this site. A greater efficiency is typically achieved with the automatic hammer compared to the
conventional safety hammer operated with a cathead and rope. Published correlations between
the SPT values and soil properties are based on the cathead and rope method. The higher
efficiency of the automatic hammer affects the standard penetration resistance blow count (N-
value) by increasing the penetration per hammer blow over what would be obtained using the
cathead and rope method. The effect of the automatic hammer's efficiency has been considered
in the interpretation and analysis of the subsurface information for this report.
Reliable ■ Resourceful ■ Responsive Exhibit A-3
BORING LOG NO. B-1 Page 1 of 1
PROJECT: Meridian Carney Property CLIENT: WinCo Foods LLC
Boise, ID
SITE: W Franklin Road &S.Ten Mile Road
Meridian, ID
ATTERBERG
O LOCATION See Exhibit A-2 w Z 0- v F LIMITS w
U o UL
U Latitude:43.6043'Longitude:-116.4383' _ Q w w z z
= F > J w p U w 2 Z
w F w O w z o W LL-PL-PI U
U Approximate Surface Elev.98.5(Ft.)+/- o ¢m ¢ w U w
DEPTH ELEVATION Ft. U U a
LEAN CLAY WITH SAND(CU,brown,soft to medium stiff, 3-2-2
surficial organic depth to about 3" X =4
1.2 N2- 21
2.5 96+/-
' SILTY SAND(SM),brown,medium dense 10-12-10
' 1.5 N=22
N
F
U 5.0 93.5+/- 5
a POORLY GRADED SAND WITH SILT(SP-SM),brown,loose 1.5 4-4-5
N=9
Q •.
Z .::. trace gravel,light brown,medium dense
o 1 6 10-8 6
a N=18
wLu .'.
a? 7-8-8
� 1.1 N=16
w 11.5 87+/-
Boring Terminated at 11.5 Feet
LU
LU
Q
K
N
W
N
>J
0
Z
0
O
J
Q
O
Lu
C�
H
O
EL
Q
Z_
U'
K
O
2
O
K
w
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
Q
IL
w
Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
0
Hollow Stem Auger
Q See Appendix B for description of laboratory
> procedures and additional data(if any).
r
z Abandonment Method: See Appendix C for explanation of symbols and
U) Boring backfilled with bentonite chips upon completion. abbreviations.
0 Elevations were measured in the field using an
O
J WATER LEVEL OBSERVATIONS
z Boring Started:11-07-2018 Boring Completed:11-07-2018
W O No free water observed Irerracon Drill Rig:D-50 track Driller:Terracon
m
11849 W Executive Dr,Ste G
? Boise,ID Project No.:62185086 Exhibit: A4
BORING LOG NO. B-2 Page 1 of 1
PROJECT: Meridian Carney Property CLIENT: WinCo Foods LLC
Boise, ID
SITE: W Franklin Road &S.Ten Mile Road
Meridian, ID
ATTERBERG
O LOCATION See Exhibit A-2 w Z 0- v F LIMITS w
U o UL
U Latitude:43.6042'Longitude:-116.4342' _ Q w w z z
= F �> J w 0= H w 2 z
w F w O w z o W LL-PL-PI U
U Approximate Surface Elev.99(Ft.)+/- 0 ¢m ¢ w O w
DEPTH ELEVATION Ft. O U a
FILL-SILTY SAND,trace gravel,light brown 7-8-8
1.0 98+/- 1.2
SANDY SILT(MLA,light brown,very stiff to hard N=16
a
1.5 15-24-48 24
N N=72
0 .
c? 5.0 94+/ 5
a SILTY SAND WITH GRAVEL(SMI,light brown,very dense 6-24-34
ii 4 1.4 N=58
�
w .6.5 92.5+/-
i POORLY GRADED GRAVEL WITH SAND(GPI,light brown,very
i dense
Oz' O D 0.6 39-50/1"
of
o l )4
� a
a- �♦4 1 0.1 50/1"
CDo l )
d
> o°
z
°�e with cobbles
z o'A'
a a
0
w
o CY
o°5
�
N °(Y 15 1 34-50/6"
° o S.D'
J /\
W
�: o(Y
0
z o S'
0a
0.
