HomeMy WebLinkAboutGEO Assessment Critical Area Report - GEO General - 11/18/2021 i
Mud Bay Geotechnical Services, LLC
1001 Cooper Pt Rd SW,Suite 140,PMB 108 1 Olympia,WA 98502 1 360.481.9784 1 CHeathman@MudBayGeotech.com
November 18, 2021 Job: 1639-MAS
Page 1
Subject: Critical Area Geological Assessment
611 E Rauschert Rd,
Grapeview, WA 98546
Parcel #12118-50-00008
Dear Tim Perry,
Per your request, Mud Bay Geotechnical Services, LLC is providing a critical area report for parcel
#12118-50-00008. The scope for this project was to perform a site reconnaissance and
subsurface investigation of the parcel and prepare a geotechnical assessment meeting the
requirements of the Mason County critical area geologic hazard ordinance for development of
property on or near shorelines of statewide significance and geologically hazardous areas. The
report provides recommendations for the final design and construction of the retaining wall.
This report specifically addresses MCC Section 8.52.140.D, which pertains to the requirements
for land development within or near critical areas. Per MCC Section 8.52.140.E a geotechnical
assessment is required when proposed development or alteration is located within a geologically
hazardous area or its buffer. This site falls into the classification of a landslide hazard area and
shoreline environment due to the grade differences onsite qualifying as steep slopes and being
positioned along the shoreline of Case Inlet in Grapeview, Washington.
SITE LOCATION AND PROJECT DESCRIPTION
Parcel#12118-50-00008 makes up 0.25 acres off of the southern side of E Rauschert Rd, located
along the northern shore of Case Inlet in Grapeview, Washington. The parcel location is identified
on the Site Map included as Figure 1 attached to this report.A single-story, single-family residence
with a daylight basement and detached garage structure currently exists on-site. The parcel
slopes down from E Rauschert Rd towards the back of the property located on the water.
Significant grade differences occur across the site as the property is terraced with several rockery
walls.A wooden deck structure exists on the southeastern side of the home, supported by wooden
1639-MAS 611 E Rauschert Rd, Grapeview WA Page 12
posts and concrete pier pads. Two separate concrete retaining walls support the backyard of the
parcel from the beachfront and water below.
The first wall closest to the home is approximately 8 feet tall and 8 inches thick. This upper wall
appears to be reinforced by rebar supports and displays several weep holes that do not appear
to be in use. These weep holes were filled with debris at the time of our site visit on August 6,
2021. The upper retaining wall also displayed signs of vertical cracking with a 2-30 degree lean to
the east from the crack. The lower retaining/bulkhead wall is approximately 5 feet 8 feet in height
and 10 inches thick.This lower wall also appears to be reinforced by rebar supports and displayed
several weep holes. Vertical and horizontal cracking within the lower wall was apparent at the
time of our site visit on August 61h, 2021.
Based on conversations with the client and Matvey Foundation Repair, we understand the scope
of the project to include the underpinning with push piers and reinforcement with helical tie backs
of the existing upper concrete retaining wall. These repairs will be limited to the northeastern
portion of the wall. The repair plan schematic prepared by SFA Design Group, LLC has been
attached to this report as Figure 2, Retaining Wall Repair Plan.
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 3, WA DNR Geologic Map.
This figure indicates the northwestern half of the parcel consists of Pleistocene continental glacial
till. These deposits are generally characterized by the DNR as an unstratified to moderately
stratified, compact, unsorted mixture of clay, silt sand and gravel deposited directly by glacial ice.
The southeastern half of the parcel consists of Quaternary alluvium. These deposits are generally
characterized by the DNR as mud, sand and gravel deposited in the intertidal zone, or residual
pebble-cobble gravel and isolated boulders on a wave-cut platform. Conditions observed at the
site are generally consistent with the mapped geology at the site.
