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Geotechnical Engineering Report
Proposed Freezer Addition
Northwest Gourmet Foods
600 SW 7th Street
Renton, Washington
July 27, 2018
prepared for:
Tahoma Design Group
Attention: Jim Carleton, Special Projects Manager
535 Dock Street, Suite 211
Tacoma, Washington 98402
prepared by:
Migizi Group, Inc.
PO Box 44840
Tacoma, Washington 98448
(253) 537-9400
MGI Project P1377-T18
RECEIVED
11/14/2018 jtaylor
PLANNING DIVISION
i
TABLE OF CONTENTS
Page No.
1.0 SITE AND PROJECT DESCRIPTION............................................................................................... 1
2.0 EXPLORATORY METHODS ............................................................................................................. 2
2.1 Auger Boring Procedures ...................................................................................................... 2
3.0 SITE CONDITIONS ............................................................................................................................ 3
3.1 Surface Conditions ................................................................................................................. 3
3.2 Soil Conditions ....................................................................................................................... 3
3.3 Groundwater Conditions ...................................................................................................... 4
3.4 Infiltration Conditions ........................................................................................................... 4
3.5 Seismic Conditions ................................................................................................................. 4
3.6 Liquefaction Potential ............................................................................................................ 5
4.0 CONCLUSIONS AND RECOMMENDATIONS ............................................................................ 5
4.1 Site Preparation ...................................................................................................................... 6
4.2 Augercast Piles ....................................................................................................................... 8
5.0 RECOMMENDED ADDITIONAL SERVICES ................................................................................ 9
6.0 CLOSURE ........................................................................................................................................... 10
List of Tables
Table 1. Approximate Locations and Depths of Explorations ............................................................................. 2
Table 2. Recommended Allowable Pile Capacities ............................................................................................... 8
List of Figures
Figure 1. Topographic and Location Map
Figure 2. Site and Exploration Plan
APPENDIX A
Soil Classification Chart and Key to Test Data .................................................................................................. A-1
Logs of Auger Borings B-1 through B-3 .................................................................................................... A-2…A-4
Page 1 of 10
MIGIZI GROUP, INC.
PO Box 44840 PHONE (253) 537-9400
Tacoma, Washington 98448 FAX (253) 537-9401
July 27, 2018
Tahoma Design Group
535 Dock Street, Suite 211
Tacoma, Washington 98402
Attention: Jim Carleton, Special Projects Manager
Subject: Geotechnical Engineering Report
Proposed Freezer Addition
Northwest Gourmet Foods
600 SW 7th Street
Renton, Washington
MGI Project P1377-T18
Dear Mr. Carleton:
Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical
engineering evaluation of the improvements proposed for the Northwest Gourmet Foods building
located at 600 SW 7th St in Renton, Washington. A previous report for this building was prepared
by E3RA, Inc. dated May 22, 2013.
This report has been prepared for the exclusive use of the Tahoma Design Group, and their
consultants, for specific application to this project, in accordance with generally accepted
geotechnical engineering practice.
1.0 SITE AND PROJECT DESCRIPTION
The project site is an existing 66,786 square-foot building located on an irregularly-shaped, 5.01 acre
site, as shown on our Topographic and Location Map (Figure 1). The building is a single story
concrete tilt-up structure with a dock high floor. We understand that the building is supported on
approximately 12 inch diameter pile foundations.
Improvement plans call for construction of a new freezer addition on the east side of the existing
structure. The freezer addition will be a dock high structure and will be constructed in the existing
paved truck maneuvering area.
Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018
Geotechnical Engineering Report P1377-T18
Migizi Group, Inc. Page 2 of 10
2.0 EXPLORATORY METHODS
We observed site and subsurface conditions on July 6, 2018. Our exploration and site evaluation
program comprised the following elements:
• A surface reconnaissance of the site;
• A review of E3RA, Inc.’s Geotechnical Engineering Report dated May 22, 2013;
• Three auger borings (designated B-1 through B-3) drilled within the proposed
footprint of the freezer addition on July 6, 2018;
• Three Grain Size Analysis performed on samples collected from of our auger
borings; and
• A review of published geologic and seismologic maps and literature.
