HomeMy WebLinkAboutRS_Geotechnical Report_Mud Bay_ 200129_V1Mud Bay Geotechnical Services, LLC• 2724 Langridge Loop NW • Olympia, WA 98502
360-481-9784 • cheathman@mudbaygeotech.com
January 29, 2020 Job:1172-KIN
Page 1
Terry Mitchell
3625 Meadow Ave N, Renton WA 98056
Renton, WA 98056
Subject: 3625 Meadow Ave N
Renton, WA 98056
Site Development Geotechnical Recommendations
Dear Ms. Mitchell,
This report presents the results of our geotechnical investigation and contains geotechnical
recommendations for the project taking place at 3625 Meadow Ave N, Renton WA. This is an
updated report that supersedes the report dated December 29, 2019.
The analyses, conclusions, and recommendations in this report are based on three boring
(designated as BH-1-19, BH-2-19, and BH-3-19) completed specifically for this project,
published geologic information for the site and vicinity, USDA textural analysis of retained
samples, and our experience with similar geologic materials. The conditions observed in the
bore holes are assumed to be representative of the subsurface conditions throughout the
project area. If during construction, subsurface conditions differ from those described in the
explorations, we should be advised immediately so we may reevaluate the recommendations.
Location and Description
The parcel number 3342700480 is located at 3526 Meadow Ave N in Renton, WA. The site
location and vicinity for the property are presented in Figure 1. The scope of the project, as we
understand it, is to develop the site with a new access road covering 0.097 acres of the 0.91-acre
parcel, in addition to construction of a new home on Lot #2. Proposed development can be viewed
on the provided Site Plan, attached to this report as Figure 2. It is anticipated the structure will be
supported on shallow strip footing foundations and shallow pier foundations.
Mud Bay Geotechnical Services, LLC• 2724 Langridge Loop NW • Olympia, WA 98502
360-481-9784 • cheathman@mudbaygeotech.com
The site currently accommodates one single-family residence, a detached 2-car garage, a small
section of asphalt drive, and a gravel access road. Surface conditions on the parcel consists of
manicured and landscaped lawn, with the entirety of the site having a gentle grade projecting
down-slope to the west and north west. Discussions with the client suggest the site is well
draining, with little to no standing water being present following rain events. Several fruit and small
native trees exist in the current front-yard. A retaining wall ranging in height from 2 to 4 feet spans
the southern boundary of the neighboring parcel and appears to be in good condition.
Site Soils and Geology
As part of this project, we reviewed geologic data from the Washington State Department of
Natural Resources available at the 1:100,000 scale and prepared a site-specific geology map,
attached as Figure 3 to this report. The project vicinity geologic map indicates the project site is
directly underlain by Pleistocene continental glacial drift, and the site vicinity consists generally
of Pleistocene continental glacial till and Quaternary alluvium. Conditions observed at the site
are generally consistent with the mapped geology.
Along with the site geology, soil data was also reviewed and is represented in attached Figure
4, USDA Soil Map. The soil in this area was mapped by the United States Department of
Agriculture, USDA, as Indianola loamy sand, 5 to 15 percent slopes. The USDA describes
Indianola loamy sand as being "somewhat excessively drained" and forming often in sandy
glacial drift deposits. Consistency across field classification, mapped soils, and soil descriptions
all indicate the soil conditions at the site are consistent with the USDA mapping. See the
Subsurface Exploration section below for a detailed soil characterization. It should be noted the
percent slopes associated with these soils is an approximation and does not necessarily reflect
the true surface topography.
Subsurface Exploration
As part of the geotechnical investigation, three shallow hand augured borings were completed.