K o�4:
°�4' medium dense 2
o .D' 527
1.5
O Q. 21.5 77.5+/-
N
ui Boring Terminated at 21.5 Feet
a
z
T
it
0
2
0
U_
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
Q
IL
w
Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
0
Hollow Stem Auger
Q See Appendix B for description of laboratory
> procedures and additional data(if any).
r
z Abandonment Method: See Appendix C for explanation of symbols and
U) Boring backfilled with bentonite chips upon completion. abbreviations.
0 Elevations were measured in the field using an
O
J WATER LEVEL OBSERVATIONS
c� Boring Started:11-07-2018 Boring Completed:11-07-2018
15 feet While drilling Irerracon
O� Drill Rig:D-50 track Driller:Terracon
11849 W Executive Dr,Ste G
? Boise,ID Project No.:62185086 Exhibit: A-5
BORING LOG NO. B-3 Page 1 of 1
PROJECT: Meridian Carney Property CLIENT: WinCo Foods LLC
Boise, ID
SITE: W Franklin Road &S.Ten Mile Road
Meridian, ID
ATTERBERG
O LOCATION See Exhibit A-2 w Z 0- v F LIMITS w
U o UL
U Latitude:43.6037'Longitude:-116.4361° _ Q w w z z
= F > J w p U w 2 Z
w F w O w z o W LL-PL-PI U
U Approximate Surface Elev.100(Ft.)+/- 0 ¢m ¢ w U w
DEPTH ELEVATION Ft. U U 0-
SANDY LEAN CLAY(CLI,brown,medium stiff,surficial organics 3-4-2
depth about 5" 1.1 N=6
2.5 97.5+/-
SANDY SILT(MLA,brown,very stiff
' 1.5 6-8-9 25 59
N N=17
0
4.5 95.5+/-
SILTY SAND(SM),brown,medium dense
5•5.5 94.5+/- 5-4-4
SANDY SILT(MU,brown,medium stiff to stiff 1.5 N=8
w
Q
Q
o
o s.5 91.5+/- 1.5 6-14-33
Q \ POORLY GRADED GRAVEL WITH SAND(GPI,light brown, N=47
w0 V4' dense
Q. very dense 18-26-29
d 0 1.1
N=55
>_ ) X
w
z Q
a
U 0�4
Z
o QD'
a
w
� o�4
0 o'D 7
Q. with cobbles 15 0.3 50/4"
0 4:
J 0.1 50/1"
LU Auger Refusal at 16.1 Feet
0
z
0
0
J
Q
0
Lu
H
O
EL
Q
Z_
U'
K
O
2
O
K
LL
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
Q
IL
w
Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
0
Hollow Stem Auger
Q See Appendix B for description of laboratory
> procedures and additional data(if any).
r
z Abandonment Method: See Appendix C for explanation of symbols and
U) Boring backfilled with bentonite chips upon completion. abbreviations.