Table 1 summarizes the approximate functional locations and termination depths of our subsurface
explorations and Figure 2 depicts their approximate locations. The following sections describe the
procedures used for auger borings.
TABLE 1
APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS
Exploration Functional Location
Termination
Depth
(feet)
B-1
B-2
B-3
Approximately 100 feet north of gated fence, ± 40 ft east of loading dock
Approximately 70 feet north of gated fence, ± 15 ft east of building
Approximately 30 feet north of gated fence, ± 45 ft east of building
30.1
30.2
31.0
The specific numbers and locations of our explorations were selected in relation to the existing site
features, under the constraints of surface access, underground utility conflicts, and budget
considerations.
It should be realized that the explorations performed and utilized for this evaluation reveal
subsurface conditions only at discrete locations across the project site and that actual conditions in
other areas could vary. Furthermore, the nature and extent of any such variations would not
become evident until additional explorations are performed or until construction activities have
begun. If significant variations are observed at that time, we may need to modify our conclusions
and recommendations contained in this report to reflect the actual site conditions.
2.1 Auger Boring Procedures
Our exploratory borings were advanced through the soil with a hollow stem auger, using a truck
mounted drill rig operated by an independent drilling firm working under subcontract to MGI. An
engineering geologist from our firm continuously observed the borings, logged the subsurface
conditions, and collected representative soil samples. All samples were stored in watertight
containers and later transported to a laboratory for further visual examination. After the borings
were completed, they were backfilled with bentonite chips.
Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018
Geotechnical Engineering Report P1377-T18
Migizi Group, Inc. Page 3 of 10
Throughout the drilling operation, soil samples were obtained at 2½ or 5-foot depth intervals by
means of the Standard Penetration Test (SPT) per ASTM:D-1586. This testing and sampling
procedure consists of driving a standard 2-inch-diameter steel split-spoon sampler 18 inches into
the soil with a 140-pound hammer free-falling 30 inches. The number of blows required to drive the
sampler through each 6-inch interval is counted, and the total number of blows struck during the
final 12 inches is recorded as the Standard Penetration Resistance, or "SPT blow count." If a total of
50 blows are struck within any 6-inch interval, the driving is stopped and the blow count is
recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration
Resistance values indicate the relative density of granular soils and the relative consistency of
cohesive soils.
The enclosed Boring Logs describe the vertical sequence of soils encountered in each boring.
3.0 SITE CONDITIONS
The following sections present our observations, measurements, findings, and interpretations
regarding, surface, soil, groundwater, and infiltration conditions.
3.1 Surface Conditions
The site is relatively level with only slight variation in grade. A concrete apron extends east
approximately 140 feet from the north part of the east side of the main building and terminates
where it intersects a 1,680 square-foot storage warehouse located in the northeast corner of the
property. The north edge of the concrete apron is coincident with the north edge of an existing
truck dock. The truck loading area south of the concrete apron is paved with asphalt and is
contained by a gated fence surrounding most of the northern half of the main building. South of the
fence is a grass lawn and a paved roadway that follows the curve of an old railroad track to the east
of the property boundary. The area within the proposed footprint of the freezer addition currently
contains two shipping containers.
Vegetation on site is limited to ornamental trees and landscaped grassy areas on the south half of
the site.
No surface water or hydrologic features were observed onsite such as seeps, springs, ponds or
streams, nor were surface expressions of groundwater observed.