The borings were completed using a Humboldt Manufacturing model H-4414QC hand auger
with a 4-inch diameter bucket tube sampler. In situ testing was performed at selected depths
using a Humboldt Manufacturing model H-4202A dynamic cone penetrometer to estimate the
density of the soil. The dynamic cone penetrometer uses a 15-lb steel mass falling a height of
20-inches onto an anvil to penetrate a 1.5-inch diameter 45-degree cone tip seated into the
bottom of the hole. The number of blows is recorded to achieve at total of ¾ inches of
penetration into the soil. This recorded blow count is correlated to the Standard Penetration Test
(SPT) field N-value blow count determined in accordance with ASTM D1586, which is the
standard in situ test method for determining relative density of cohesionless soils and the
consistency of cohesive soils. Hand auger samples were removed from the bottom of the hole
after the dynamic cone penetration testing was performed in order to observe the soil material at
the approximate depth the test was performed.
The soil samples were classified visually in the field in general accordance with ASTM D2488,
the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).
Once transported back to the office, the samples were re-examined, and the field classifications
were modified accordingly. We then selected representative samples for a suite of laboratory
tests. The overall soil-testing program included moisture content analyses, Atterberg limits, and
Mud Bay Geotechnical Services, LLC• 2724 Langridge Loop NW • Olympia, WA 98502
360-481-9784 • cheathman@mudbaygeotech.com
particle-size analyses. The results of the laboratory tests are presented in Appendix B.
Summary logs of the borings are included in Appendix A. Note the soil descriptions and
interfaces shown on the log are interpretive, and actual changes may be gradual. Upon
completion, the holes were backfilled to the original ground surface using excavated material
from the spoil piles.
Soil and Groundwater Conditions
Three hand augured borings (designated BH-1-19, BH-2-19, and BH-3-19), were performed to a
depth of 72 inches, 84 inches, and 72 inches, respectively, below the current ground surface in
order to explore the subsurface conditions at the site location. The approximate locations of the
borings have been included as Figure 5 attached to this report, Site Exploration Map. The
subsurface conditions observed in all three of the borings consisted of very loose to loose,
moist, brown, silty sand (SM) to a depth of 72 to 84 inches. It was noted that groundwater, likely
a result of localized seepage, was present in boring BH-2-19. Boring BH-1-19 and BH-3-19 had
moist soils throughout the entire depth.
Shallow Foundation Support
Shallow strip footings will be used to support the new structure loads. Based on the conditions
observed in the boring, we recommend locating the bottom of the new footings on the native soil
deposits at a minimum depth of approximately 1.5 feet below the existing ground surface.
If the footings are placed on the native material at or below a depth of 1.5 feet, then the
subgrade at that elevation should be cleared and grubbed and the exposed native subgrade
soils should be compacted in place. The subgrade should be inspected for any pockets of loose
material. Loose material should be removed and replaced with a minimum of 6-inches of
crushed surfacing base coarse (CSBC). The CSBC should be placed in layers no greater than
6-inches and compacted to at least 95 percent of the maximum dry density. Prior to placement
of the CSBC, we recommend placing a construction geosynthetic directly on the native
subgrade within the footprint of all strip footings, piers, and slabs-on-grade. The geosynthetic
used should meet the requirements of a construction geotextile for soil separation in accordance
with Section 9-33.1 of the WSDOT Standard Specifications.
Footings bearing on a subgrade prepared as described above can be designed using a
maximum allowable bearing pressure of 1,200 psf. We recommend a minimum footing width of
18 inches be used in the design. The maximum allowable bearing pressure may be increased
by up to one-third for short-term transient loading conditions such as wind and seismic loading.
We anticipate that total settlement will not exceed one inch, and differential settlement along an
equivalent 50-foot length of footing will not exceed half of the total settlement. The settlement is
expected to be elastic and will occur as the footings are loaded.
We recommend footing subgrade preparation be evaluated by Mud Bay Geotechnical Services,
LLC prior to placement of concrete. Foundation subgrade preparation should not be performed
during periods of wet weather. We recommend staging the foundation subgrade excavation,
compaction of native subgrade soils, and placement of CSBC to limit the time the foundation
subgrade is exposed to weather.
Mud Bay Geotechnical Services, LLC• 2724 Langridge Loop NW • Olympia, WA 98502
360-481-9784 • cheathman@mudbaygeotech.com
Lateral Earth Pressures
The portion of the new footings and stem walls below final grade should be designed to resist
lateral earth pressures of the backfill placed behind the walls. For lateral load analysis, we
recommend the geotechnical parameters in Table 1 be used for lateral design and analysis.