Along with the site geology, soil data was also reviewed and is represented in Figure 4, USDA
Soil Map. The soil in the parcel was mapped by the United States Department of Agriculture,
USDA as le—Indianola sandy loam, 5 to 15 percent slopes. The Indianola soil series is described
by the USDA as somewhat excessively drained sand sourced from glacial sandy outwash
deposited over terraces. The estimated depth to the water table within this unit is estimated to be
more than eighty (80) inches below ground surface. Conditions observed at the site are generally
1639-MAS 611 E Rauschert Rd, Grapeview WA Page 13
consistent with the mapped soil at the site. It should be noted that the slope percentages
associated with the mapped soils are estimates and do not necessarily reflect true, on-site
topography.
SUBSURFACE EXPLORATION
As part of the geotechnical investigation, two shallow hand augured borings were completed. The
borings were performed from the existing ground surface at the approximate locations shown in
Figure 5, Site Exploration Map, immediately above and below the existing upper retaining wall on
the eastern side.
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 penetrometer is driven 1-inch through the upper slough within the boring and the
number of blows is recorded, afterwards the number of blows required to achieve a total of
inches of penetration into the undisturbed soil is recorded. The number of blows from three
intervals of the 3/4 inches 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. Hand auger samples were
removed from the bottom of the hole 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). 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. Upon completion, the holes were backfilled to the original ground surface using
excavated material from the spoil piles.
SUBSURFACE AND GROUNDWATER CONDITIONS
Boring BH-1-21 was performed immediately in front of the eastern side of the existing upper
concrete retaining wall and was performed to a final depth of 76-inches below ground surface.
1639-MAS 611 E Rauschert Rd, Grapeview WA Page 14
The upper 10 inches consisted of gravelly topsoil and organic debris where it then transitioned to
a very loose, dry, tan, silty sand with gravel (SM). At 66 inches the soils transitioned to a very
loose, moist, grey-brown, well-graded sand with silt and gravel (SW-SM) to the depth final depth
of 76-inches. At 76 inches, two large 6-inch cobbles were encountered halting further exploration
of 131-1-1-21. BH-2-21 was performed directly below BH-1-21 at the base of the existing upper
concrete retaining wall and was performed to a final depth of 48-inches below ground surface.
The upper 6 inches consisted of dry, grey, well-graded sand with gravel(SW) and shell fragments.
It than transitioned to a very loose, dry, tan, silty sand with gravel (SM). The soils continued to
increase in density, and at 48 inches the soils transitioned to a very dense, moist, grey-brown,
well-graded sand gravel(SM.
Groundwater was encountered during our ground explorations of the site in BH-1-21 or BH-2-21
and is anticipated to be relatively consistent with the tide elevation of Case Inlet.
GEOLOGIC HAZARD ASSESSMENT
As part of the investigation of the site, we reviewed landslide hazard mapping and LiDAR imagery
information available from the Washington Department of Natural Resources. The current
landslide hazard mapping inventory available from the Washington State Department of Natural
Resources (WA-DNR) shows no mapped landslides within the project vicinity. The nearest
mapped landslides consist of small,failure approximately 0.14 miles southwest of the parcel along
the coastline. The landslide hazard map has been attached to this report as Figure 6, WA DNR
Landslide Map.
In addition to reviewing the WA DNR landslide inventories, an on-site slope investigation was
performed on August 6th, 2021, to assess the slope for signs of instability, failure, or erosion. No
signs of slope failure, retrogression, oversteepening, or severe erosion were noted. The slopes
onsite are moderately graded and consistent in their morphology, with no signs of slump or block-
rotation failure.
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 method 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 geologic landforms. The most
recent available LiDAR images of this site are from 2019. LiDAR imagery can be found attached
to this report as Figure 7, WA LiDAR Map (2019). Figure 7 suggests that the topography in the
1639-MAS 611 E Rauschert Rd, Grapeview WA Page 1 5
region is moderately and consistently sloped with no signs of arcuate scarping, channelized
erosion runoff, benching, or hummocky terrain. The slopes show a sharp increase directly along
the shoreline as expected within the region. These shoreline slopes have been altered with the
construction of the bullhead walls across the region.
Slope values for the site can be seen in the attached Figure 8, QGIS Slope Transect & Profile.
These slope values are derived from the most recent existing LiDAR imagery available and were
created based on calculations derived from WA DNR LiDAR Data from 2019 using Quantum
Geographic Information Systems software (QGIS). The existing slopes range from 0-15 percent
and 15-30 percent within the driveway and building pad near the central area of the parcel. The
existing concrete retaining walls can be seen in Figure 8 along the southeastern margin of the
property ranging from 40-60 percent.
In addition, QGIS was used to extract elevation data from 2019 LiDAR data. An elevation profile
was developed for the site location, designated A-A', which is identified on Figure 8, Slope
Transect & Profile. Figure 8 indicates that the northwestern margin of the parcel slopes gently
with the southeastern margin consisting of the two concrete retaining walls creating a significant
grade difference and artificially over-steepened slopes. Because the slope value is an average of
the surrounding raster(pixels)values, a flattening may occur in areas where the center raster was
determined to have a lower slope value or where the raster cell contains No-Data by the software.
This artifact is why a flattened slope value can be seen on the elevation profile between 110 to
180 feet on the horizontal (x-axis), instead of a vertical slope face as expected in when a wall is
present.
Though steep slopes exist in the southeastern portion of the subject parcel along the shoreline of
Case Inlet to the south, the proposed development activity should serve to increase slope stability
and mitigate coastal erosion. Overall, it is our opinion that the risk of landslides on-site is low to
low-moderate. Furthermore, the proposed developments should not serve to increase the risk of
landslide on-site nor in the neighboring parcels.
GEOTECHNICAL RECOMMENDATIONS
Slope Stability
Based on the conditions observed in the hand auger borings and our review of the available site
geology and landslide hazard information, slope stability under static and seismic conditions
should not be an issue for this proposed development and the construction will not serve to
1639-MAS 611 E Rauschert Rd, Grapeview WA Page 16
increase the overall landslide or erosion hazard on site, provided that the recommendations in
the report are implemented.
Wall Repair
The proposed repair for this project is to repair and reinforce the existing concrete retaining wall.
The repair includes the installation of (8) Push Piers with (8) helical tiebacks.
Push Pier Foundation Elements
Push piers are proposed to prevent future settlement and to lift the structure back into a level
position. All push piers should meet the design and installation specifications in the Push Pier
Technical Manual, Third Edition, dated June 20, 2018, including all supporting documentation
included with the manual.
Based on the conditions observed in the boring, we recommend installing the push piers to a
minimum depth of 10 feet below the current ground surface with an installation pressure of 2,000
psi. Push piers installed to these minimum criteria should be capable of developing allowable
capacities greater than 24 kips. Load testing should be performed to 2.0 times the design load on
a minimum of 20% of the push piers in accordance with ASTM Standard D1143-81.
Helical Tieback Foundation Elements
Helical tieback anchors consist of screw-like anchors that are drilled into the ground. Typically,
these consist of a lead tieback section with helixes 10 to 12 inches in diameter that are spaced
approximately one foot apart. We recommend using helical anchors meeting this basic geometry,
installed to a minimum length of 20 feet and a minimum installation torque of 3000 lb-foot. The
anchors should be installed at an inclination of 20 to 25 degrees from horizontal. Helical tieback
anchors meeting this basic geometry criteria should be capable of achieving allowable pullout
anchor capacities greater than 10 kips. Load testing should be performed on a minimum of (1)
helical anchor and pier, tested to 200% verification and test remaining elements to 130%
verification in accordance with ASTM Standard D 1143-8.
Lateral Earth Pressures
The wall should be designed to resist lateral earth pressures of the backfill behind the wall. For
lateral load analysis, we recommend the geotechnical parameters in Table 1 be used for lateral
design and analysis.
1639-MAS 611 E Rauschert Rd, Grapeview WA Page 17
Table 1: Lateral Earth Pressure Parameters
Parameter Design Value
Backfill Unit Weight(y) 130 pcf
Wall Backfill Soil Friction Angle((�f) 34'
Coefficient of Sliding(tan(�f) 0.67
Active Earth Pressure (Ka) 0.26 (EFP 32.5 pcf)
At Rest Earth Pressure (Ko) 0.44(EFP 57.2 pcf)
Passive Earth Pressure(Kp) 6.71 (EFP 872.3 pcf)
A concrete-soil interface friction angle delta (6) of 2/3 cpfwas assumed for 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 0.001 H (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.
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.
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.
1639-MAS 611 E Rauschert Rd, Grapeview WA Page 18
Excavations
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 HA 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.
RECOMMENDED ADDITIONAL SERVICES
Mud Bay Geotechnical Services, LLC is 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 submittals, observe, and evaluate push pier installation,
helical tieback installation, monitor backfill placement and compaction, and provide
recommendations for any other geotechnical considerations that may arise during construction.
INTENDED USE AND LIMITATIONS
This report was prepared based on observations of the surface and subsurface conditions at the
site, review of geology and other information available for the site, and conversations with the
property owner about the soil and surface water conditions on the property and the nature of the
proposed development. The geotechnical recommendations in this report are based on the
current site conditions and understanding of the proposed development as described previously.
Any modification of the current property conditions or the nature of the proposed development
beyond what is described in this report would render these geotechnical recommendations invalid.
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.
Note this report is not considered to be final geotechnical recommendations for any items that
may require geotechnical engineering as part of the final design and construction, such as
1639-MAS 611 E Rauschert Rd, Grapeview WA Page 19
foundations, earthwork, and retaining walls. Mud Bay Geotechnical Services, LLC is available to
assist you with the geotechnical design requirements for any items that may require design.
We have enjoyed the opportunity to work with you and serve your geotechnical needs for the
permitting phase of this project. Please contact me at your earliest convenience if you have any
questions or would like to discuss any of the content of this report.
Sincerely,
Chris Heathman, P.E.
Mud Bay Geotechnical Services, LLC
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Figure 2: SFA Retaining Wall Repair Plan
(E) PARTIAL FOUNDATION/(N) PIER LAYOUT/(N) TIEBACK PLAN 611 E Rauschert Rd,
Grapeview, WA 98546
Wall Repair Geotechnical Report
Sources:Bureau of Land Management,Esri,HERE,Garmin,INCREMENT P,NGA,USGS-Washington Division of Geology and Earth
Resources
Legend
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Geologic Units 24k
❑ Quaternary alluvium
❑ Quaternary mass-wasting
deposits
Water
❑ Pleistocene continental glacial
till
Mud Bay Geotechnical Services, LLC
JOB #:1639-MAS Date: Nov. 2021
Figure 3: WA DNR Geologic Map
03 611 E Rauschert Rd,
r 0.3 mi
Grapeview, WA 98546
Wall Repair Geotechnical Report
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le - Indianola sandy loam.5 to 15 r.1
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JOB #:1639-MAS Date: Nov. 2021
Figure 5: Site Exploration Map
30M " 611 E Rauschert Rd,
Grapeview, WA 98546
Wall Repair Geotechnical Report
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Figure 6: WA DNR Landslide Map
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Mud Bay Geotechnical Services, LLC
JOB #:1639-MAS Date: Nov. 2021
Figure 7: WA DNR UDAR Map (2019)
0 100 200 ft , 611 E Rauschert Rd,
N Grapeview, WA 98546
Wall Repair Geotechnical Report
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Slope Percentage
0-5% 0 5-10%
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10-20% Q 40-50% 0 70 80%
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Figure 8: Slope Transect & Profile
611 E Rauschert Rd,
Grapeview, WA 98546
Elevation Profile(ft) Wall Repair Geotechnical Report
APPENDIX A - FINAL BORING LOGS
Project: Client: Bore No. 1 of 2:
® Wall Repair Tim Perry BH-1-21
■
Project Number: Contractor: Equipment:
Mud Bay Gwtodv*al SavIceL LLC 1639-MAS Matvey Foundation Repair Humboldt H-4414QC Auger
Address: Started: Bit Type: Diameter:
611 E Rauschert Rd, 8/6/2021 Bucket Tube Auger 4 inches
Grapeview,WA 98546 Completed: Hammer Type: Fluid:
0 8/6/2021 Humboldt H-4202A n/a
Logged By: Backfilled: Hammer Weight: Hammer Drop:
Hannah Anderson 8/6/2021 15 Ibs 20 inches
Helper: Groundwater Depth: Elevation: Total Depth of Boring:
n/a n/a Existing Surface 76 inches
GPS Method: GPS Coordinates: GPS Elevation:
Lithology y
5, j_ C 4 J Soil Group Name:modifier,color,moisture,density/consistency,grain size,other T F-
~ 3 p v descriptors U io
O 2 V 3 :EC d o C
d E Q. 3 o to '=
p (n E m d Rock Description:modifier,color,hardness/degree of concentration,bedding and joint ui
to characteristics,solutions,void conditions. 0 C Q
101, :: Gravelly topsoil and organic debris.Transition to tan silty sand with
gravel(SM).
24" ® S-1 1 I :: Very loose,dry,tan,silty sand with gravel(SM). Minor root debris.
ITT
Very loose,dry,tan,silty sand with gravel(SM).Minor root debris.
48" ® S-2 2
Increase in moisture content from dry to moist.
54"
66" Transition to grey-brown well-graded sand with silt and gravel(SW-SM).
76° ® S-3 2 •Very loose,moist,grey-brown,well-graded sand with silt and gravel
(SW-SM).
At 76 inches(2)6"cobbles. Unable to continue boring.
Test Pit and Boring Log Symbols Soil Density Modifiers
Q Standard Penetration Slit Spoon Sampler(SPT) Gravel,Sand,Non-Plastic Silt Elastic Silts and Clays
California Sampler Blows/3/4" Density Blows/3/4" Consistency
® Shelby Tube 0-4 Very Loose 0-1 Very Soft
® 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 2:
® Wall Repair Tim Perry BH-2-21
Project Number: Contractor: Equipment:
Mud Bay Geotcchr"SelMm LLC 1639-MAS Matvey Foundation Repair Humboldt H-4414QC Auger
Address: Started: Bit Type: Diameter:
611 E Rauschert Rd, 8/6/2021 Bucket Tube Auger 4 inches
Grapeview,WA 98546 ) Completed: Hammer Type: Fluid:
0 8/6/2021 Humboldt H-4202A n/a
Logged By: Backfilled: Hammer Weight: Hammer Drop:
Hannah Anderson 8/6/2021 15 Ibs 20 inches
Helper: Groundwater Depth: Elevation: Total Depth of Boring:
n/a n/a I Existing Surface 48 inches
GPS Method: GPS Coordinates: GPS Elevation:
n/a (t_ft.)
Lithology
E 0 Soil Group Name:modifier,color,moisture,density/consistency,grain size,other T t—
L p y v descriptors w U o C
Z
o
m E a u o p 3
O M E m U Rock Description:modifier,color,hardness/degree of concentration,bedding and joint y
N characteristics,solutions,void conditions. O Q
O g
'•; Dry,grey,well-graded sand with gravel(SW).Shell fragments.
6"
24" ® S-1 2 ;•;Very loose,moist,grey-brown,well-graded sand with gravel(SW).
48" ® S-2 REF Very dense,moist,grey-brown,well-graded sand with gravel(SW).
Refusal at 1/8 inch penetration.
Test Pit and Boring Log Symbols Soil Density Modifiers
0 Standard Penetration Slit Spoon Sampler(SPT) Gravel,Sand, Non-Plastic Silt Elastic Silts and Clays
California Sampler Blows/3/4" Density Blows/3/4" Consistency
® Shelby Tube 0-4 Very Loose 0-1 Very Soft
® CPP Sampler 5-10 Loose 2-4 Soft
1 Stabllized Ground water 11-24 Medium Dense 5-8 Medium Stiff
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