3.2 Soil Conditions
All three of our auger borings were conducted east of the southern part of the main building in the
proposed footprint of the new freezer addition. In each of these borings we encountered roughly
8 inches of asphalt overlying 6 to 18 inches of fill comprised of medium dense crushed rock base
course and gravelly sand with varying amounts of silt. Underling the fill layer, we encountered
native soils comprised of either soft silt and silty sand, or coarser sands containing varying amounts
of gravel. Soil mottling was observed at 5 feet in boring B-1, at 7½ feet in boring B-2, and within 2½
feet of the surface in boring B-3. In borings B-2 and B-3, grain size and gravel content tended to
increase with depth until reaching glacial till at depths of 28 feet and 30½ feet, respectively. In
boring B-1, a layer of loose silty sand bearing abundant organics was encountered from 20½ to
Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018
Geotechnical Engineering Report P1377-T18
Migizi Group, Inc. Page 4 of 10
23 feet, beneath an 8½-foot-thick unit of medium-dense sand with gravel. Each of our borings
terminated in glacial till at depths near 30 feet.
In the Geologic Map of the Renton Quadrangle, King County, Washington, as prepared by the
Department of the Interior United States Geological Survey (USGS) (1965), the project site is
mapped as containing Qac, or sand and gravel deposited by the Cedar River, and associated thin
beds of silt, clay, and peat mostly at edges of fan-shaped fill in Duwamish Valley.
The National Cooperative Soil Survey (NCSS) for the King County Area classifies soils onsite as
dominantly Wo—Woodinville silt loam, surrounded by minor units of gravelly sandy loam and
urban land areas. This soil series reportedly formed along alluvial flood plains and is comprised of
silt loam, silty clay loam, and stratified muck to silt loam. Our subsurface explorations generally
correspond with the site classifications prepared by the USGS and NCSS.
The enclosed boring logs (Appendix A) provide a more detailed description of the soil strata
observed in our auger borings.
3.3 Groundwater Conditions
Our explorations encountered identifiable groundwater at a depth of 8 to 9 feet in each boring.
However, drilling through silt-rich soil can often mask the actual depth of groundwater and it is
likely that the groundwater level is somewhat shallower than indicated by our borings. It is likely
that the reddish hue and mottling observed in the wet to saturated silty fine sand observed at a
depth of 5 feet in boring B-1 is oxidization imparted by seasonally high groundwater; based on this,
it is our opinion that seasonally high groundwater likely rises to within 5 feet of the surface of the
site during the rainy season. Boring B-3 was located within approximately 25 feet of a drainage
ditch and storm drain system, and the soil mottling observed above 2½ feet may not be indicative of
seasonally high groundwater, but rather of storm runoff.
3.4 Infiltration Conditions
As indicated in the soil conditions section of this report, the site is underlain by slowly permeable,
to relatively impermeable glacial till soils at shallow depths.
Given the geologic conditions present within the project area, we do not interpret full or limited
infiltration as being feasible for this project. Site produced stormwater should be diverted to the
existing storm system.
3.5 Seismic Conditions
Based on our analysis of subsurface exploration logs and our review of published geologic maps,
we interpret the onsite soil conditions to generally correspond with site class E, as defined by
Table 20.2-1 in ASCE 7, per the 2015 International Building Code (IBC).
Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III
seismic parameters for the site are as follows:
Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018
Geotechnical Engineering Report P1377-T18
Migizi Group, Inc. Page 5 of 10
Ss = 1.446 g SMS = 1.301 g SDS = 0.867 g
S1 = 0.540 g SM1 = 1.296 g SD1 = 0.864 g
Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary
Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.30 g and Sa at a period of
1.0 seconds is 1.30 g.
The Design Response Spectrum Graph from the same website, using the same IBC information and
Risk Category, Sa at a period of 0.2 seconds is 0.87 g and Sa at a period of 1.0 seconds is 0.87 g.
3.6 Liquefaction Potential
Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength
caused by shear strains, as could result from an earthquake. Research has shown that saturated,
loose sands with fines (silt and clay) content less than about 20 percent are most susceptible to
liquefaction, but very loose silt can liquefy under severe seismic conditions.