Table 1 : Lateral Earth Pressure Parameters
Parameter Design Value
Backfill Unit Weight (γ) 135 pcf
Wall Backfill Soil Friction Angle (φf) 37°
Coefficient of Sliding (tan φf) 0.55
Active Earth Pressure (Ka) 0.23 (EFP 31.1 psf)
At Rest Earth Pressure (K0) 0.40 (EFP 54.0 psf)
Passive Earth Pressure (Kp) 4.02 (EFP 542.7 psf)
The passive earth pressure coefficient and coefficient of sliding presented in Table 1 are
ultimate values and should be reduced by a factor of safety equal to 1.5 for final design. The
lateral earth pressure coefficients provided in Table 1 are based on the use of Gravel Backfill for
Walls. Active earth pressures can be assumed for design, provided that the walls can yield
laterally at least 0.001H (where H is the exposed wall height in feet). If the wall is not capable of
yielding that amount, then at-rest earth pressures should be used.
Seismic loading represented as a rectangular shaped dynamic uniform lateral surcharge equal
to 8H psf should be applied, with the resultant acting at a height of 0.5H, where H is the height
of the wall. This value, which was calculated using the Mononobe-Okabe method, is appropriate
for yielding walls designed in accordance with the 2015 IBC.
Drainage Considerations
We recommend including a perimeter footing drain system, consisting of a 4-inch diameter,
perforated or slotted, rigid plastic pipe placed at the base of the wall footings. The drain should
be embedded in a clean, free-draining sand and gravel meeting the requirements of Section 9-
03.12(4) of the WSDOT Standard Specifications for Gravel Backfill for Drains. The drains should
be sloped slightly to drain to an appropriate discharge area. Appropriate water and weather
proofing measures should be used in order to reduce the potential for leaks through the stem
walls.
Utilities
Utilities may need to be temporarily or permanently relocated as part of the project. The utility
subgrade (base of trench excavation) should be relatively firm prior to placing bedding
materials. Subgrade that is observed to be soft, pumping, or containing abundant organics or
refuse should be sub-excavated to firm subgrade soil or a maximum depth of 2 feet. Sub-
excavated areas should be backfilled with structural fill.
Mud Bay Geotechnical Services, LLC• 2724 Langridge Loop NW • Olympia, WA 98502
360-481-9784 • cheathman@mudbaygeotech.com
Material placed directly below, around, and above utility pipes should consist of Gravel Backfill
for Pipe Zone Bedding as described in Section 9-03.12(3) of the WSDOT Standard
Specifications. The pipe bedding materials should be placed and compacted to a relatively firm
condition in accordance with the manufacturer’s specifications. Bedding and cover should be a
minimum of 6-inches thick.
Earthwork Considerations
Soils placed as fill beyond the limits of foundation subgrade, wall backfill, and pipe zone areas
described previously should be considered structural fill. Structural fill should consist of material
meeting the requirements of Common Borrow as described in Section 9-03.14(3) of the WSDOT
Standard Specifications. Based on the conditions observed in the boring, the onsite material
that will be removed for construction meets the requirements for Common Borrow, provided that
it can be moisture conditioned to achieve proper compaction. The onsite material contains a
fines content great enough that it is considered to be moisture sensitive. This material may be
difficult to compact if exposed to wet weather. Drying excessively wet soil will be easier during
the drier time of the year.
Structural fill should be placed and compacted in lifts no greater than 8 inches when using
relatively large compaction equipment, such as a vibrating compaction equipment attached to
an excavator or a drum roller. If small, hand-operated compaction equipment is used to compact
the structural fill, fill lifts should not exceed 6 inches. Based on the small size of the project and
difficult access, most likely small hand-operated equipment will be used.
Structural fill should be placed and compacted to between 92 and 95 percent of the maximum
dry density. All other fill material should be placed and compacted as described previously. Fill
placed in softscape, landscape, or common areas that can accommodate some settlement
should be compacted to a relatively firm and unyielding condition.