0 Elevations were measured in the field using an
O
J WATER LEVEL OBSERVATIONS
c� Boring Started:11-07-2018 Boring Completed:11-07-2018
15 feet While drilling Irerracon
O� Drill Rig:D-50 track Driller:Terracon
11849 W Executive Dr,Ste G
? Boise,ID Project No.:62185086 Exhibit: A-6
BORING LOG NO. B-4 Page 1 of 1
PROJECT: Meridian Carney Property CLIENT: WinCo Foods LLC
Boise, ID
SITE: W Franklin Road &S.Ten Mile Road
Meridian, ID
ATTERBERG
O LOCATION See Exhibit A-2 w Z 0- v F LIMITS w
U o UL
U Latitude:43.6028'Longitude:-116.4375' _ Q w w z z
= F > J w p U w 2 Z
w F w O w z o W LL-PL-PI U
U Approximate Surface Elev.100(Ft.)+/- o ¢m ¢ w U w
DEPTH ELEVATION Ft. U U 0-
SANDY LEAN CLAY(CLI,brown,very stiff,surficial organics depth 7-5-10
about 5" 1.1 N=15
2.5 97.5+/-
SILTY SAND(SM),trace gravel,light brown,very dense 26-34-35
' 1.5 N=69
N '
F
5.0 95+/- �J
a POORLY GRADED SAND WITH SILT(SP-SM),trace gravel, 4-10-19
J brown,medium dense 0.8
N=29
w
i 7.0 93+/-
i POORLY GRADED GRAVEL WITH SAND(GP),light brown,very
o )(4' dense
31-46-38
0 0 .D' 0.6 N=84 1
< a
w
o4
o'.D 10.3 90+/- 0
50/3"
Boring Terminated at 10.25 Feet
IL
w
z
LU
LU
Q
K
N
W
N
>J
0
Z
0
O
J
Q
O
Lu
H
O
EL
Q
Z_
U'
K
O
2
O
K
LL
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
Q
IL
w
Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
0
Hollow Stem Auger
Q See Appendix B for description of laboratory
> procedures and additional data(if any).
r
z Abandonment Method: See Appendix C for explanation of symbols and
U) Boring backfilled with bentonite chips upon completion. abbreviations.
0 Elevations were measured in the field using an
O
J WATER LEVEL OBSERVATIONS
z Boring Started:11-07-2018 Boring Completed:11-07-2018
W O No free water observed Irerracon Drill Rig:D-50 track Driller:Terracon
m
11849 W Executive Dr,Ste G
? Boise,ID Project No.:62185086 Exhibit: A-7
BORING LOG NO. B-5 Page 1 of 1
PROJECT: Meridian Carney Property CLIENT: WinCo Foods LLC
Boise, ID
SITE: W Franklin Road &S.Ten Mile Road
Meridian, ID
ATTERBERG
O LOCATION See Exhibit A-2 w Z 0- v F LIMITS w
U o UL
U Latitude:43.6027'Longitude:-116.4348' _ Q w w z z
= F > J w p U w 2 Z
w F w O w z o W LL-PL-PI U
U Approximate Surface Elev.101(Ft.)+/- o ¢m ¢ w U w
DEPTH ELEVATION Ft. U U 0-
SANDY FAT CLAY(CH),brown,medium stiff,surficial organics 3-3-3
depth about 3" 1.2 N=6 62-24-38
2.5 98.5+/-
SILTY SAND(SM),light brown,medium dense 1.4 10-14-12 24
N N=26
o
U 5.0 96+/- 5
POORLY GRADED SAND WITH SILT(SP-SM),trace gravel,light
brown,very dense 1 20-31-40
N=71
Q •.
z
z ' 'i medium dense
9-10-16
1.2 N=26 5
UJw .'.
~ �10.0 91+/
d '° POORLY GRADED SAND WITH SILT AND GRAVEL(SP-SM),
•to 11.0 light brown,very dense 90+/- 0.9 34-50/6"
ZBoring Terminated at 11 Feet
LU
LU
U
Q
K
N
W
N
>J
0
Z
0
O
J
Q
O
Lu
O
EL
Q
Z_
U'
K
O
2
O
K
w
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
Q
IL
w
Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
0
Hollow Stem Auger
Q See Appendix B for description of laboratory
> procedures and additional data(if any).
r
z Abandonment Method: See Appendix C for explanation of symbols and
U) Boring backfilled with bentonite chips upon completion. abbreviations.