The previous E3RA report dated May 22, 2013 included a Grain Size Analysis on a sandy, loose
saturated soil sample collected at a depth of 10 to 11½ feet below the footprint of the current tank
farm. That analysis indicates that the sample contains 21 percent silt, 76 percent fine sand, and a
small amount of coarser sand and gravel. Three Grain Size Analyses performed on our recent
borings in the footprint of the planned freezer addition found two samples of gravelly sand with
less than 6 percent fines at 10 and 15 feet, and a third sample of silty sand with 37.8 percent fines.
Based on this, we concluded that shallow soils underlying the site could liquefy during a severe
seismic event, especially when groundwater levels are seasonally high. However, should
liquefaction occur, it would likely be limited to isolated and discontinuous zones with little to no
expression at the ground surface.
The attached Soil Gradation Graph (Appendix B) displays the grain-size distribution of the sample
tested.
4.0 CONCLUSIONS AND RECOMMENDATIONS
Improvement plans call for construction of a new freezer addition on the east side of the existing
structure. The freezer addition will be a dock high structure and will be constructed in the existing
paved truck maneuvering area. Site runoff will be directed to the existing storm sewer. We offer
these recommendations:
• Feasibility: Based on our field explorations, research and analyses, the proposed
structure appears feasible from a geotechnical standpoint.
• Foundation and Floor Options: In order to address soil and liquefaction conditions
within the proposed expansion area and limit settlement of the addition and new
settlement of the existing structure, we recommend that all foundation elements and
floor slabs be supported by augercast piles. Recommendations for augercast pile
foundations are presented in Section 4.2.
Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018
Geotechnical Engineering Report P1377-T18
Migizi Group, Inc. Page 6 of 10
The following sections of this report present our specific geotechnical conclusions and
recommendations concerning site preparation, augercast pilings, slab-on-grade floors, asphalt
pavement, and structural fill. The Washington State Department of Transportation (WSDOT)
Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10,
Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for
Road, Bridge, and Municipal Construction, respectively.
4.1 Site Preparation
Preparation of the project site should involve erosion control, temporary drainage, clearing,
stripping, excavations, cutting, subgrade compaction, and filling.
Erosion Control: Before new construction begins, an appropriate erosion control system should be
installed. This system should collect and filter all surface water runoff through silt fencing. We
anticipate a system of berms and drainage ditches around construction areas will provide an
adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard
Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below
existing grade. An erosion control system requires occasional observation and maintenance.
Specifically, holes in the filter and areas where the filter has shifted above ground surface should be
replaced or repaired as soon as they are identified.
Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or
near-surface water within the construction zones before stripping begins. Because the selection of
an appropriate drainage system will depend on the water quantity, season, weather conditions,
construction sequence, and contractor's methods, final decisions regarding drainage systems are
best made in the field at the time of construction. Based on our current understanding of the
construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches
placed around the work areas will adequately intercept surface water runoff.
Clearing and Stripping: After surface and near-surface water sources have been controlled, sod,
topsoil, and root-rich soil should be stripped from the site. Our explorations and field observations
indicate that no significant organic horizon is observed at surface elevations across the project area.
Site Excavations: Based on our explorations, we expect that excavations will encounter moderately
consolidated fill soils at shallow elevations, and poorly consolidated alluvial soils immediately
beneath this material, both of which can be readily excavated using standard excavation equipment.
Dewatering: Groundwater seepage was encountered in both of our subsurface explorations at a
depth of 8 to 15 feet below existing grade, with higher groundwater tables being observed across
regions exhibiting surficial ponding. If groundwater is encountered in excavations above the water
table, or slightly below, we anticipate that an internal system of ditches, sumpholes, and pumps will
be adequate to temporarily dewater shallow excavations. For excavations significantly below the
water table, we anticipate that expensive dewatering equipment, such as well points, will be
required to temporarily dewater excavations.
Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018
Geotechnical Engineering Report P1377-T18
Migizi Group, Inc. Page 7 of 10
Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should
be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should
be no steeper than 1½H:1V, and should conform to Washington Industrial Safety and Health Act
(WISHA) regulations.
Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet-
weather filling are presented subsequently. Regardless of soil type, all fill should be placed and
compacted according to our recommendations presented in the Structural Fill section of this report.
Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent
(based on ASTM:D-1557).
Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as
structural fill:
• Surficial Organic Soil and Organic-Rich Fill Soils: Where encountered, surficial organic
soils like duff, topsoil, root-rich soil, and organic-rich fill soils are not suitable for use
as structural fill under any circumstances, due to high organic content.
Consequently, this material can be used only for non-structural purposes, such as in
landscaping areas.
• Existing Fill Material: As described in the Soil Conditions section of this report, the
uppermost 2½ feet of soils encountered onsite are comprised of existing fill material
placed during the original site development. This material ranged in composition
between crushed rock and gravelly silty sand. These materials should be considered
moderately sensitive, and reuse should be confined to periods of extended dry
weather.
• Alluvial Soils: Underlying existing fill material, we encountered native alluvial soils
exhibiting alternating layers of poorly consolidated fine-grained soils and
moderately consolidated granular soils. The uppermost fine-grained sand layer is
the only native soils which could be feasibly reused as structural fill throughout the
course of this project. This soil group is extremely moisture sensitive, and is
generally encountered in an over-saturated condition. Reuse of this material should
be limited to landscaping areas.
Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce
long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be
steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 2½H:1V) would further
reduce long-term erosion and facilitate revegetation.
Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the
top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover
should be established as soon as feasible, to further protect the slopes from runoff water erosion.
Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat.
Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018
Geotechnical Engineering Report P1377-T18
Migizi Group, Inc. Page 8 of 10
4.2 Augercast Piles
Based on the soil conditions discussed above, we recommend that the new building be supported
on augercast piles installed to a depth of 32 feet below the existing ground surface in the very dense
glacial till. The following table provides estimated allowable design capacities for 14-inch, 16-inch,
and 18-inch diameter augercast concrete pilings installed to the aforementioned embedment depth:
TABLE 2
RECOMMENDED ALLOWABLE PILE CAPACITIES
14-INCH, 16-INCH AND 18-INCH DIAMETER AUGERCAST CONCRETE PILES
Pile Diameter
(inches)
Depth Below
Existing Ground
Surface
(feet)
Downward Capacity
(tons)
Uplift Capacity
(tons)
14 32 50 12
16 32 62 14
The allowable pile capacities presented above apply to all long-term live and dead loads and may
be increased by one-third when considering short-term loads such as wind or seismic influence.
The allowable pile capacities are based on the strength of the supporting soils for the penetrations
indicated and include a factor of safety of at least 2. The allowable uplift capacities indicated for
augercast piles may be used provided that a reinforcing bar is installed the entire length of the pile.
This bar should be centered in the pile.
Static pile settlements are expected to be essentially elastic in nature and occur as loads are applied.
Total static settlement of piles constructed as recommended are not expected to exceed 1 inch, while
differential static settlements between comparably loaded piles are not expected to exceed about
50 percent of this value.
The pile capacities provided above apply to single piles. If piles within groups are spaced at least
three pile diameters on center, no reduction for pile group action need be made. The structural
characteristics of the pile materials and allowable internal stresses may impose more stringent
limitations and should be evaluated by the structural engineer.
Lateral loadings due to wind or seismic forces can be resisted by uplift or lateral loading on the piles,
or lateral soil resistance of the pile cap. The manner in which these loads are transferred into the piles
will be a function of the design of the foundation system. Passive soil resistance of the pile cap may be
computed using an equivalent fluid density of 220 pcf (pounds per cubic foot) for a level backfill
surface, provided the backfill around the pile cap is compacted to at least 95 percent of maximum dry
density per American Society for Testing and Materials (ASTM) D-1557. This value incorporates a
factor of safety of about 1.5.
