HomeMy WebLinkAboutGEO Geological Review - 3/15/2023 MBGS
Mud Bay Geotechnical Services, LLC
1001 Cooper Point Road SW,STE 140 PMB 108 I Olympia,WA 98502 1360.481.9784 I CHeathman@MudBayGeotech.com
February 5, 2023 Job: 2183-MAS
Page 1
APPROVED
Subject: Geotechnical Report
410 E Nicole Ln, MAR 1 5 2023
Shelton, WA 98584 MASON
Parcel #22026-10-90070 COUNTY ENVIRONMENTAL H
DJA E''`,T
Dear Kimberly Morris,
This report presents the results of our geotechnical investigation and contains geotechnical
recommendations for the site development for the subject Parcel #22026-10-90070. The
analyses, conclusions, and recommendations in this report are based on the information
available. These informational resources include: two hand auger borings completed specifically
for the subject project, published geologic information for the site and vicinity, and our experience
with similar geologic materials. The conditions observed in the explorations 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 that we may reevaluate our recommendations and provide further assistance.
The scope for this project was to prepare a geotechnical report meeting the requirements of the
Mason County critical area geologic hazard ordinance for development of a property within a
geologic hazard area. This report addresses the overall condition of the property and provides
the geotechnical report requirements as outlined in the Mason County Critical Area Ordinance for
alteration of an area defined as a geologically hazardous area, MCC Section
8.52.140, Geologically Hazardous Area, MCC 8.52.140.
Per Mason County Code Section 8.52.140(1)(A)(i-vi), slopes greater than fifteen percent with a
geologic contact with relatively permeable sediment overlying relatively impermeable
sediment, and any area with a slope of forty percent or steeper, with a vertical relief of ten or more
feet is classified as a Geologically Hazardous Area. During our site investigation, it was concluded
the parcel falls within the classification of a Geologically Hazardous Area.
2183-MAS: 410 E Nicole Ln, Shelton, WA Page 12
SITE LOCATION AND PROJECT DESCRIPTION
The subject parcel encapsulates an area of 1.1 acres and is located on the west side of Harstine
Island, along the eastern shoreline of Peale Passage in Shelton, Washington. The parcel location
is identified on the Site Location Map included as Figure 1 attached to this report. The site is
accessed via a primitive gravel driveway that leads to a small parking area approximately 150
feet south of E Nicole Lane. From the small parking area, the driveway continues to the northern
side of the parcel to a large, cleared area. A small drainage area originates on the eastern side
of the parcel and drains to the western side of the parcel. The western side of the parcel is bound
by the coastline along the sound. The bluff is considered low bank and is approximately 20 feet
high. A wooden staircase and landing are established at the top of slope and leads to the beach
front. The staircase is in good condition, and the landing is well established at the top of slope
and well supported. Overall, the topography is gently sloping and has allowed for a trail to be
established from the cleared area on the northern side of the parcel westward down to the
coastline. The property is well vegetated with native Pacific Northwest deciduous and coniferous
trees as well as dense native Pacific Northwest understory vegetation. The parcel is partially
developed with a domestic well and power utilities.
The purpose of this project is to develop the site with a single-family residence. Details about the
size and orientation for the proposed home have not been fully finalized. Without the finalized
orientation and location of the proposed home it is difficult to assume all the difficulties that may
be encountered to meet the recommended design for the site. Once these site plans are made
available, we can review them to ensure they meet the geotechnical recommendations.
Based on the topography of the site, the foundation will likely need to be built into the slope using
stepped footings with a minimum recommended embedment. This is the preferred method of
construction so that the footings are on native ground throughout the entire structure rather than
placing fill to create a level building pad.
SITE GEOLOGY AND SOILS
As part of this project, available geologic data from the Washington Department of Natural
Resources (DNR) available at the 1:24,000 scale was reviewed, and a site-specific geologic map
was prepared. The project vicinity geologic map is attached as Figure 2, WA DNR Geologic Map.