0 Elevations were measured in the field using an
O
J WATER LEVEL OBSERVATIONS
z Boring Started:11-07-2018 Boring Completed:11-07-2018
W O No free water observed Irerracon Drill Rig:D-50 track Driller:Terracon
m
11849 W Executive Dr,Ste G
? Boise,ID Project No.:62185086 Exhibit: A-8
BORING LOG NO. B-6 Page 1 of 1
PROJECT: Meridian Carney Property CLIENT: WinCo Foods LLC
Boise, ID
SITE: W Franklin Road &S.Ten Mile Road
Meridian, ID
ATTERBERG
O LOCATION See Exhibit A-2 w Z 0- v F LIMITS w
U o UL
U Latitude:43.602'Longitude:-116.4362' _ Q w w z z
= F > J w p U w 2 Z
w F w O w z o W LL-PL-PI U
U Approximate Surface Elev.101.5(Ft.)+/- o ¢m ¢ w U w
DEPTH ELEVATION Ft. U U a
LEAN CLAY WITH SAND(CU,brown,medium stiff,surficial
organics depth about 3" X N=6
1.1 4-3-3 42-22-20
:2.5 99+/-
• SANDY SILT(ML1,light brown,stiff 1 q 7 8 4 26
N=12
o
w 5
6.0 95.5+/- 1.3 N9 2
w °' POORLY GRADED SAND WITH GRAVEL(SPI,brown,dense to — X
very dense
Q •:':.0
o
Z :,'•o.'
o .:'a . 0 50/4"
w '•0.'
d a •10.3 91+/- 1 0.1 50/4"
Boring Terminated at 10.3 Feet
z
LU
LU
Q
K
N
W
N
>J
0
Z
0
O
J
Q
O
Lu
C�
H
O
EL
Q
Z_
U'
K
O
2
O
K
LL
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
Q
IL
w
Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
0
Hollow Stem Auger
Q See Appendix B for description of laboratory
> procedures and additional data(if any).
r
z Abandonment Method: See Appendix C for explanation of symbols and
U) Boring backfilled with bentonite chips upon completion. abbreviations.
0 Elevations were measured in the field using an
O
J WATER LEVEL OBSERVATIONS
z Boring Started:11-07-2018 Boring Completed:11-07-2018
W O No free water observed Irerracon Drill Rig:D-50 track Driller:Terracon
m
11849 W Executive Dr,Ste G
? Boise,ID Project No.:62185086 Exhibit: A-9
BORING LOG NO. B-7 Page 1 of 1
PROJECT: Meridian Carney Property CLIENT: WinCo Foods LLC
Boise, ID
SITE: W Franklin Road &S.Ten Mile Road
Meridian, ID
ATTERBERG
O LOCATION See Exhibit A-2 w Z 0- v F LIMITS w
U o UL
U Latitude:43.6013'Longitude:-116.4384' _ Q w w z z
= F > J w p U w 2 z
w F w O w z o W LL-PL-PI U
U Approximate Surface Elev.100(Ft.)+/- 0 ¢m ¢ w U w
DEPTH ELEVATION Ft. U U a
LEAN CLAY WITH SAND(CU,brown,stiff,surficial organics 4-5-8
depth about 2" 1.1 N=13
:2.5 97.5+/-
' SILTY SAND(SM),brown,medium dense 9-7-7
' 1.4 N=14
N '
F
w 5
1.3 6-6-11 30
a- N=17
Q •
o ;7.5 92.5+/-
Z POORLY GRADED SAND(SPA,light brown,medium dense 7-10-13
1.3 N=23
LU
10.0 90+/ 1
d POORLY GRADED SAND WITH SILT SP-SM ,trace gravel,light 9-18-13
a� brown,dense 1.3 N=31 7
> '.
w :•
X I
U ,
Lu
w :•
N 15.0 85+/ 15
° •'a' POORLY GRADED SAND WITH GRAVEL(SPI,light brown,very
35-49-42
dense 1.3 N=91
w
Z
O
cn • �O
20.3 79.5+/- 2 0.3 50/3"
Boring Terminated at 20.3 Feet
O
W
a
z
T
X
0
2
O
LL
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
Q
IL
w
Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
0
Hollow Stem Auger
Q See Appendix B for description of laboratory
> procedures and additional data(if any).
r
z Abandonment Method: See Appendix C for explanation of symbols and
U) Boring backfilled with bentonite chips upon completion. abbreviations.
0 Elevations were measured in the field using an
O
WATER LEVEL OBSERVATIONS
c� Boring Started:11-08-2018 Boring Completed:11-08-2018
20 feet While drilling Irerracon
O� Drill Rig:D-50 track Driller:Terracon
11849 W Executive Dr,Ste G
? Boise,ID Project No.:62185086 Exhibit: A-10
BORING LOG NO. B-8 Page 1 of 1
PROJECT: Meridian Carney Property CLIENT: WinCo Foods LLC
Boise, ID
SITE: W Franklin Road &S.Ten Mile Road
Meridian, ID
ATTERBERG
O LOCATION See Exhibit A-2 w Z 0- v F LIMITS w
U o UL
U Latitude:43.6013'Longitude:-116.4346' _ Q w w z z
= F > J w p U w 2 Z
w F w O w z o W LL-PL-PI U
U Approximate Surface Elev.101.5(Ft.)+/- o ¢m ¢ w U w
DEPTH ELEVATION Ft. U U a
LEAN CLAY WITH SAND(CU,brown,medium stiff,surficial -3-
organics depth about 4" X N=6
1 3-3-3
:2.5 99+/-
' SILTY SAND(SM),trace gravel,light brown,dense 12-14-17
' 1.5 N=31
N '
F
5
a medium dense 10-12-7
J
1.3 N=19
U
w
Q •
o ;7.5 94+/-
o
SANDY LEAN CLAY(CLa,brown,very stiff 4-7-16 8.5 93+/- 1.3 N=23 28
< •'a' POORLY GRADED SAND WITH GRAVEL(SPA,brown,medium
dense
w '•:�O
very dense 1 32-38-39
a� .:c . 1 N=77
} 11.5 90+/-
w
QBoring Terminated at 11.5 Feet
LU
LU
Q
K
N
W
N
>J
0
Z
0
O
J
Q
O
Lu
C�
H
O
EL
Q
Z_
U'
K
O
2
O
K
w
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
Q
IL
w
Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
0
Hollow Stem Auger
Q See Appendix B for description of laboratory
> procedures and additional data(if any).
r
z Abandonment Method: See Appendix C for explanation of symbols and
U) Boring backfilled with bentonite chips upon completion. abbreviations.
0 Elevations were measured in the field using an
O
J WATER LEVEL OBSERVATIONS
z Boring Started:11-07-2018 Boring Completed:11-07-2018
W O No free water observed Irerracon Drill Rig:D-50 track Driller:Terracon
m
11849 W Executive Dr,Ste G
? Boise,ID Project No.:62185086 Exhibit: A-11
APPENDIX B
LABORATORY TESTING
Preliminary Geotechnical Engineering Report
Proposed Office Building Meridian, Idaho I�
December 11, 2018 Terracon Project No. 62185086
Laboratory Test Description
Samples obtained during the field exploration were transferred to the laboratory and were visually
classified in general accordance with the Unified Soil Classification System described in Appendix
C. Representative samples were selected for testing to determine physical and engineering
properties of the subsurface materials. Following are the laboratory tests conducted and a brief
description of the purpose of each test:
Test Conducted To Determine:
Natural moisture content Moisture content of the sample.
Gradation Particle size analysis of the sample.
Atterberg limits Plasticity of the sample.
The tests were performed in general accordance with the respective ASTM standards. These
standards are a reference to general methodology. In some cases, variations to methods are
applied as a result of local practice or professional judgment. Results of the laboratory tests are
generally summarized on the boring logs in Appendix A. Results the gradation tests are presented
in this appendix.