Lateral capacities for augercast piling are dependent upon the characteristics of the reinforcing steel
and the coefficient of subgrade reaction for the surrounding soils. We recommend that the pile
stiffness, T, be computed using the formula T = (EI/f)1/5 where E equals the pile modulus of elasticity,
I equals the pile moment of inertia, and f equals the soil coefficient of subgrade reaction. A value of
6 tcf (tons per cubic foot) should be used for f. For the recommended penetration, the maximum
Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018
Geotechnical Engineering Report P1377-T18
Migizi Group, Inc. Page 9 of 10
moment for piles fixed against rotation at the ground surface will occur at a depth equal to about
1.8 T and the magnitude of this moment, M, can be computed using the formula M = 0.25 PT where
P is the lateral force applied at the ground surface. The moment will decrease to zero at a depth of
about 4.5 T. The maximum pile deflection at the ground surface can be computed using the formula
D = 0.93 (PT3/EI).
Pile Installation: Augercast (cast-in-place) concrete piles should be installed using a continuous-
flight, hollow-stem auger. As is common practice, the pile grout would be pumped under pressure
through the hollow-stem as the auger is withdrawn. Reinforcing steel for bending and uplift would
be placed in the fresh grout column immediately after withdrawal of the auger.
No direct information regarding the capacity of augercast piles (e.g., driving resistance data) is
obtained while this type of pile is being installed. Therefore, it is particularly important that the
installation of augercast piles be carefully monitored by a qualified individual working under the
direct supervision of a geotechnical engineer.
It should be noted that the recommended pile penetration and allowable capacities presented above
assumed uniform soil conditions. There may be unexpected variations in the depth and characteristics
of the supporting soils across the site.
Accordingly, we recommend that pile installation be monitored by a member of our staff who will
observe installation procedures and evaluate the adequacy of individual pile installations.
5.0 RECOMMENDED ADDITIONAL SERVICES
Because the future performance and integrity of the structural elements will depend largely on
proper site preparation, drainage, fill placement, and construction procedures, monitoring and
testing by experienced geotechnical personnel should be considered an integral part of the
construction process. Subsequently, we recommend that MGI be retained to provide the following
post-report services:
• Review all construction plans and specifications to verify that our design criteria
presented in this report have been properly integrated into the design;
• Prepare a letter summarizing all review comments (if required);
• Check all completed subgrades for footings and slab-on-grade floors before concrete
is poured, in order to verify their bearing capacity; and
• Prepare a post-construction letter summarizing all field observations, inspections,
and test results (if required).
APPROXIMATE SITE
LOCATION
P.O. Box 44840
Tacoma, WA 98448
Location Job Number Figure
DateTitle
600 SW 7th Street
Renton, Washington
Topographic and Location Map
1
07/20/18
P1377-T18
APPENDIX A
SOIL CLASSIFICATION CHART AND
KEY TO TEST DATA
LOG OF AUGER BORINGS
CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY
MIXTURES