Stormwater infiltration Design
On site stormwater facilities will be used for stormwater treatment and flow control. The soils in
the upper 4 to 6 feet were classified for USDA soil texture in order to estimate the long-term
infiltration rate. Based on the conditions observed in the borings and laboratory testing for soil
gradation, the soils at the site are classified as a sandy loam to loam soil. We recommend
assuming a long-term infiltration rate of 1.0 inches per hour.
Erosion Control
Erosion control should be implemented during construction with the use of silt fences and
construction fencing around the perimeter of the work area. Jute, coir, or turf reinforcement mat
should be placed on the surface of all exposed ground surfaces with slopes greater than 15
percent, pinned a minimum of 30 inches below the surface. The erosion condition of slopes should
be monitored periodically during construction for any signs of surface erosion or degradation. If
significant erosion is observed, then it should be mitigated as soon as possible. To reduce the
potential for long term erosion from occurring, it is recommended the surface all bare ground are
vegetated following construction with a combination of native plants and hydroseeding.
Mud Bay Geotechnical Services, LLC• 2724 Langridge Loop NW • Olympia, WA 98502
360-481-9784 • cheathman@mudbaygeotech.com
Recommended Additional Services
Before construction begins, we recommend a copy of the draft plans and specifications
prepared for the project be made available for review so that we can ensure that the
geotechnical recommendations in this report are included in the Contract.
Mud Bay Geotechnical Services, LLC is also available to provide geotechnical engineering and
construction monitoring services throughout the remainder of the design and construction of the
project. The integrity of the geotechnical elements of a project depend on proper site
preparation and construction procedures. In addition, engineering decisions may need to be
made in the field if conditions are encountered that differ from those described in this report.
During the construction phase of the project, we recommend that Mud Bay Geotechnical
Services, LLC be retained to review construction submittals, observe and evaluate subgrade for
footings, structural fill placement and compaction, and provide recommendations for any other
geotechnical considerations that may arise during construction.
Intended Use and Limitations
This report has been prepared to assist the client and their consultants in the engineering
design and construction of the subject project. It should not be used, in part or in whole for other
purposes without contacting Mud Bay Geotechnical Services, LLC for a review of the
applicability of such reuse.
This report should be made available to prospective contractors for their information only and
not as a warranty of ground conditions.
The conclusions and recommendations contained in this report are based on Mud Bay
Geotechnical Services, LLC understanding of the project at the time that the report was written
and on-site conditions that existed at time of the field exploration. If significant changes to the
nature, configuration, or scope of the project occur during the design process, we should be
consulted to determine the impact of such changes on the recommendations and conclusions
presented in this report.
Site exploration and testing describes subsurface conditions only at the sites of subsurface
exploration and at the intervals where samples are collected. These data are interpreted by Mud
Bay Geotechnical Services, LLC rendering an opinion regarding the general subsurface
conditions. Actual subsurface conditions can be discovered only during earthwork and
construction operations. The distribution, continuity, thickness, and characteristics of identified
(and unidentified) subsurface materials may vary considerably from that indicated by the
subsurface data. While nothing can be done to prevent such variability, Mud Bay Geotechnical
Services, LLC is prepared to work with the project team to reduce the impacts of variability on
project design, construction, and performance.
We appreciate the opportunity to serve your geotechnical needs on this project and look forward
to working with you in the future. Please contact us at your earliest convenience if you have any
questions or would like to discuss any of the contents of this report.
Mud Bay Geotechnical Services, LLC• 2724 Langridge Loop NW • Olympia, WA 98502
360-481-9784 • cheathman@mudbaygeotech.com
Sincerely,
Chris Heathman, P.E.