Reliable ■ Resourceful ■ Responsive Exhibit B-1
GRAIN SIZE DISTRIBUTION
ASTM D422/ASTM C136
U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER
6 4 3 2 1.5 1 4 1/2 3 4 6 810 14 16 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
65
x
2 60
w
>- 55
N �]
o W 50
o z
Lu FL
z 45
W
a 40
Q W
o a
Z 35
0
U
Lu
30
W
25
0
a
W 20
z
� 15
z
a
10
w
° 5
0
N 0
100 10 1 0.1 0.01 0.001
o GRAIN SIZE IN MILLIMETERS
V) L COBBLES GRAVEL SAND SILT OR CLAY
? coarse fine coarse medium fine
a
0
F Boring ID Depth USCS Classification We(°i°) LL PL PI Cc Cu
On • B-1 7.5-9 POORLY GRADED SAND with SILT(SP-SM) 1.45 7.13
w
cf m B-3 2.5-4 SANDY SILT(ML) 25
a
A B-5 7.5-9 POORLY GRADED SAND with SILT(SP-SM) 1.15 3.19
o * B-7 10-11.5 POORLY GRADED SAND with SILT(SP-SM) 1.72 4.56
0
o Boring ID Depth D100 D60 D30 D10 %Gravel %Sand %Silt %Fines %Clay
a
LU
• B-1 7.5-9 19 1.091 0.492 0.153 10.0 83.6 6.4
N m B-3 2.5-4 9.5 0.079 0.4 40.2 59.4
A B-5 7.5-9 12.5 0.485 0.291 0.152 1.5 93.3 5.2
a
* B-7 10-11.5 25 0.537 0.33 0.118 13.2 79.8 7.1
0
z
w
0C
a PROJECT: Meridian Carney Property
0
PROJECT NUMBER: 62185086
Lu
>- SITE: W Franklin Road&S.Ten Mile Road CLIENT: WinCo Foods LLC
o Meridian, ID Irerracon Boise, ID
< 11849 W Executive Dr,Ste G
0 Boise,ID
Cc EXHIBIT: B-2
APPENDIX C
SUPPORTING DOCUMENTS
GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Water Initially N Standard Penetration Test
Encountered Resistance(Blows/Ft.)
Water Level After a (HP) Hand Penetrometer
Specified Period of Time
J
W V Water Level After
(� H (T) Torvane
> a Specified Period of Time
TAu er NStandard W W
Z_
J Cutttin s Penetration J Water levels indicated on the soil borin
ILg Test 9 Q (DCP) Dynamic Cone Penetrometer� logs are the levels measured in the
borehole at the times indicated. W
Groundwater level variations will occur (PID) Photo-Ionization Detector
over time. In low permeability soils,
accurate determination of groundwater (OVA) Organic Vapor Analyzer
levels is not possible with short term
water level 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.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device.The accuracy
of such devices is variable. Surface elevation data annotated with +/-indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead,the surface elevation was approximately determined from topographic
maps of the area.
RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS
(50%or more passing the No.200 sieve.)
(More than 50%retained on No.200 sieve.) Consistency determined by laboratory shear strength testing,field
Density determined by Standard Penetration Resistance visual-manual procedures or standard penetration resistance
0 Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or
2 (Density) N-Value (Consistency) Qu,(tsf) N-Value
IY Blows/Ft. Blows/Ft.
W
F' Very Loose 0-3 Very Soft less than 0.25 0-1
2
H
(� Loose 4-9 Soft 0.25 to 0.50 2-4
Z
W
WMedium Dense 10-29 Medium Stiff 0.50 to 1.00 4-8
H
N Dense 30-50 Stiff 1.00 to 2.00 8-15
Very Dense >50 Very Stiff 2.00 to 4.00 15-30
Hard >4.00 >30
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) Percent of Major Component Particle Size
of other constituents Dry Weight of Sample
Trace < 15 Boulders Over 12 in.(300 mm)
With 15-29 Cobbles 12 in.to 3 in. (300mm to 75mm)
Modifier >30 Gravel 3 in.to#4 sieve(75mm to 4.75 mm)
Sand #4 to#200 sieve(4.75mm to 0.075mm
Silt or Clay Passing#200 sieve(0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) Percent of Term Plasticity Index
of other constituents Dry Weight Non-plastic 0
Trace <5 Low 1 -10
With 5-12 Medium 11 -30
Modifier > 12 High >30
Irerracon
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group Group Name E'
Symbol
Gravels: Clean Gravels: Cu>_4 and 1<Cc<3 E GW Well-graded gravel F
More than 50%of Less than 5%fines G Cu<4 and/or 1 >Cc>3 E GP Poorly graded gravel F
coarse fraction retained Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,G,H
Coarse Grained Soils: on No.4 sieve More than 12%fines G Fines classify as CL or CH GC Clayey gravel F,G,H
More than 50%retained
on No.200 sieve Sands: Clean Sands: Cu>_6 and 1<Cc<3 E SW Well-graded sand
50%or more of coarse Less than 5%fines° Cu<6 and/or 1 >Cc>3 E SP Poorly graded sand
fraction passes No.4 Sands with Fines: Fines classify as ML or MH SM Silty sand G'H'l
sieve More than 12%fines° Fines classify as CL or CH SC Clayey sand G'H'l
PI>7 and plots on or above"A"lines CL Lean clay K,L,M
Inorganic:Silts and Clays: PI<4 or plots below"A"line J ML Silt K,L,M
Fine-Grained Soils:
Liquid limit less than 50 Organic: Liquid limit-oven dried Organic clayK,L,M,N
<0.75 OL
Liquid limit-not dried Organic silt
K,L,M,O
50%or more passes the No.200 sieve PI plots on or above"A"line CH Fat clay K,L,M
Inorganic:Silts and Clays: PI plots below"A"line MH Elastic Silt K,L,M
Liquid limit 50 or more Organic: <0.75 OH Liquid limit-oven dried 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 H If fines are organic,add"with organic fines"to group name.
e If field sample contained cobbles or boulders,or both,add"with cobbles If soil contains>_15%gravel,add"with gravel"to group name.
or boulders,or both"to group name. If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay.
c Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29%plus No.200,add"with sand"or"with gravel,"
gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly whichever is predominant.
graded gravel with silt,GP-GC poorly graded gravel with clay. L If soil contains>_30%plus No.200 predominantly sand,add"sandy"to
°Sands with 5 to 12%fines require dual symbols: SW-SM well-graded group name.
sand with silt,SW-SC well-graded sand with clay,SP-SM poorly graded M If soil contains>_30%plus No.200,predominantly gravel,add
sand with silt,SP-SC poorly graded sand with clay ..gravelly'to group name.
2 "PI>_4 and plots on or above"A"line.
E Cu=D60/D10 Cc= (D 30) 0 PI<4 or plots below"A"line.
D10 x D60 P PI plots on or above"A"line.
F If soil contains>_15%sand,add"with sand"to group name. °PI plots below"A"line.
G If fines classify as CL-ML,use dual symbol GC-GM,or SC-SM.
60 1 1 1 1 ,
For classification of fine-grained
soils and fine-grained fraction
50 of coarse-grained soils
Equation of"A"-line .J,
�� P
Horizontal at PI=4 to LL=25.5. '
X 40 then PI=0.73(ILL-20)
LUp Equation of"U"-line
z Vertical at LL=16 to PI=7,
30 then PI=0.9(LL-8)
U 0.1
Q 20 �, G
MH or OH
10
4 CL - ML ML or OIL
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
Irerracon