The geologic map of the subject parcel's vicinity indicates, at the 1:24,000 scale, the site is
composed of Pleistocene continental glacial till. The Pleistocene continental glacial till unit is
iiimomommionolor
2183-MAS:410 E Nicole Ln, Shelton, WA Page 13
deposited directly by the glacier and is generally an unsorted and highly compacted mixture of
clay, silt, sand, and gravel, as well as cobble and boulder size particles scattered throughout.
Along with the site geology, soil data was also reviewed and is represented in Figure 3, USDA
Soil Map. The northern portion of the parcel is mapped with Hb — Harstine gravelly ashy sandy
loam, with 15 to 30 percent slopes. The Hb — Harstine gravelly ashy sandy loam soils are
described by the USDA as moderately well-drained soil unit formed from sandy glacial drift with
an influence of volcanic ash over dense glaciomarine deposits typically forming side slopes. The
mapped soil deposits are consistent with the WA DNR Geologic Map and soil types observed on-
site.
SURFACE WATER AND GROUNDWATER CONDITIONS
The glacial deposits mapped at the project site consist of highly variable drainage characteristics.
Some of the water falling on the surface of these deposits may pond in low lying areas or drain
directly as surface runoff to water bodies where it becomes channelized into creeks and rivers.
The nature of these deposits allows for the surface water to create deeply incised channels with
steep sided slopes. Some of the surface water also infiltrates into the ground and exits down
gradient as seepage or other surface water bodies. The parcel is well vegetated, the upkeep of
natural and planted vegetation is encouraged so that the amount of surface runoff can be reduced
to the greatest extent possible.
Localized seepage is common within lenses of coarser grained sand and gravel contained in the
native glacial deposits mapped at the site. Localized seepage typically occurs in areas where
coarser soils such as sands and gravels are trapped within finer-grained silts and clays. Some
seepage was noted near the base of a ravine that runs along the north parcel boundary. In
addition, active flowing water was noted in the low-lying areas of the ravine. Due to the topography
of the site, water runoff likely flows from east to the west. No upland water bodies were noted
during our site evaluation or review of online resources.
SUBSURFACE EXPLORATION AND CONDITIONS
As part of the geotechnical investigation, three (3)shallow hand augered borings, designated BH-
1-23, BH-2-23, and BH-3-23,were completed from the existing ground surface at the approximate
locations shown on Figure 4, Site Exploration Map.
The boring was completed using a Humboldt Manufacturing model H-4414QC hand auger with a
4-inch diameter bucket tube sampler and in situ testing was performed using a Humboldt
Manufacturing model H-4202A dynamic cone penetrometer to estimate the density of the soil.
2183-MAS: 410 E Nicole Ln, Shelton, WA Page l 4
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
penetrometer is driven 1-inch through the upper slough within the boring and the number of blows
is recorded. Afterwards, the number of blows into the undisturbed soil required to achieve 3A inch
of movement, for three intervals for a total of 2 1/4 inches of penetration is recorded. The number
of blows from three intervals are averaged and recorded as the field N-value. 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. Bulk samples were removed
from the bottom of the excavation after the dynamic cone penetration testing was performed 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) and
placed in sealed plastic bags. Upon completion, the hole was backfilled to the original ground
surface using excavated material from the spoil pile.
Once transported back to the office, the samples were re-examined, and the field classifications
were modified accordingly. Summary logs of the borings are included in Appendix A. Note the soil
descriptions and interfaces shown on the logs are interpretive, and actual changes may be
gradual.
SUBSURFACE AND GROUNDWATER CONDITIONS
Boring BH-1-23 was completed at ground surface near the end of the driveway on the northern
side of the parcel. The conditions encountered in BH-1-23 consisted of dense, brown, moist, well-
graded sand with silt and gravel, (SW-SM).
Boring BH-2-23 was completed in the center of the parcel, to a final depth of 82 inches below
existing grade. The conditions in BH-2-23 consisted of very loose to dense, Brown, moist, well-
graded sand with silt and gravel, (SW-SM). Groundwater was not encountered within BH-2-23.