SILTS AND CLAYSCOARSE GRAINED SOILSMore than Half > #200 sieveLIQUID LIMIT LESS THAN 50
LIQUID LIMIT GREATER THAN 50
CLEAN GRAVELS
WITH LITTLE OR
NO FINES
GRAVELS WITH
OVER 15% FINES
CLEAN SANDS
WITH LITTLE
OR NO FINES
MORE THAN HALF
COARSE FRACTION
IS SMALLER THAN
NO. 4 SIEVE
MORE THAN HALF
COARSE FRACTION
IS LARGER THAN
NO. 4 SIEVE
INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE
SANDY OR SILTY SOILS, ELASTIC SILTS
ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW
PLASTICITY
OH
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR,
SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH
SLIGHT PLASTICITY
CH
SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT
MIXTURES
SANDS
SILTS AND CLAYS
Figure A-1
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,
GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS,
LEAN CLAYS
R-Value
Sieve Analysis
Swell Test
Cyclic Triaxial
Unconsolidated Undrained Triaxial
Torvane Shear
Unconfined Compression
(Shear Strength, ksf)
Wash Analysis
(with % Passing No. 200 Sieve)
Water Level at Time of Drilling
Water Level after Drilling(with date measured)
RV
SA
SW
TC
TX
TV
UC
(1.2)
WA
(20)
Modified California
Split Spoon
Pushed Shelby Tube
Auger Cuttings
Grab Sample
Sample Attempt with No Recovery
Chemical Analysis
Consolidation
Compaction
Direct Shear
Permeability
Pocket Penetrometer
CA
CN
CP
DS
PM
PP
PtHIGHLY ORGANIC SOILS
TYPICAL NAMES
GRAVELS
ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTS
WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES
MAJOR DIVISIONS
PEAT AND OTHER HIGHLY ORGANIC SOILS
WELL GRADED SANDS, GRAVELLY SANDS
POORLY GRADED SANDS, GRAVELLY SANDS
SILTY SANDS, POORLY GRADED SAND-SILT MIXTURES
CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES
POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES
SOIL CLASSIFICATION CHART AND KEY TO TEST DATA
GW
GP
GM
GC
SW
SP
SM
SC
ML
FINE GRAINED SOILSMore than Half < #200 sieveLGD A NNNN02 GINT US LAB.GPJ 11/4/05INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
CL
OL
MH
SANDS WITH
OVER 15% FINES
Migizi Group, Inc.
SS
S-1
SS
S-2
SS
S-3
SS
S-4
SS
S-5
SS
S-6
SS
S-7
SS
S-8
12
18
18
18
12
18
11
1
2-4-6
(10)
0-0-0
(0)
1-0-0
(0)
0-0-5
(5)
12-11-14
(25)
0-0-0
(0)
5
(50/5")
(50/1")
SP
SM
ML
SM
SP
SM
SM
0.7
1.0
2.0
5.0
7.5
11.0
20.5
23.0
30.1
8 inches of asphalt
4 inches of crushed rock base
(SP) Brown fine to medium sand with gravel (medium dense, moist) (Fill)
(SM) Gray silty sand with some gravel (loose, moist)
(ML) Gray mottled silt (very soft, wet)
(SM) Gray mottled silty sand (very loose, wet)
(SP) Gray fine to coarse sand with gravel (medium dense, wet)
(SM) Gray silty sand with abundant organics (loose, wet)
(SM) Gray silty sand (very dense, dry) (Till)
Grades to with gravel
Bottom of borehole at 30.1 feet.
NOTES
LOGGED BY LBB
DRILLING METHOD HSA / Truck Mount
DRILLING CONTRACTOR Holt GROUND WATER LEVELS:
CHECKED BY JEB
DATE STARTED 7/6/18 COMPLETED 7/6/18
AT TIME OF DRILLING 9.00 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 4.25" HSAGROUND ELEVATION
SAMPLE TYPENUMBERDEPTH(ft)0
5
10
15
20
25
30
PAGE 1 OF 1
Figure A-2
BORING NUMBER B-1
CLIENT Tahoma Design Group
PROJECT NUMBER P1377-T18
PROJECT NAME Northwest Gourmet Foods Proposed Freezer Addition
PROJECT LOCATION 600 SW 7th Street, Renton, WA
COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 7/27/18 14:08 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1377-T18\P1377-T18 BORING LOGS.GPJMigizi Group, Inc.