Mud Bay Geotechnical Services, LLC
Figure 1: Site Map
3625 Meadow Ave N,
Renton WA, 98056
Site Development Geotechnical Report
JOB #:1172-KIN Date: Nov., 2019
Site Location
Figure 2: Site Plan
3625 Meadow Ave N,
Renton WA, 98056
Site Development Geotechnical Report
JOB #:1172-KIN Date: Nov., 2019
LEGEND
Figure 3: WA DNR Geologic Map
3625 Meadow Ave N,
Renton WA, 98056
Site Development Geotechnical Report
JOB #: 1172-KIN Date: Nov., 2019
Site Location
200 ft
100 m
LEGEND
Site Location
Figure 4: USDA Soils Map
3625 Meadow Ave N,
Renton WA, 98056
Site Development Geotechnical Report
JOB #: 1172-KIN Date: Nov., 2019
BH-1-19 BH-2-19
Site Location
Figure 5: Site Exploration Map
3625 Meadow Ave N,
Renton WA, 98056
Site Development Geotechnical Report
JOB #:1172-KIN Date: Nov., 2019
Sample Location
BH-3-19
APPENDIX A – FINAL BORING LOGS
Completed: Hammer Type:
Backfilled: Hammer Weight: Hammer Drop:
Groundwater Depth: Total Depth of Boring:
Lithology
Very loose, moist, brown, silty sand (SM)
Very loose, moist, brown, silty sand (SM)
Loose, moist, brown, silty sand (SM)
Loose, moist, brown, silty sand (SM)
Standard Penetration Slit Spoon Sampler (SPT)
Blows/3/4"Density
0-4 Very Loose
5-10 Loose
11-24 Medium Dense
25-50 Dense
>50 Vey Dense
Project: Client: Boring No. 1 of 3:
Site Development Terry Mitchell BH-1-19
Project Number:Drilling Contractor:Drill Rig Type:
1172-KIN n/a Hand Auger
Address:DateStarted: Bit Type: Diameter:
3625 Meadow Ave N, Renton
WA 98056
11/6/2019 n/a 4 inches
Fluid:
11/6/2019 Steel n/a
Logged By:
Logan Krehbiel 11/6/2019 15lbs 20 inches
Drill Crew: Elevation:
Samantha Denham none Existing Surface 72"DepthSample TypeSample NumberBlow Counts (blows/3/4")Graphic LogDry Density (pcf)Moisture Content (%)Additional TestSoil Group Name: modifier, color, moisture, density/consistency, grain size, other
descriptors
Rock Description: modifierm color, hardness/degree of concentration, bedding and
joint characteristics, solutions, void conditions.
Bore Log Symbols Soil Density Modifiers
Gravel, Sand, Non-Plastic Silt Elastic Silts and Clays
California Sampler Blows/3/4" Consistency
Shelby Tube 0-1 Very Soft
CPP Sampler 2-4 Soft
StabIlized Ground water 5-8 Medium Stiff
31-60 Hard
31-61 Very Hard
Groundwater At time of Drilling 9-15 Stiff
Bulk/ Bag Sample 16-30 Very Stiff
18"S-1 1
36"S-2 3
54"S-3 6
72"S-4 6
Completed: Hammer Type:
Backfilled: Hammer Weight: Hammer Drop:
Groundwater Depth: Total Depth of Boring:
Lithology
Very loose, moist, brown, silty sand (SM)
Very loose, moist, brown, silty sand (SM)
Loose, moist, brown, silty sand (SM)
Sharp increase in moisture content @ 68".
Very loose, moist, brown, silty sand (SM)
Standard Penetration Slit Spoon Sampler (SPT)
Blows/3/4"Density
0-4 Very Loose
5-10 Loose
11-24 Medium Dense
25-50 Dense
>50 Vey Dense
Project: Client: Boring No. 2 of 3:
Site Development Terry Mitchell BH-2-19
Project Number:Drilling Contractor:Drill Rig Type:
1172-KIN n/a Hand Auger
Address:DateStarted: Bit Type: Diameter:
3625 Meadow Ave N, Renton
WA 98056
11/6/2019 n/a 4 inches
Fluid:
11/6/2019 Steel n/a
Logged By:
Logan Krehbiel 11/6/2019 15lbs 20 inches
Drill Crew: Elevation:
Samantha Denham none Existing Surface 84"DepthSample TypeSample NumberBlow Counts (blows/3/4")Graphic LogDry Density (pcf)Moisture Content (%)Additional TestSoil Group Name: modifier, color, moisture, density/consistency, grain size, other
descriptors
Rock Description: modifierm color, hardness/degree of concentration, bedding and
joint characteristics, solutions, void conditions.
Bore Log Symbols Soil Density Modifiers
Gravel, Sand, Non-Plastic Silt Elastic Silts and Clays
California Sampler Blows/3/4" Consistency
Shelby Tube 0-1 Very Soft
CPP Sampler 2-4 Soft
StabIlized Ground water 5-8 Medium Stiff
31-60 Hard
31-61 Very Hard
Groundwater At time of Drilling 9-15 Stiff
Bulk/ Bag Sample 16-30 Very Stiff
18"S-1 1
36"S-2 6
54"S-3 5
72"S-4 4
Completed: Hammer Type:
Backfilled: Hammer Weight: Hammer Drop:
Groundwater Depth: Total Depth of Boring:
Lithology
Very loose, moist, brown, silty sand (SM)
Very loose, moist, brown, silty sand (SM)
Loose, moist, brown, silty sand (SM)
Loose, moist, brown, silty sand (SM)
Standard Penetration Slit Spoon Sampler (SPT)
Blows/3/4"Density
0-4 Very Loose
5-10 Loose
11-24 Medium Dense
25-50 Dense
>50 Vey Dense
Project: Client: Boring No. 3 of 3:
Site Development Terry Mitchell BH-3-19
Project Number:Drilling Contractor:Drill Rig Type:
1172-KIN n/a Hand Auger
Address:DateStarted: Bit Type: Diameter:
3625 Meadow Ave N, Renton
WA 98056
11/6/2019 n/a 4 inches
Fluid:
11/6/2019 Steel n/a
Logged By:
Logan Krehbiel 11/6/2019 15lbs 20 inches
Drill Crew: Elevation:
Samantha Denham none Existing Surface 72"DepthSample TypeSample NumberBlow Counts (blows/3/4")Graphic LogDry Density (pcf)Moisture Content (%)Additional TestSoil Group Name: modifier, color, moisture, density/consistency, grain size, other
descriptors
Rock Description: modifierm color, hardness/degree of concentration, bedding and
joint characteristics, solutions, void conditions.
Bore Log Symbols Soil Density Modifiers
Gravel, Sand, Non-Plastic Silt Elastic Silts and Clays
California Sampler Blows/3/4" Consistency
Shelby Tube 0-1 Very Soft
CPP Sampler 2-4 Soft
StabIlized Ground water 5-8 Medium Stiff
31-60 Hard
31-61 Very Hard
Groundwater At time of Drilling 9-15 Stiff
Bulk/ Bag Sample 16-30 Very Stiff
18"S-1 1
36"S-2 3
54"S-3 5
72"S-4 6
APPENDIX B – LABORATORY TEST RESULTS
Date Revised:Date Sampled:
Test(s) Performed:Test(s) Performed:
X
X
X
Respectfully Submitted,
NW Region Laboratory Manager
Atterberg Limits
Asphalt Extraction/Gradation
Moisture Content
Specific Gravity, Coarse
Specific Gravity, Fine
Hydrometer Analysis
Proctor
Sand Equivalent
Fracture Count
See Report
WSDOT Degradation
Bulk Density & Voids
Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980
Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974
Visit our website: www.mtc-inc.net
Meghan Blodgett-Carrillo
If you have any questions concerning the test results, the procedures used, or if we can be of any further assistance please call on us at the
number below.
Rice Density
Loamy Sand
Non-plastic
Materials Testing & Consulting, Inc.
Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting
Test Results
Olympia, WA 98502
Chris Heathman
December 10, 2019
19S056-07
B19-1174
Project #:
1172 - KINAddress:
As requested MTC, Inc. has performed the following test(s) on the sample referenced above. The testing was performed in accordance with
current applicable AASHTO or ASTM standards as indicated below. The results obtained in our laboratory were as follows below or on the
attached pages:
Test Results
Client:
Sample #:
Date:
Project:
Mud Bay Geotechnical Services, LLC.
2724 Langridge Loop NW
Attn:
Sulfate SoundnessSieve Analysis
Not Reported
Project:Date Received:4-Dec-19
Project #:Sampled By:Client
Client:Date Tested:5-Dec-19
Source:Tested By:A. Eifrig
Sample#:B19-1174
D(5) =0.010 mm % Gravel =1.0%Coeff. of Curvature, CC =1.31
Specifications D(10) =0.020 mm % Sand =60.5%Coeff. of Uniformity, CU =6.87
No Specs D(15) =0.029 mm % Silt & Clay =38.4%Fineness Modulus =0.74
Sample Meets Specs ?N/A D(30) =0.059 mm Liquid Limit =0.0%Plastic Limit =0.0%
D(50) =0.107 mm Plasticity Index =0.0%Moisture %, as sampled =n/a
D(60) =0.134 mm Sand Equivalent =n/a Req'd Sand Equivalent =
D(90) =0.482 mm Fracture %, 1 Face =n/a Req'd Fracture %, 1 Face =
Dust Ratio =3/7 Fracture %, 2+ Faces =n/a Req'd Fracture %, 2+ Faces =
Actual Interpolated
Cumulative Cumulative
Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min
12.00"300.00 100%100.0%0.0%
10.00"250.00 100%100.0%0.0%
8.00"200.00 100%100.0%0.0%
6.00"150.00 100%100.0%0.0%
4.00"100.00 100%100.0%0.0%
3.00"75.00 100%100.0%0.0%
2.50"63.00 100%100.0%0.0%
2.00"50.00 100%100%100.0%0.0%
1.75"45.00 100%100.0%0.0%
1.50"37.50 100%100.0%0.0%
1.25"31.50 100%100.0%0.0%
1.00"25.00 100%100%100.0%0.0%
3/4"19.00 100%100%100.0%0.0%
5/8"16.00 100%100.0%0.0%
1/2"12.50 100%100%100.0%0.0%
3/8"9.50 100%100%100.0%0.0%
1/4"6.30 99%100.0%0.0%
#4 4.75 99%99%100.0%0.0%
#8 2.36 99%100.0%0.0%
#10 2.00 98%98%100.0%0.0%
#16 1.18 94%100.0%0.0%
#20 0.850 92%100.0%0.0%
#30 0.600 91%100.0%0.0%
#40 0.425 90%90%100.0%0.0%
#50 0.300 79%100.0%0.0%
#60 0.250 75%100.0%0.0%
#80 0.180 68%100.0%0.0%
#100 0.150 66%66%100.0%0.0%
#140 0.106 50%100.0%0.0%
#170 0.090 44%100.0%0.0%
#200 0.075 38.4%38.4%100.0%0.0%
Copyright Spears Engineering & Technical Services PS, 1996-98
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc.
Visit our website: www.mtc-inc.net
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written
approval.
Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980
Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974
Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting
Sieve Report
ASTM C-136, ASTM D-6913
19S056-07
Mud Bay Geotechnical Services, LLC.
BH-3-19 S3 @ 54''
ASTM D-2487 Unified Soils Classification System
ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821
SM, Silty Sand
brown
Sample Color:
1172 - KIN
8"6"4"2"3"1½"1¼"10"1"¾"5/8"½"3/8"¼"#4#8#10#16#20#30#40#50#60#80#100#140#170#2000%
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0.0010.0100.1001.00010.000100.000% Passing% PassingParticle Size (mm)
Grain Size Distribution
Sieve Sizes Max Specs Min Specs Sieve Results
Project:1172 - KIN Date Received:4-Dec-19
Project #:19S056-07 Sampled By:Client
Client :Mud Bay Geotechnical Services, LLC.Date Tested:5-Dec-19 Sample Color
Source:BH-3-19 S3 @ 54''Tested By:A. Eifrig
Sample#:B19-1174
Assumed Sp Gr :2.70
Sample Weight:50.07 grams
Hydroscopic Moist.:6.31%Sieve Percent
Adj. Sample Wgt :47.10 grams Size Passing
3.0"100%75.000 mm
Hydrometer 2.0"100%50.000 mm
Reading Corrected Percent 1.5"100%37.500 mm
Minutes Reading Passing 1.25"100%31.500 mm
2 7 14.5%0.0371 mm 1.0"100%25.000 mm
5 6.5 13.5%0.0235 mm 3/4"100%19.000 mm
15 5.5 11.4%0.0137 mm 5/8"100%16.000 mm
30 5 10.4%0.0097 mm 1/2"100%12.500 mm
60 4.5 9.3%0.0069 mm 3/8"100%9.500 mm
250 3 6.2%0.0034 mm 1/4"99%6.300 mm
1440 2.5 5.2%0.0014 mm #4 99%4.750 mm
#10 98%2.000 mm
% Gravel:1.0%Liquid Limit:0.0 %#20 92%0.850 mm
% Sand:60.5%Plastic Limit:0.0 %#40 90%0.425 mm
% Silt:30.8%Plasticity Index:0.0 %#100 66%0.150 mm
% Clay:7.7%#200 38.4%0.075 mm
Silts 37.8%0.074 mm
22.7%0.050 mm
12.7%0.020 mm
Clays 7.7%0.005 mm
5.5%0.002 mm
Colloids 3.7%0.001 mm
Particle Size
% Sand:77.0%2.0 - 0.05 mm
% Silt:17.4%0.05 - 0.002 mm
% Clay:5.6%< 0.002 mm
Loamy Sand
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from
or regarding our reports is reserved pending our written approval.
USDA Soil Textural Classification
ASTM C-136
Soils Particle
ASTM D-422, HYDROMETER ANALYSIS
Sieve Analysis
Grain Size Distribution
Visit our website: www.mtc-inc.net
Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980
Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974
Materials Testing & Consulting, Inc.
Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting
USDA Soil Textural Classification
Hydrometer Report
SM, Silty Sand
Diameter
brown
Soils Particle
Diameter
ASTM D 2487 Soils Classification
Project:
Project #:
Client:Sample Color
Source:
Sample #:
#1 #2 #3 #4 #5 #6
Weight of Wet Soils + Pan:
Weight of Dry Soils + Pan:Non-Plastic
Weight of Pan:
Weight of Dry Soils:Liquid Limit @ 25 Blows:N/A
Weight of Moisture:Plastic Limit:N/A
% Moisture:Plasticity Index, IP:N/A
Number of Blows:
#1 #2 #3 #4 #5 #6
Weight of Wet Soils + Pan:
Weight of Dry Soils + Pan:Non-Plastic
Weight of Pan:
Weight of Dry Soils:
Weight of Moisture:
% Moisture:
Copyright Spears Engineering & Technical Services PS, 1996-98
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
Geotechnical Engineering • Special Inspections • Materials Testing • Environmental Consulting
Materials Testing & Consulting, Inc.
Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974
6-Dec-19
BH-3-19 S3 @ 54''
Mud Bay Geotechnical Services, L
A. Eifrig
4-Dec-19
Client
ASTM D4318 - Liquid Limit, Plastic Limit and Plasticity Index of Soils
1172 - KIN Unified Soils Classification System, ASTM D-2487Date Received:
B19-1174
Visit our website: www.mtc-inc.net
Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980
Liquid Limit Determination
threads. Non-plastic.
Liquid limit cannot be determined as the material displays rapid dilation. Plastic limit cannot be established as the material does not roll down to 1/8"
Sampled By:
Date Tested:
Tested By:
Plastic Limit Determination
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or
regarding our reports is reserved pending our written approval.
19S056-07 SM, Silty Sand
brown
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10 100% MoistureNumber of Blows, "N"
Liquid Limit
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0%10%20%30%40%50%60%70%80%90%100%110%Plasticity Index Liquid Limit
Plasticity Chart
MH or OH
ML or OLCL-ML