Boring BH-3-23 was completed near the walking path, to a final depth of 82 inches below existing
grade. The conditions in BH-3-23 consisted of medium dense, brown, moist, well-graded sand
with silt and gravel, (SW-SM). Groundwater was not encountered within BH-2-23.
To supplement the subsurface exploration for this project regional well log data made available
by the Washington State Department of Ecology was reviewed to estimate the depth to static
I
2183-MAS:410 E Nicole Ln, Shelton,WA Page 15
groundwater on-site. Unique Well ID #ALN338 located on the eastern side of the property near
the driveway entrance was drilled on April 10, 2007, to a final depth of 120 feet below existing
grade. Within this well, static groundwater was reported at a depth of 63 feet below surface. The
water bearing layer was reported at a depth between 105 and 120 feet in a layer of silt bound
sandy gravel. No upland lakes/ponds or wetlands were observed during our site reconnaissance
nor during our review of available online resources.
GEOLOGIC HAZARD ASSESSMENT
Liquefaction Hazard
To assess the geologic hazards, present on-site, we performed a review of liquefaction
susceptibility data available from the Washington State Department of Natural Resources. Soil
liquefaction is a phenomenon whereby saturated soil deposits temporarily lose strength and
behave as a viscous fluid in response to cyclic loading. This phenomenon is most significant is
loose, saturated sandy soils with lesser effects experienced in other soil types. Figure 5,
Liquefaction Hazard Map, indicates that the parcel is situated within an area rated with a range of
liquefaction risk from very low to low liquefaction susceptibility.
Tsunami Hazards
The site is located within the mapped tsunami hazard area by the WA DNR as displayed in Figure
6, Tsunami Hazard Map. As tsunami hazards are generally unavoidable, tsunami warning signals
and evacuation routes should be recognized by the residents of the home structure.The best way
to protect life safety from a tsunami is to move to high ground, at least 50 feet above sea level, if
possible. If you do not have time to travel to high ground, but are in a multi-story building, go to
an upper level. The proposed home site is situated greater than 50-feet above sea level.
Landslide Hazard
As part of the investigation of the site, we reviewed the landslide hazard mapping available from
the Washington Department of Natural Resources. The current landslide hazard mapping
inventory available from the Washington State Department of Natural Resources (DNR)shows no
landslides mapped directly on-site. Mapped to the north in a drainage feature, and to the south
along the coastline are areas identified as part 1:24,000-scale, Landslide Compilation. This layer
is composed of different WA DNR landslide layer datasets that represent various landslide
mapping techniques to remotely identify geomorphic features that typically represent areas with
the potential for landslide activity.
2183-MAS: 410 E Nicole Ln, Shelton, WA Page 16
In addition to WA-DNR landslide hazard mapping, the geomorphology (shape of the land) was
analyzed during the site evaluation and compared to the Light Detection and Ranging images
(LiDAR)from the Washington State LiDAR portal. LiDAR is a remote sensing methodology where
light is pulsed down to the surface of the Earth and back to a sensor. This methodology enables
bare earth images of the surface to be analyzed for the presence of.important geologic Iandforms.
The most recent LiDAR imagery was collected in 2019 and is included as Figure 8, QGIS LiDAR
& Contour Map. The LiDAR imagery was processed through Quantum Geographic Information
Systems software (QGIS). Two-foot and ten-foot contour lines were superimposed onto the
imagery to assist in visualizing the topography of the project vicinity. This imagery reveals signs
of typical features of marine bluff coastal erosion processes acting along the entire marine bluff
in this region.
Using QGIS, the slope percentage values were calculated by extracting elevation value data from
the most recent LiDAR data available. The slope calculations are expressed as a percentage,
where the difference of two elevation points (rise) is divided by the distance between them (run)
and then multiplied by 100. For reference, a slope percentage of 100% is equal to a 45° slope
angle, where the rise is equal to the run. The slope map and topographic lines drawn at 2-foot
and 10-foot intervals were overlain over the LiDAR imagery to produce the map shown in Figure
9, QGIS Slope & Contour Map.
The slope map shows the drainage features that runs through the northernmost portion of the
parcel. The parcel gently slopes from the northeast to the southwest towards the marine bluff and
contains slopes of 40 percent or less. Some areas throughout the parcel are slightly over-
steepened and range from 40 to 60 percent. Several of the over-steepened areas appear to be
artificial in nature and are a result of grading and development of the parcel's driveway. These
areas are less than 10 feet in vertical height. The LiDAR shows a near vertical face along the
entirety of the bluff system typically associated with natural marine bluff erosion processes at play
throughout the project vicinity and coastal bluff system. The marine bluff is approximately 20 feet
in height. During the site evaluations, signs of active erosion, benched topography, hummocky
downslope deposits or terrain, and runout deposits beyond the toe of the slope were not present.
Using the LiDAR and QGIS data an elevation profile was created. A transect line, designated Line
A-A' was drawn orthogonal to the contour lines from the upper reaches of the parcel along E
Nicole Lane through the low points of the parcel through the drainage feature down to the
coastline. Transect Line A is displayed in the attached Figure 10, Slope Transect and Profile. An
additional transect line, designated Line B-B' was drawn orthogonal to the contour lines from the
2183-MAS: 410 E Nicole Ln, Shelton, WA Page 17
upper reaches of the parcel along E Nicole Lane through the high points of the parcel through the
down to the coastline. Transect Line B is displayed in the attached Figure 11, Slope Transect and
Profile.
During a separate site investigation, performed on January 11, 2023, the entirety of the parcel
and surrounding area was assessed for signs indicating potential slope movement. These areas
were visually inspected for indicators of active mass-wasting and landslide hazards. The slope
was noted as well vegetated with various Pacific Northwest groundcover, shrubbery, saplings,
and mature deciduous and evergreen trees. No indicators of active mass-wasting were observed
at the top of slope or in the slope face.
Key Features of the area are noted on the map and can be seen in the LiDAR imagery. These
features include the established gravel driveway, the small parking area, and continuing driveway
leading to the flat clearing located on the northern side of the parcel. In addition, areas where
artificially over-steepened slopes were created during the partial development of the parcel with
the driveway were omitted when delineating the top of the slope due to them being man-made in
nature and less than 10 feet in vertical height. These artificially over-steeped areas of the slope
were identified in Figure 12, Geologic Setback Map.
GEOTECHNICAL RECOMMENDATIONS
Slope Stability
Based on site reconnaissance, subsurface exploration, and a review of the site geology and other
readily available information presented previously, in the opinion of Mud Bay Geotechnical
Services, LLC the potential for geologic hazard is moderate throughout the properties due to the
proximity to the marine bluff. It is in our opinion no recent geologic indicators indicating slope
instability for either parcel is present. Given the current conditions, we believe the proposed
development of the parcels will not serve to increase on-site or off-site risk of landslide or erosion
activity and will maintain a slope stability factor of safety greater than 1.5 under static conditions
and 1.1 under seismic conditions with setback distance of 25-feet from slopes greater than 40
percent for the current limited proposed development activity, as indicated on Figure 12, Geologic
Setback Map.
Full scale clearing should not be performed within the limits of the recommended 50-foot setback.
Selected tree pruning and or cutting may be performed as needed to maintain access roads, and
trails outside the setback within areas where slopes are greater than 40 percent provided that this
activity is accompanied with a revegetation plan that includes actively replanting of these locations
2183-MAS: 410 E Nicole Ln, Shelton, WA Page l 8
with erosion resistant plants. Actively planting with a mixture of native vegetation, such as
Western Hemlock, Douglas Fir, and Sword Ferns is encouraged. To maintain the stability of the
site and minimal impacts to the surrounding area, we recommend implementing the following
recommendations in the design and construction.
Foundation Support
The subsurface exploration revealed that loose soils are present within the structure footprint to
a depth of approximately 4 to 6 feet. The existing soils should be removed within a horizontal
distance two feet beyond the edge of the footing on all sides, extending to a depth of 3 feet below
the bottom of the footing elevation. Replacement material used to backfill the overexcavation up
to the bottom of footing should consist of controlled density fill (CDF), or WSDOT Select Borrow
compacted to 95 percent of the maximum dry density of the material.
Prior to placement of the replacement material, the subgrade 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 Course (CSBC) meeting the requirements of
Section 9-03.9(3) of the WSDOT Standard Specifications, or an equivalent material. The CSBC
should be placed in layers no greater than 6-inches and compacted to at least 95 percent of the
maximum dry density.
Based on the conditions observed in the explorations performed, and provided that the foundation
preparation is performed as described previously, new shallow strip footing foundations and
isolated pier pads can be designed assuming a maximum allowable bearing pressure of 2,000
psf. 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 the total new
settlement will not exceed one inch, and the additional differential settlement along a 50-foot
length 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.
2183-MAS: 410 E Nicole Ln, Shelton,WA Page 19
Material Backfill
We recommend all material used as backfill for footings and stem walls be placed in horizontal
layers no more than 6 inches thick with each layer compacted to 95 percent of the maximum
density. The backfill material should be comprised of Gravel Backfill for Walls material meeting
the requirements of Section 9-03.12(2) of the WSDOT Standard Specifications, or an equivalent
free-draining material.
Prior to backfilling, a perimeter footing drain system, consisting of a 4-inch diameter, perforated,
or slotted, rigid plastic pipe placed at the base of the structure excavations wherever existing
footings are exposed as part of the work. 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.
Erosion Control
Onsite materials are erodible when exposed on steep slope areas. No excavated material should
be placed on the steep slopes. Soil stockpiles and exposed slope areas should be covered during
heavy rainfall and siltation fences, or other detention devices should be provided as required to
control the transport of eroded material. Silt fences should be used as an erosion control measure
and to separate the critical area boundary from the work area where disturbance is allowed. Jute,
coir, or turf reinforcement mat should be placed on the surface of all exposed ground surfaces
and spoil piles that are not intended for reuse during and following construction, pinned using 9-
inch landscaping staples at a 16-inch spacing. The erosion condition adjacent to the structures
should be monitored periodically for any signs of surface erosion, degradation, and shallow
failures. If significant erosion or failures are observed, then those should be mitigated as soon as
possible.
Vegetation should be maintained where it currently exists on existing slopes where disturbance
is not necessary as part of construction. Existing bare and disturbed soil areas should be planted
immediately with grass and deep-rooted plants and native conifers to help reduce erosion
potential. Where felling of trees is necessary on the existing slopes, stumps should be left intact.
All exposed soil should be hydroseeded as soon as possible after grading is complete. If the
construction is not completed until the later part of the summer or fall and winter months, then the
areas should be left covered until the springtime growing season.
2183-MAS: 410 E Nicole Ln, Shelton, WA Page 110
Drainage Considerations
Excessive water can affect slope stability. Care should be taken to control the excess of water
being introduced to the slope. All drain lines should be routed all the way down the slope to the
lowest extent possible and or away from the slope and tied into the local stormwater systems.
Discharging all stormwater to the lowest point possible is the preferred method for discharging
stormwater and is one of the most pertinent mechanisms in reducing slope failure and the erosive
action of stormwater runoff on a marine bluff face.
The site should include a proper drainage design to control and properly discharge surface water.
The surface of the developed portion of the parcel should be graded slightly to allow surface water
to flow and collect in a manner that does not increase the onsite erosion.
The discharge outfall of stormwater pipes that do not connect directly to existing stormwater
conveyance facilities should include a T-shaped discharge outlet underlain by a quarry spall apron
with a minimum width of 2.5 feet and a minimum length of 4 feet to dissipate the energy of the
flowing water. The quarry spalls should be underlain by a geotextile meeting the requirements of
a Construction Geosynthetic for Underground Drainage in Section 9-33 of the WSDOT Standard
Specifications.
Site Grading and Earthwork Considerations
Temporary cuts will be stable at a vertical angle up to 4 feet in height and may be used in the
design where temporary excavations less than or equal to 4 feet will be necessary to construct
the project.
We anticipate that temporary excavation cuts greater than 4 feet in height will be stable at a
maximum slope angle of 1 H:1 V. The ground surface at the top of the temporary cuts should be
periodically monitored for vertical movement, cracks, and other signs of instability. If signs of
instability are observed, we should be contacted immediately so that we can assist and provide
additional geotechnical recommendations.
Permanent cuts should be stable at a slope angle of less than 26 degrees (2H:1V). Permanent
fills constructed of WSDOT Standard Specifications Select Borrow or Common Borrow should be
stable at a maximum slope of less than or equal to 26 degrees (2H:1V). Select Borrow should be
used within the footprint of structures. We recommend limiting any new permanent fills to a height
of five feet and limited to the approved development area outside of the minimum 50-foot setback
buffer from steep slopes.
2183-MAS: 410 E Nicole Ln, Shelton, WA Page j 11
Structural fill should be placed and compacted in lifts no greater than 6 inches with a plate
compactor or jumping jack compactor. Structural fill should be placed and compacted to a
minimum of 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.
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 depends 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 proposals and submittals, and provide recommendations for any other geotechnical
considerations that may arise during construction. The subsurface investigation revealed loose
soils within the upper subsurface. It would be beneficial to retain our services to provide
recommendations for allowable bearing capacity of foundations, and other building and structural
design considerations.
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
2183-MAS: 410 E Nicole Ln, Shelton, WA Page j 12
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.
Sincerely,
Chris Heathman, P.E.
Mud Bay Geotechnical Services, LLC.
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Project: Client: Bore No.3 of 3:
MBGS Site Development Kimberly Morris BH-3-23
Project Number: Contractor: Equipment:
Mud Bag GeatechnIcal Sv'l.0 2183-MAS n/a Humboldt H-4414QC Auger
Address: Started: Bit Type: Diameter:
410 E Nicole Lane, 1/14/2022 Bucket Tube Auger 4 inches
Shelton,WA 98584 P. Completed: Hammer Type: Fluid:
co
a 1/14/2022 Humboldt H-4202A n/a
Logged By: Backfilled: Hammer Weight: Hammer Drop:
Ted Chow 1/14/2022 15 lbs 20 inches
Helper: Groundwater Depth: Elevation: Total Depth of Boring:
Samantha Denham n/a Existing Surface 82 inches
GPS Method: GPS Elevation:
n/a n/a n/a
Lithology -
c
FT E = a J Soil Group Name:modifier,color,moisture,density/consistency,grain size,other -- c F—
Z O 2 0 descriptors 0 R
a a 3 a c 2E Eci 0
a E a 3 0 rn d n «.
a to E m Rock Description:modifier,color,hardness/degree of concentration,bedding and joint 0 in
N characteristics,solutions,void conditions, Q -6 Q
45- ® S-1 13 ; ; Medium dense,red-brown,well-graded sand with silt and gravel,
(SW-SM).
57" ® S-2 14 : : Medium dense,red-brown,well-graded sand with silt and gravel,
(SW-SM).
Test Pit and Boring Log Symbols Soil Density Modifiers
n Standard Penetration Slit Spoon Sampler(SPT) Gravel,Sand,Non-Plastic Silt Elastic Silts and Clays
H California Sampler Blows/3/4" Density Blows/3/4" Consistency
lllll Shelby Tube 0-4 Very Loose 0-1 Very Soft
N CPP Sampler 5-10 Loose 2-4 Soft
1 Stabilized Ground water 11-24 Medium Dense 5-8 Medium Stiff
V Groundwater At time of Drilling 25-50 Dense 9-15 Stiff
® Bulk/Bag Sample REF Very Dense 16-30 Very Stiff
31-60 Hard
>60 Very Hard
Project: Client: Bore No.2 of 3:
MBGS Site Development Kimberly Morris BH-2-23
Project Number: Contractor: Equipment:
Mud Bau Geotechrical Se vIce&LLC 2183-MAS n/a Humboldt H-4414QC Auger
Address: Started: Bit Type: Diameter:
410 E Nicole Lane, 1/14/2022 Bucket Tube Auger 4 inches
Shelton,WA 98584 $ Completed: Hammer Type: Fluid:
0 1/14/2022 Humboldt H-4202A n/a
Logged By: Backfilled: Hammer Weight: Hammer Drop:
Ted Chow 1/14/2022 15 lbs 20 inches
Helper: Groundwater Depth: Elevation: Total Depth of Boring:
Samantha Denham n/a Existing Surface 82 inches
GPS Method: GPS Elevation:
n/a n/a n/a
Lithology a a
27 .sa r pt Q tv
c >>, E 9 a J Soil Group Name:modifier,color,moisture,density/consistency,grain size,other « CO I-
._ I-- o M V descriptors U p @
t Z V y a c
d N L c `1 O
Q.
E °' 3 o Q m ' _.
p re E 2 73 A Rock Description:modifier,color,hardness/degree of concentration,bedding and joint 1 N v
cofn m �L characteristics,solutions,void conditions. Q
: :
32" ® S-1 2 • q Very loose,brown,well-graded sand with silt and gravel,(SW-SM).
'SS
57" ElS-2 2 • :Very loose,brown,well-graded sand with silt and gravel,(SW-SM).
82" ® S-3 28 : :Dense,red-brown,well-graded sand with silt and gravel,(SW-SM).
Test Pit and Boring Log Symbols Soil Density Modifiers
n Standard Penetration Slit Spoon Sampler(SPT) Gravel,Sand, Non-Plastic Silt Elastic Silts and Clays
H California Sampler Blows/3/4" Density Blows/3/4" Consistency
lllll Shelby Tube 0-4 Very Loose 0-1 Very Soft
M CPP Sampler 5-10 Loose 2-4 Soft
1 Stabilized Ground water 11-24 Medium Dense 5-8 Medium Stiff
V Groundwater At time of Drilling 25-50 Dense 9-15 Stiff
® Bulk/Bag Sample REF Very Dense 16-30 Very Stiff
31-60 Hard
>60 Very Hard
Project: Client: Bore No. 1 of 3:
MBGS Site Development Kimberly Morris BH-1-23
Project Number: Contractor: Equipment:
Mud Bay Geotadutkai Sevlcas.LLC 2183-MAS n/a Humboldt H-4414QC Auger
Address: Started: Bit Type: Diameter:
410 E Nicole Lane, 1/14/2022 Bucket Tube Auger 4 inches
Shelton,WA 98584 I Completed: Hammer Type: Fluid:
0 1/14/2022 Humboldt H-4202A n/a
Logged By: Backfilled: Hammer Weight: Hammer Drop:
Ted Chow 1/14/2022 15 lbs 20 inches
Helper: Groundwater Depth: Elevation: Total Depth of Boring:
Samantha Denham n/a Existing Surface Ground Surface
GPS Method: GPS Elevation:
n/a n/a n/a
.. Lithology
e- .° w " O) a d aa)
d H E c 4 3 Soil Group Name:modifier,color,moisture,density/consistency,grain size,other T 0 I—
:._. I— 2 O "; a descriptors +• U is
C. O- 0 U 3 G C v c CO
e E a o o ,v o y
0 co E m .O V, Rock Description:modifier,color,hardness/degree of concentration,bedding and joint a v
characteristics,solutions,void conditions. 0 O Q
2" ® S-1 29 I:::-E-1 Blows taken at ground surface near—5.5 foot high cut area.
Dense,well-graded sand with silt and gravel,(SW-SM).
Test Pit and Boring Log Symbols Soil Density Modifiers
ir Standard Penetration Slit Spoon Sampler(SPT) Gravel,Sand,Non-Plastic Silt Elastic Silts and Clays
HCalifornia Sampler Blows/3/4" Density Blows/3/4" Consistency
11111 Shelby Tube 0-4 Very Loose 0-1 Very Soft
CPP Sampler 5-10 Loose 2-4 Soft
7 Stabilized Ground water 11-24 Medium Dense 5-8 Medium Stiff
V Groundwater At time of Drilling 25-50 Dense 9-15 Stiff
® Bulk/Bag Sample REF Very Dense 16-30 Very Stiff
31-60 Hard
>60 Very Hard