PO Box 44840
Tacoma, WA 98448
Telephone: 253-537-9400
Fax: 253-537-9401
RECOVERY (in)(RQD)BLOWCOUNTS(N VALUE)U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
SS
S-1
SS
S-2
SS
S-3
SS
S-4
SS
S-5
SS
S-6
SS
S-7
SS
S-8
9
0.25
18
18
18
18
18
2
1-0-2
(2)
0-0-0
(0)
5-11-14
(25)
17-15-12
(27)
5-5-9
(14)
11-12-29
(41)
3-5-12
(17)
(50/2")
SP
SP-
SM
SP
SP
SM
0.7
1.0
7.5
8.5
15.0
28.0
30.2
8 inches of asphalt
4 inches of crushed rock base
(SP) Black/white fine to medium sand with fines (loose, moist)
(SP-SM) Gray and red mottled fine sand with silt and gravel (medium dense, wet)
(SP) Gray and red mottled coarse to medium sand with gravel and fines (medium dense, wet)
(SP) Gray fine to coarse sand with some gravel (medium dense, wet)
Grades to gray/black
(SM) Gray silty sand (very dense, dry) (Till)
Bottom of borehole at 30.2 feet.
NOTES
LOGGED BY LBB
DRILLING METHOD HSA / Truck Mount
DRILLING CONTRACTOR Holt GROUND WATER LEVELS:
CHECKED BY JEB
DATE STARTED 7/6/18 COMPLETED 7/6/18
AT TIME OF DRILLING 8.00 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 4.25" HSAGROUND ELEVATION
SAMPLE TYPENUMBERDEPTH(ft)0
5
10
15
20
25
30
PAGE 1 OF 1
Figure A-3
BORING NUMBER B-2
CLIENT Tahoma Design Group
PROJECT NUMBER P1377-T18
PROJECT NAME Northwest Gourmet Foods Proposed Freezer Addition
PROJECT LOCATION 600 SW 7th Street, Renton, WA
COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 7/27/18 14:08 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1377-T18\P1377-T18 BORING LOGS.GPJMigizi Group, Inc.
PO Box 44840
Tacoma, WA 98448
Telephone: 253-537-9400
Fax: 253-537-9401
RECOVERY (in)(RQD)BLOWCOUNTS(N VALUE)U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
SS
S-1
SS
S-2
SS
S-3
SS
S-4
SS
S-5
SS
S-6
SS
S-7
SS
S-8
18
18
18
18
12
9
9
12
1-0-0
(0)
0-0-0
(0)
2-1-1
(2)
4-3-3
(6)
9-14-15
(29)
2-6-16
(22)
3-3-7
(10)
17
(50/6")
ML
SP
SP
SM
0.7
1.0
7.5
15.0
30.5
31.0
8 inches of asphalt
4 inches of crushed rock base
(ML) Gray mottled silt (very loose, moist)
(SP) Red and brown mottled fine to medium sand with fines (loose, moist)
Grades to wet
(SP) Gray and black fine to coarse sand with fines and gravel (medium dense, wet)
(SM) Light gray silty sand (very dense, dry) (Till)
Bottom of borehole at 31.0 feet.
NOTES
LOGGED BY LBB
DRILLING METHOD HSA / Truck Mount
DRILLING CONTRACTOR Holt GROUND WATER LEVELS:
CHECKED BY JEB
DATE STARTED 7/6/18 COMPLETED 7/6/18
AT TIME OF DRILLING 8.50 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 4.25" HSAGROUND ELEVATION
SAMPLE TYPENUMBERDEPTH(ft)0
5
10
15
20
25
30
PAGE 1 OF 1
Figure A-4
BORING NUMBER B-3
CLIENT Tahoma Design Group
PROJECT NUMBER P1377-T18
PROJECT NAME Northwest Gourmet Foods Proposed Freezer Addition
PROJECT LOCATION 600 SW 7th Street, Renton, WA
COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 7/27/18 14:08 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1377-T18\P1377-T18 BORING LOGS.GPJMigizi Group, Inc.
PO Box 44840
Tacoma, WA 98448
Telephone: 253-537-9400
Fax: 253-537-9401
RECOVERY (in)(RQD)BLOWCOUNTS(N VALUE)U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION