20-101813-Geotechnical (Soils) Report-05-05-2020-V120-101813-Geotec%nical (Soils) Report-05-05-2020- Vl
Geotechnical Engineering Report
Residential Development RECEIVED
May 26 2020
28XX SW 02nd PI
CO CITY
O F DE A PAY
Federal Way, Washington 98023
P/N 4166600441
Seattle, Washington 98107
prepared by:
Migizi Group, Inc.
PO Box 44840
Tacoma, Washington 98448
(253) 537-9400
MGI Project P1946-T19
20-101813-Geotechnica1. (Soils) Report-05-05-2020- Vl
TABLE OF CONTENTS
Page No.
1.0
SITE AND PROJECT DESCRIPTION...............................................................................................1
2.0
EXPLORATORY METHODS.............................................................................................................
2
3.0
SITE CONDITIONS............................................................................................................................
3
3.1 Surface Conditions.................................................................................................................
3
3.2 Soil Conditions.......................................................................................................................
3
3.3 Groundwater Conditions......................................................................................................
4
3.4 Infiltration Conditions...........................................................................................................
4
3.5 Seismic Conditions.................................................................................................................5
3.6 Liquefaction Potential............................................................................................................
5
3.7 Slope Stability Analysis.........................................................................................................
5
4.0
CONCLUSIONS AND RECOMMENDATIONS............................................................................
6
4.1 Site Preparation......................................................................................................................
7
4.2 Spread Footings......................................................................................................................9
4.3 Slab-On-Grade-Floors..........................................................................................................11
4.4 Drainage Systems.................................................................................................................11
4.5 Subgrade Walls.....................................................................................................................12
4.6 Structural Fill........................................................................................................................13
5.0
RECOMMENDED ADDITIONAL SERVICES..............................................................................14
6.0
CLOSURE...........................................................................................................................................15
List of Tables
Table 1. Approximate Locations and Depths of Explorations.............................................................................2
List of Figures
Figure 1. Topographic and Location Map
Figure 2. E3RA, Inc. Site and Exploration Plan
APPENDIX A
Logs of E3RA, Inc. Test Pits TP-1 through TP-4
APPENDIX B
Slope Stability Analysis
i
20--101813-Geotechnical (Soils) Report-05-05-2020--Vl
GROUP,MIGIZI
PO Box 44840 PHONE (253) 537-9400
Tacoma, Washington 98448 FAX (253) 537-9401
February 13, 2020
Axiom Design Build
5424 Ballard Ave NW #204
Seattle, Washington 98107
Attention: Colin Miller
Subject: Geotechnical Engineering Report
Residential Development
28XX SW 302nd PI
Federal Way, Washington 98023
P/N 4166600441
MGI Project P1946-T20
Dear Mr. Miller:
Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical
engineering evaluation of the development of your residential parcel in Federal Way, Washington.
The undersigned previously prepared a Geotechnical Engineering Report for the previous owner of
this property, dated May 30, 2018, however, revisions are necessary in order to evaluate design
changes and developmental restrictions. Additionally, the original geotechnical evaluation of the
development of this parcel was conducted by E3RA, Inc., with the corresponding report being dated
March 17, 2004. A copy of this evaluation was made available for review with our current
evaluation.
This report has been prepared for the exclusive use of Axiom Design Build, and their consultants,
for specific application to this project, in accordance with generally accepted geotechnical
engineering practice.
1.0 SITE AND PROJECT DESCRIPTION
The project site consists of an irregularly shaped, residential parcel located along the southeast side
of the eastern terminus of 302nd PI in Federal Way, Washington, as shown on the enclosed
Topographic and Location Map (Figure 1). The parcel is undeveloped, occupied by woodlands, and
encompasses a total area of 0.75 acres. The project area is bound on the north and west by
developed residential sites, on the south by undeveloped residential properties, and on the east by
Poverty Bay Park. Topographically, the project area is moderately sloped, generally descending
Page 1 of 15
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pt, Federal Way, WA
Geotechnical Engineering Report
February 13, 2020
P1946-T20
from east to west. Towards the central and southeast portions of the site, isolated regions with
localized gradients in excess of 40 percent were highlighted during a recent survey. All other site
slopes are less than 40 percent, and generally become gentler towards the western site boundary.
Improvement plans involve the demolition of existing site features, clearing/stripping of the subject
property, and the construction of a new wood -framed single-family residence with an associated
driveway, paved parking facilities, and athletic court towards the northern portion of the site.
Given slope conditions onsite, we anticipate that an extensive use of retaining walls will be
necessary in order to address resultant grade changes.
2.0 EXPLORATORY METHODS
We explored surface conditions at the project site on January 23, 2020. Our exploration and
evaluation program comprised the following elements:
• Surface reconnaissance of the site;
A review of the March 17, 2004 Geotechnical Engineering Report prepared by E3RA, Inc., and
corresponding subsurface explorations (designated TP-1 through TP-4) conducted on
March 9, 2004; and
• A review of published geologic and seismologic maps and literature.
Table 1 summarizes the approximate functional locations and termination depths of the subsurface
explorations performed by E3RA, Inc.
TABLE 1
APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS
Termination
Exploration
Functional Location
Depth
(feet)
TP-1
Near northeast corner of site, in level area
11
TP-2
West -central part of upper terrace
10
TP-3
Southwest terrace, just below top of terrace slope, near proposed roadway
10
TP-4
Hillside, near proposed roadway, east -central site.
71/2
It should be realized that the explorations performed and utilized for this evaluation reveal
subsurface conditions only at discrete locations across the project site and that actual conditions in
other areas could vary. Furthermore, the nature and extent of any such variations would not
become evident until additional explorations are performed or until construction activities have
begun. If significant variations are observed at that time, we may need to modify our conclusions
and recommendations contained in this report to reflect the actual site conditions.
i izi Group, Inc. Page 2 of 15 4
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
3.0 SITE CONDITIONS
The following sections present our observations, measurements, findings, and interpretations
regarding surface, soil, groundwater, infiltration and seismic conditions, liquefaction potential, and
slope stability analysis.
3.1 Surface Conditions
The northeast corner of the site, and the area adjacent and east of the site (Poverty Bay Park), is an
upland area which generally descends towards the west at gradients of 20 percent or less.
Localized gradients steepen towards the mid -site, sloping down moderately to the west over an
elevation change of approximately 20 feet. Localized gradients across this portion of the site
generally ranged between 30 to 40 percent, but isolated regions with gradients upwards of
43 percent were encountered towards the central, and southcentral portions of the site, as indicated
in the attached Figure 2. Per Chapter 19.145 of City of Federal Way code, these portions of the site
are considered Landslide Hazard Areas, given the fact that they contain localized gradients in excess
of 40 percent over an elevation change of at least 10 feet. During our site reconnaissance, no
indications of ancient, recent, or incipient slope failures, such as scarps, hummocks, tension cracks,
or slump blocks were observed onsite. The western third of the parcel becomes more gently sloped,
generally containing gradients of 20 percent or less, terminating at a smaller keystone block wall,
which marks the transition to the neighboring property.
Vegetation onsite consists of scattered large maple and cottonwood trees with a dense understory of
woody brush, blackberries, and saplings of alder, holly, and maple. Our most recent site
reconnaissance was conducted during times of heavy rain, with runoff water sheet -flowing down
established walking trails across the project area. No other hydrogeologic features were
encountered onsite.
3.2 Soil Conditions
Test pit explorations performed by E3RA, Inc. revealed relatively consistent subgrade conditions
across the project area, generally consisting of a surface mantle of forest duff, underlain by native
glaciolacustrine deposits.
Federal Way, and the larger Puget Sound area in general, has been glaciated a number of times over
the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser
Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface
soils encountered within the Federal Way area are either directly associated with or have been
physically altered by the Vashon glacial event. During the aforementioned glaciation, glacial ice,
typically referred to as the Puget Lobe, spanned between the Olympic and Cascade Mountains to
the west and east, respectively, blocking regional drainage into the Puget Sound. Due to this
phenomenon, ice -dammed lakes formed during both the advancement and regression of glacial ice.
Glaciolacustrine deposits encountered onsite are representative of a recessional depositional
environment.
E3RA, Inc. test pit explorations generally encountered 1 foot or less of forest duff and topsoil
overlying soft silt with some sand and gravel to a depth of 3 to 4 feet. The silty soil became medium
i izi Group, Inc. Page 3 of 15
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
stiff to stiff below 3 to 4 feet and stiff to hard 4 to 5 feet below existing grade. Hard silt was
encountered at the termination of all test pit explorations.
The National Cooperative Soil Survey (NCSS) for the King County Area, Washington, classifies soils
onsite as InC-Indianola loamy sand, 5 to 15 percent slopes. This soil group generally consists of
loamy sand and sand and reportedly formed along terraces, eskers and kames.
In the Geologic Map of the Poverty Say 7.5' Quadrangle, King and Pierce Counties, Washington, as
prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project
site is mapped as containing Qvrs, or recessional coarse -grained lacustrine deposits. This geologic
unit is typically comprised of coarse -grained sand resultant from subaqueous deposits of streams
flowing into one of the ice dammed lakes that filled the trough of Puget Sound late in the ice
recession. Though an influence of sands and gravel were observed towards the top of the E3RA,
Inc. explorations, they encountered substantially more fine-grained soils than would be expected
given the site classifications performed by the NCSS and USGS. We anticipate that this discrepancy
is due the fact that the project area is located towards the east end of the map designation, and
thicker deposits of granular soils are likely observed further to the west. The presence of fine-
grained soils was confirmed onsite during our site reconnaissance on January 23, 2020.
No evidence of past landslides or regions of slope instability were highlighted in the above
referenced geologic maps.
The enclosed E3RA, Inc. exploration logs (Appendix A) provide a detailed description of the soil
strata encountered in their subsurface explorations.
3.3 Groundwater Conditions
At the time of their subsurface explorations (March 9, 2004), E3RA, Inc. encountered slow seepage
at a depth of about 1 foot in the vicinity of test exploration TP-1, located along the northeast part of
the site near the proposed building footprint. No additional seepage was encountered within the
other explorations. We interpret the observed seepage in test pit TP-1, and the observed surficial
seeps, as groundwater perched within the topsoil layer and above the less permeable silt horizon.
We do not anticipate that significant quantities of groundwater will be encountered in excavations
for the proposed residence. However, substantial surficial groundwater should be anticipated
during times of heavy rain, given site geology and the topographical setting of the project area.
Groundwater levels will fluctuate with localized geologic conditions and precipitation.
3.4 Infiltration Conditions
As indicated in the previous sections of this report, the site is underlain by slowly permeable to
relatively impermeable silt, which is saturated at or near surface conditions. Additionally, perched
groundwater was observed at a depth of approximately 1 foot in the vicinity of test pit exploration
TP-1, and scattered surficial seeps were encountered across the site. Given the hydrogeologic
conditions encountered within the project area, we do not interpret limited or full -infiltration as
being feasible for this project. Roof -runoff water should be managed through dispersion, diverted
to an existing system along 302nd PI, or managed through other appropriate means.
i izi Group, Inc. Page 4 of 15
A
20-101813-Geotechnical (Soils) Report-05-05-2020-vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA
Geotechnical Engineering Report
February 13, 2020
P1946-T20
3.5 Seismic Conditions
Based on our analysis of subsurface exploration logs and our review of published geologic maps,
we interpret the onsite soil conditions to generally correspond with site class D, as defined by
Table 20.3-1 in ASCE 7, per the 2018 International Building Code (IBC).
Using 2018 IBC information on the USGS Design Summary Report website, Risk Category I/II/III
seismic parameters for the site are as follows:
Ss =1.321
g
SMs =1.321
g
SDs =
0.881
Si =
0.507 g
SMi =
0.761 g
SDI =
0.507
Using the 2018 IBC information, MCER Response Spectrum Graph on the USGS Design Summary
Report website, Risk Category 1/II/III, Sa at a period of 0.2 seconds is 1.32 g and Sa at a period of
1.0 seconds is 0.76 g.
The Design Response Spectrum Graph from the same website, using the same IBC information and
Risk Category, Sa at a period of 0.2 seconds is 0.88 g and Sa at a period of 1.0 seconds is 0.51 g.
3.6 Liquefaction Potential
Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength
caused by shear strains, as could result from an earthquake. Research has shown that saturated,
loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most
susceptible to liquefaction. No saturated, poorly consolidated granular soils were encountered
throughout the course of the test pit explorations. We interpret site soils as having a low potential
of liquefying during a large-scale seismic event.
3.7 Slope Stability Analysis
As indicated in the Surface Conditions section of this report, the central portion of the site becomes
more moderately sloped, with two regions within this area containing localized gradients upwards
of 43 percent. These areas are classified as Landslide Hazard Areas within City of Federal Way Code,
given the fact that they contain gradients in excess of 40 percent over an elevation change of at least
10 feet. The Landslide Hazard Area identified towards the south end of the project area is far enough
away from proposed improvements, where implementing a requisite buffer area from the margins
of the hazard will not adversely affect the development of the site. However, the smaller, more
centrally located Landslide Hazard Area identified onsite is directly adjacent to the proposed
residential footprint and encroaches upon the proposed concrete parking pad/deck area proposed
in initial architectural drawings. Given slope conditions adjacent to this area, the margins of the
proposed concrete parking pad/deck area would need to be supported by a CIP concrete wall if it
were to be constructed as drawn.
Per Section 19.145.230 of City of Federal Way Code, buffers and setbacks may be reduced, or
improvements may be located in a landslide hazard area when a qualified professional
demonstrates that the improvements will not lead to or create an increased slide hazard. Given
how small the identified Landslide Hazard Area is, and the fact that it barely meets regulatory criteria
i izi Group, Inc. Page 5 of 15 e��
e.
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
(43 percent vs 40 percent slope), we believe that proposed developments can be conducted within
this region without adversely affecting the slide hazard of the region. Using soils information
obtained from test pit explorations and field observations, in conjunction with survey information
and preliminary design drawings, we prepared multiple profiles comparing existing conditions to
post development conditions for analysis.
We analyzed global stability by means of the simplified Bishop Circular Analysis. All calculations
were performed by means of the computer program Slide2, a two-dimensional, limit -equilibrium,
slope stability program for evaluating the safety factor or probability of failure, of circular or non -
circular failure surfaces in soil or rock slopes. Slide2 analyzes the stability of slip surfaces using
vertical slice limit equilibrium methods by generating random potential failure surfaces and
determining their corresponding factors of safety with respect to failure. The factor of safety is
defined as the ratio of the internal soil strength divided by the gravity driving forces that cause
failure. By generating a large number of random surfaces, the factor of safety can be obtained as the
lowest number calculated.
The alignment of our profile A -A' is shown in the attached Figure 2, and referenced soil logs are
enclosed as Appendix A. Under static conditions, we found the sloped area adjacent to proposed
improvements to be stable, with a factor of safety of 2.269 against sliding (any factor of safety above
1.00 is considered stable). Modeling this same alignment with grading for the aforementioned
concrete parking pad/deck area and corresponding retaining wall, we receive a factor of safety of
2.231, or little to no change in the overall stability of this region. Our modeling also did not take
into account improved drainage conditions, which would be resultant from retaining wall
construction, and ultimately improve the stability of the region. The results of our slope stability
analysis are enclosed as Appendix B.
4.0 CONCLUSIONS AND RECOMMENDATIONS
Improvement plans involve the demolition of existing site features, clearing/stripping of the subject
property, and the construction of a new wood -framed single-family residence with an associated
driveway, paved parking facilities, and athletic court towards the northern portion of the site.
Given slope conditions onsite, we anticipate that an extensive use of retaining walls will be
necessary in order to address resultant grade changes. We offer these recommendations:
Feasibility: Based on our field explorations, research and analyses, the proposed
development appears feasible from a geotechnical standpoint.
Foundation Options: Foundation elements for the proposed residence should be
constructed on medium dense or denser undisturbed native soils, or on structural
fill bearing pads extending down to these soils. We anticipate that adequate
bearing soils will be encountered within 3 feet of existing grade. Recommendations
for spread footings are provided in Section 4.2.
• Floor Options: Floor sections for the proposed residence should bear on medium
dense or denser native soils or on properly compacted structural fill extending down
to these soils. We anticipate that adequate bearing soils will be encountered within
i i i Group, Inca Page 6 of 15
y
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
3 feet of existing grade. Recommendations for slab -on -grade floors are included in
Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-
1557).
• Retaining Walls and Rockeries: Up to 41/2 feet of soft silt overlies the upper
alignment of the proposed driveway. Depending on soil conditions revealed during
excavation of the driveway and the actual height and angles of cuts for the
driveway, a retaining wall may be necessary to support driveway cuts and/or a
rockery may be necessary to armor cut slopes against erosion. Soil parameters for
design of subgrade walls, applicable to both retaining walls and daylight basement
stem walls, are provided in Section 4.5.
• Infiltration Conditions: Given the hydrogeologic conditions encountered within the
project area, we do not interpret limited or full -infiltration as being infeasible for this
project. Roof -runoff water should be managed through dispersion, diverted to an
existing system along 302nd Pl, or managed through other appropriate means.
• Landslide Hazards: Our site reconnaissance and geologic research revealed no
indication of past or recent slope instability, nor did we observe indications of
incipient slope instability. However, during a recent survey, isolated regions with
gradients upwards of 43 percent were encountered towards the central, and
southcentral portions of the site. Current regulations dictate that these regions be
considered Landslide Hazard Areas for developmental purposes. We recommend
implementing and maintaining a 15-foot Landslide Hazard Buffer from the
southernmost hazard area. For the smaller, more centrally located hazard area,
however, we recommend not implementing any developmental restrictions, and
allow improvements to be conducted as proposed. Our attached analysis indicates
that proposed grading activities would have little to no impact on the relative
stability of the region, and when improved drainage conditions are factored in,
would likely improve the factor of safety against sliding. Furthermore, there is
enough space adjacent to the proposed improvement areas to layback the subject
slope to gradients shallower than 40 percent, and outside of regulatory concerns.
The following sections of this report present our specific geotechnical conclusions and
recommendations concerning site preparation, spread footings, slab -on -grade floors, drainage
systems, subgrade walls, and structural fill. The Washington State Department of Transportation
(WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications
M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard
Plans for Road, Bridge, and Municipal Construction, respectively.
4.1 Site Preparation
Preparation of the project site should involve erosion control, temporary drainage, clearing,
stripping, excavations, cutting, subgrade compaction, and filling.
Erosion Control: Before new construction begins, an appropriate erosion control system should be
installed. This system should collect and filter all surface water runoff through silt fencing. We
i Hza Group, Inc. Page 7 of 15 '�
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
anticipate a system of berms and drainage ditches around construction areas will provide an
adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard
Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below
existing grade. An erosion control system requires occasional observation and maintenance.
Specifically, holes in the filter and areas where the filter has shifted above ground surface should be
replaced or repaired as soon as they are identified.
Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or
near -surface water within the construction zones before stripping begins. Because the selection of
an appropriate drainage system will depend on the water quantity, season, weather conditions,
construction sequence, and contractor's methods, final decisions regarding drainage systems are
best made in the field at the time of construction. Based on our current understanding of the
construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches
placed around the work areas will adequately intercept surface water runoff.
Clearing and Stripping: After surface and near -surface water sources have been controlled, sod,
topsoil, and root -rich soil should be stripped from the site. Subsurface explorations indicate that the
organic horizon can reach thicknesses of up to 12 inches. Stripping is best performed during a
period of dry weather.
Site Excavations: Based on prior explorations, we expect project excavations will encounter soft to
hard silt, which can be readily excavated utilizing standard excavation equipment.
Dewatering: Perched groundwater was observed at a depth of about 1 foot in the vicinity of test pit
exploration TP-1. If excavations are performed within the rainy season, we anticipate that perched
groundwater will likely be encountered at shallow elevations, whereas minimal seepage should be
expected during the summer months. If groundwater is encountered, we anticipate that an internal
system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations.
Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should
be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should
be no steeper than 11/2H:1V and should conform to Washington Industrial Safety and Health Act
(WISHA) regulations.
Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be
compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized
zones of looser granular soils observed within a subgrade should be compacted to a density
commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed
within a subgrade should be overexcavated and replaced with a suitable structural fill material.
Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet -
weather filling are presented subsequently. Regardless of soil type, all fill should be placed and
compacted according to our recommendations presented in the Structural Fill section of this report.
Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent
(based on ASTM:D-1557).
i i i Group, Inc. Page 8 of 15
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as
structural fill:
• Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic
soils like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use
as structural fill under any circumstances, due to high organic content.
Consequently, this material can be used only for non-structural purposes, such as in
landscaping areas.
• Upper, Soft Silty Soils: The upper, soft silty soils overlying the site are currently
above their optimum moisture content and are not suitable for structural fill. Even
when not wet, these soils are very sensitive to moisture content variations and will
be difficult to reuse under dry weather conditions and impossible to reuse during
wet weather conditions.
• Deeper, Stiff to Hard Silty Soils: The deeper harder silty soils are currently near their
optimum moisture content but are very sensitive to moisture content variations and
will be difficult to reuse under dry weather conditions and impossible to reuse
during wet weather conditions.
Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce
long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be
steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further
reduce long-term erosion and facilitate revegetation.
Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the
top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover
should be established as soon as feasible, to further protect the slopes from runoff water erosion.
Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat.
4.2 Spread Footings
In our opinion, conventional spread footings will provide adequate support for the proposed
residence if the subgrade is properly prepared. We offer the following comments and
recommendations for spread footing design.
Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings
should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings
need bear only 12 inches below the surrounding slab surface level. To reduce post -construction
settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches
wide, respectively.
Bearing Subgrades: Footings should bear on medium stiff or stiffer, undisturbed native soils which
have been stripped of surficial organic soils and vigorously surface compacted, or on properly
compacted structural fill bearing pads which extend down to soils described above. We anticipate
that adequate bearing subgrades will be encountered within 3 feet of existing grade, within hard silt
soils.
i i i Group, Inc. Page 9 of 15
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
In general, before footing concrete is placed, any localized zones of loose soils exposed across the
footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of
soft, organic, or debris -laden soils should be over -excavated and replaced with suitable structural
fill.
Lateral Overexcavations: Because foundation stresses are transferred outward as well as
downward into the bearing soils, all structural fill placed under footings, should extend horizontally
outward from the edge of each footing. This horizontal distance should be equal to the depth of
placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet
outward from the footing edges.
Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or
structural fill materials that have been compacted to a density of at least 95 percent (based on
ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris,
existing uncontrolled fill, or surfaces covered by standing water.
Bearing Pressures: In our opinion, for static loading, footings that bear on moderately consolidated
glaciolacustrine soils can be designed for a maximum allowable soil bearing pressure of 2,000 psf. A
one-third increase in allowable soil bearing capacity may be used for short-term loads created by
seismic or wind related activities.
Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser
state, we estimate that total post -construction settlements of properly designed footings bearing on
properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded
elements may approach one-half of the actual total settlement over horizontal distances of
approximately 50 feet.
Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all
footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has
cured. Either imported structural fill or non -organic onsite soils can be used for this purpose,
contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing
backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557).
Lateral Resistance: Footings that have been properly backfilled as recommended above will resist
lateral movements by means of passive earth pressure and base friction. We recommend using an
allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site
soils.
i izi Group, Inc. Page 10 of 15 4 �'�
20-101813-Geotechnica1. (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
4.3 Slab -On -Grade Floors
In our opinion, soil -supported slab -on -grade floors can be used in the proposed residence if the
subgrades are properly prepared. We offer the following comments and recommendations
concerning slab -on -grade floors.
Floor Subbase: Because a daylight basement is planned for the structure and floor subgrades
should extend more than 4 feet below existing site grades, structural fill subbases do not appear to
be needed under soil -supported slab -on -grade floors. However, the final decision regarding the
need for subbases should be based on actual subgrade conditions observed at the time of
construction. If a subbase is required, it should be compacted to a density of at least 95 percent
(based on ASTM:D-1557).
Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor
slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break
would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel,
such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular
gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic
sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to
serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should
exercise care to avoid puncturing this vapor barrier.
4.4 Drainage Systems
In our opinion, the proposed residence should be provided with a permanent drainage system to
reduce the risk of future moisture problems. We offer the following recommendations and
comments for drainage design and construction purposes.
Perimeter Drains: We recommend that the residence be encircled with a perimeter drain system to
collect seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an
envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the
gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the
surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base
of the perimeter footings.
Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These
subfloor drains should consist of 4-inch-diameter perforated pipes surrounded by at least 6 inches
of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than
20 feet apart and having inverts located about 12 inches below the capillary break layer would be
appropriate, in our opinion.
Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or
other suitable location by gravity flow. Check valves should be installed along any drainpipes that
discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is
not feasible, a pump system is recommended to discharge any water that enters the drainage
system.
i i i Group, Inc. Page 11 of 15
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain
system. Instead, these sources should discharge into separate tightline pipes and be routed away
from the building to a storm drain or other appropriate location.
Grading and Capping: Final site grades should slope downward away from the buildings so that
runoff water will flow by gravity to suitable collection points, rather than ponding near the
building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or
low -permeability (silty) soils to minimize or preclude surface -water infiltration.
4.5 Subgrade Walls
Because a daylight basement is planned for the structure, we offer these recommendations for
subgrade walls:
Wall Foundations: Subgrade walls can be supported on shallow footings bearing on suitable soils as
described in the Spread Footings section of this report. Footings should be designed using the
recommended allowable bearing pressures and lateral resistance values presented for building
foundations.
Wall Settlements: We estimate that the settlement of the wall footings constructed as recommended
will be on the order of 1 inch or less. Most of this settlement is expected to occur as soon as the
loads are applied. Differential settlement along the walls is expected to be 1 inch or less over a
50-foot span.
Wall Drainage: Groundwater drainage should be provided behind concrete walls by placing a zone
of sand and gravel containing less than 3 percent fines (material passing No. 200 sieve) against the
wall. This drainage zone should be at least 24 inches wide (measured horizontally) and extend from
the base of the wall to within 1 foot of the finished grade behind the wall. Smooth -walled
perforated PVC drainpipe having a minimum diameter of 4 inches should be embedded within the
sand and gravel at the base of the wall along its entire length. This drainpipe should discharge into
a tightline leading to an appropriate collection and disposal system.
Backfill Soil: Ideally, all retaining wall backfill placed behind the curtain drain would consist of
clean, free -draining, granular material, such as "Gravel Backfill for Walls" per WSDOT Standard
Specification 9-03.12(2). In the event that silty soils are used as backfill, a geotextile should be
placed between the drainage zone and the backfill soil to prevent drain clogging.
Backfill Compaction: Because soil compactors place significant lateral pressures on subgrade walls,
we recommend that only small, hand -operated compaction equipment be used within 2 feet of a
backfilled wall. Also, all backfill should be compacted to a density as close as possible to 90 percent
of the maximum dry density (based on ASTM:D-1557); a greater degree of compaction closely
behind the wall would increase the lateral earth pressure, whereas a lesser degree of compaction
might lead to excessive post -construction settlements.
i izi Group, Inc. Page 12 of 15 �'"
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
Grading and Capping: To retard the infiltration of surface water into the backfill soils, we
recommend that the backfill surface of exterior walls be adequately sloped to drain away from the
wall. Ideally, the backfill surface directly behind the wall would be capped with asphalt, concrete,
or 12 inches of low -permeability (silty) soils to minimize or preclude surface water infiltration.
Applied Soil Pressure: Walls that are designed to move 0.1 percent of the wall height during and
after construction are usually referred to as unrestrained walls. We recommend that unrestrained
cantilever walls supporting slopes inclined at 2H:1V or flatter be designed to resist an active
pressure (triangular distribution) of 55 pounds per cubic foot (pcf). The recommended pressure
does not include the effects of surcharges from surface loads hydrostatic pressures, or structural
loads. If such surcharges are to apply, they should be added to the above design lateral pressures.
4.6 Structural Fill
The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on -
grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and
recommendations concerning structural fill are presented in the following paragraphs.
Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock,
crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit -
run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass,
which are derived from pulverizing the parent materials, are also potentially useful as structural fill
in certain applications. Soils used for structural fill should not contain any organic matter or debris,
nor any individual particles greater than about 6 inches in diameter.
Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be
placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be
thoroughly compacted with a mechanical compactor.
Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we
recommend that structural fill used for various onsite applications be compacted to the following
minimum densities:
Fill Application
Minimum
Compaction
Footing subgrade and bearing pad 95 percent
Foundation backfill 90 percent
Slab -on -grade floor subgrade and subbase 95 percent
Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill
should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation
section of this report. The condition of all subgrades should be observed by geotechnical personnel
before filling or construction begins. Also, fill soil compaction should be verified by means of
in -place density tests performed during fill placement so that adequacy of soil compaction efforts
may be evaluated as earthwork progresses.
i izi Group, Inc. Page 13 of 15
f
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
Axiom Design Build - 28XX SW 302na Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on
their grain -size distribution and moisture content when they are placed. As the "fines" content (that
soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes
in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be
consistently compacted to a firm, unyielding condition when the moisture content is more than
2 percentage points above or below optimum. For fill placement during wet -weather site work, we
recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by
weight) based on the soil fraction passing the U.S. No. 4 Sieve.
I�Xi�RI V01051►VAl: 10i93aOMI10]0]111to] 0F."II M :IMAus]
�y
Because the future performance and integrity of the structural elements will depend largely on
proper site preparation, drainage, fill placement, and construction procedures, monitoring and
testing by experienced geotechnical personnel should be considered an integral part of the
construction process. Subsequently, we recommend that MGI be retained to provide the following
post -report services:
• Review all construction plans and specifications to verify that our design criteria
presented in this report have been properly integrated into the design;
• Prepare a letter summarizing all review comments (if required);
• Check all completed subgrades for footings and slab -on -grade floors before concrete
is poured, in order to verify their bearing capacity; and
• Prepare a post -construction letter summarizing all field observations, inspections,
and test results (if required).
i izi Group, Inc. Page 14 of 15 � � �
20-101813-Geotechnical (Soils) Report-05-05-2020-Vl
Axiom Design Build - 28XX SW 302nd Pl, Federal Way, WA February 13, 2020
Geotechnical Engineering Report P1946-T20
The conclusions and recommendations presented in this report are based, in part, on t
al"
ex�tlorations that ve obzer -e-io -2-1�wu i1straw
observed at a later time, we may need to modify this report to reflect those changes. Also, becau
the
initial sil future performance and integrity of the project elements depend largely on properJ
preparation, drainage, and construction procedures, monitoring and testing by experience
eotechnical �,ersonnel should be considered an intear ,.art of the construction -!,rocess.•
M
available to provide gentechnical monitoring of soils throughout constructioM I
3M."
1. I , 0 -- I - -
this report or any aspects of the project, please feel free to contact our office.
Respectfully submitted,
Senior Principal Engineer
WE
Migizi Group, Inc. Page 15 of 15
TOPT map painted on 02/07/20 from'Untitled.tpo"
I o t Miif
,d:Yb d 1CCOffEf � ohdEi�6i�
1d�p naatad r,iih TQP4'� �?dG: 4a[i^a� �iea�apkue (tGr�lenafi�rat;ao�apfti4a�r� topa'r
_' Location Job Number Figure
e
XXXX SW 302nd PI P1946-T20 1
Federal Way, WA 98023
P.O. Box 44840
Tacoma, WA 98448
Title
Topographic and Location Map
Date
02/07/20
20-101813-Geotec%nical (Soils) Report-05-05-2020- Vl
A
TP-3 x
TF���
ffm
TEST PIT L❑CATI❑N
TP-1
NOTE:
BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING
PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD.
THE INFORMATION SHOWN DOES NOT CONSTITUTE A
FIELD SURVEY BY MIGIZI.
20-101813-Geotec%nical (Soils) Report-05-05-2020- Vl
LOGS OF E3RA, INC. TEST PITS
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
ORA, Inc.
03/17/2004
Gaydosh Report
Depth (feet)
Test Pit TP-1
TEST PIT LOGS - 2821 SW 302°d PLACE
Material Description
Location: Northeast site, level area
Approximate ground surface elevation: 532 feet
0.0 - 1.0 Duff and Topsoil.
1.0 -1.1.0 Soft, wet, light brown SILT with some sand and gravel; medium stiff, mottled at 3 feet, ;stiff and moist at
31/2 feet, hard at 7 feet. (ML).
Test pit terminated at approximately 11 feet
No caving observed
Very slow seepage at 1 foot
Test Pit TP-2
Location: West -central art of upper terrace
Approximate ground surface elevation: 529 feet
0.0 - 0.0 4 inches Duff and Topsoil.
0.5 -1.0.0 Soft, moist, light brown SILT with some sand and gravel; stiff, mottled at 3 feet, hard at t 7 feet. (ML).
Test pit terminated at approximately 10 feet
No caving observed
No groundwater encountered
Test Pit TP-3
Location: Southwest terrace
Approximate ground surface elevation: 526 feet
0.0 - 0.5 8 inches Duff and Topsoil.
0.5 -1.0.0 Soft, moist, light brown SILT with some sand and gravel; medium stiff, mottled at 4 feet, stiff at 5 feet,
hard at 6'/z feet. (ML).
Test pit terminated at approximately 10 feet
No caving observed
No groundwater encountered
14
20-101813-Geotechnical (Soils) Report-05-05-2020- Vl
ORA, Inc.
03/17/2004
Gaydosh Report
Depth (feet)
TEST PIT LOGS
Material Description
Test Pit TP-4
Location: Lower hillside, east-cetral part of site
Approximate ground surface elevation: 517 feet
0.0 - 0.5 Duff and Topsoil.
0.5 - 7.5 Soft, moist, light brown SILT with some sand and gravel; stiff at 3 feet, stiff at 5 feet; some sand and
gravel lenses at 6 feet. (ML).
Test pit terminated at approximately 71/2 feet
No caving observed
No groundwater encountered
Logged by: FER on 3/9/04
15
20-101813-Geotec%nical (Soils) Report-05-05-2020- Vl
SLOPE STABILITY ANALYSIS
20--101813-Geotec%nical (Soils) Report-05-05-2020--Vl
0
m
�A-A' Static
Material Name
Color
Unit Weight
Strength
Type
Cohesion
Phi
Water
Ru
(lbs/ft3)
(psf) (
(deg)
Surface
0
v
v/
0
N
VV
0
20 40 60
80
100
120
Project
P1946-T20
28XXSW 302nd PI
Analysis Description
A -A,
Drawn By ZLL
scale 1:155
company
Migizi Group, Inc.
Date
2/5/20
File Name
Design Build
- 28XX SW 302nd PI Federal Way Revised
SLIDE8.031
20-101813-Geotechnical (Soils) Report-OS-OS-2020-Vl
Safety Factor
0.000
0.250
0.500
0.750
1.000
1.250
1.500
1.750
2.000
2.250
...... ................... 2.500
2.750
3.000
3.250
3.500
3.750
4.000
4.250
4.500
4.750
5.000
5.250
5.500
5.750
6.000+
-20 0
i
Unit Weight
Cohesion
Phi
Water
Material Name Color
Obs/ft3)
Strength Type
(psf)
(deg)
Surface
Ru
Glaciolacustrine Silt In
115
Mohr -Coulomb
250
20
None
0
6
20 40 60 80 100 120 140 160 180
Project
P1946-T20 28XX SW 302nd PL
Analysis Description A-AStatic Conditions
Drawn By ZLL scale 1:260 Company Migizi Group, Inc.
Date 2/5/20 File Name A-A'.slmd
M
I, NUMS
File Name:
Slide Modeler Version:
Compute Time:
Project Title:
Analysis:
Author:
Company:
Date Created:
A-A'.slmd
8.031
OOh:00m:04.586s
P1946-T20 28XXSW 302nd PI
A -A'
ZLL
Migizi Group, Inc.
2/5/20
Units of Measurement: Imperial Units
Time Units: days
Permeability Units: feet/second
Data Output: Standard
Failure Direction: Left to Right
Analysis Methods Used
Slices Type:
Vertical
Bishop simplified
Janbu simplified
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbe -101813-Geotechnical (Soils) Report-05-05-2020--Vl
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Surface Type:
Circular
Search Method:
Auto Refine Search
Divisions along slope:
20
Circles per division:
10
Number of iterations:
10
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Property
Glaciolacustrine Silt
Color
In
Strength Type
Mohr -Coulomb
Unit Weight [lbs/ft3]
115
Cohesion [psf]
250
Friction Angle [°]
20
Water Surface
None
Ru Value
0
r•r
FS
2.268930
Center:
88.737, 127.935
Radius:
124.884
Left Slip Surface Endpoint:
0.083, 39.977
Right Slip Surface Endpoint:
119.950, 7.014
Resisting Moment:
1.19396e+07 lb-ft
Driving Moment:
5.26223e+06 lb-ft
Total Slice Area:
1513.29 ft2
Surface Horizontal Width:
119.867 ft
30
F 0--101813-�Geo ec n cal (Soils) Report-05-05-2020--Vl
Surface Average Height: 12.6248 ft
rivimMorm•
FS
2.111030
Center:
80.784, 101.570
Radius:
101.570
Left Slip Surface Endpoint:
0.003, 39.999
Right Slip Surface Endpoint:
118.742, 7.359
Resisting Horizontal Force:
103268 lb
Driving Horizontal Force:
48918.2 lb
Total Slice Area:
1864.94 ft2
Surface Horizontal Width:
118.738 ft
Surface Average Height:
15.7063 ft
• • r. • •: • ' +:
Number of Valid Surfaces: 9804
Number of Invalid Surfaces: 21
Error Codes:
Error Code -112 reported for 21 surfaces
Number of Valid Surfaces: 9787
Number of Invalid Surfaces: 38
Error Codes:
Error Code -108 reported for 36 surfaces
Error Code -111 reported for 2 surfaces
Error Codes
The following errors were encountered during the computation:
-108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is
very small (0.1 is an arbitrary number).
-111 = safety factor equation did not converge
-112 = The coefficient M-Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens
out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative
base angle slices in the passive zone.
Global Minimum Query (bishop simplified) - Safety Factor: 2.26893
I
�e�
Bas
Base
Effective
Base
Effective
Slice
Width
pp 1018
eight
o 3FL
e� x ical g8� e j- 05S
ease r�ction
20 if
Normal
Pore
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
Ipsfl
Ipsfl
Ipsf]
Ipsf]
[degrees]
[degrees]
[psf]
Ipsf]
Ipsf]
Ipsf]
1
2.39733
232.442
-44.4551
Glaciolacustrine
250
20
108.64
246.497
-9.62486
0
-9.62486
96.9682
96.9682
Silt
2
2.39733
680.534
-42.9335
Glaciolacustrine
250
20
135.501
307.442
157.82
0
157.82
283.883
283.883
Silt
3
2.39733
1096.23
-41.4486
Glaciolacustrine
250
20
160.764
364.763
315.308
0
315.308
457.284
457.284
Silt
4
2.39733
1481.75
-39.997
Glaciolacustrine
250
20
184.503
418.625
463.293
0
463.293
618.093
618.093
Silt
5
2.39733
1838.99
-38.5757
Glaciolacustrine
250
20
206.784
469.178
602.185
0
602.185
767.114
767.114
Silt
6
2.39733
2169.65
-37.182
Glaciolacustrine
250
20
227.664
516.553
732.349
0
732.349
905.042
905.042
Silt
7
2.39733
2475.19
-35.8135
Glaciolacustrine
250
20
247.198
560.874
854.121
0
854.121
1032.49
1032.49
Silt
8
2.39733
2772.17
-34.4683
Glaciolacustrine
250
20
266.353
604.336
973.532
0
973.532
1156.37
1156.37
Silt
9
2.39733
3129.03
-33.1444
Glaciolacustrine
250
20
289.262
656.316
1116.34
0
1116.34
1305.23
1305.23
Silt
10
2.39733
3476.6
-31.8402
Glaciolacustrine
250
20
311.763
707.368
1256.61
0
1256.61
1450.21
1450.21
Silt
11
2.39733
3803.46
-30.5543
Glaciolacustrine
250
20
333.144
755.881
1389.9
0
1389.9
1586.56
1586.56
Silt
12
2.39733
4079.78
-29.2851
Glaciolacustrine
250
20
351.553
797.65
1504.66
0
1504.66
1701.82
1701.82
Silt
13
2.39733
4267.48
-28.0315
Glaciolacustrine
250
20
364.601
827.255
1585.99
0
1585.99
1780.11
1780.11
Silt
14
2.39733
4434.05
-26.7924
Glaciolacustrine
250
20
376.397
854.018
1659.52
0
1659.52
1849.59
1849.59
Silt
15
2.39733
4582.78
-25.5667
Glaciolacustrine
250
20
387.129
878.368
1726.43
0
1726.43
1911.63
1911.63
Silt
16
2.39733
4714.2
-24.3534
Glaciolacustrine
250
20
396.82
900.356
1786.84
0
1786.84
1966.45
1966.45
Silt
17
2.39733
4828.84
-23.1516
Glaciolacustrine
250
20
405.489
920.027
1840.89
0
1840.89
2014.27
2014.27
Silt
18
2.39733
4927.16
-21.9605
Glaciolacustrine
250
20
413.157
937.425
1888.69
0
1888.69
2055.28
2055.28
Silt
19
2.39733
5009.55
-20.7793
Glaciolacustrine
250
20
419.84
952.587
1930.34
0
1930.34
2089.65
2089.65
Silt
20
2.39733
5076.42
-19.6073
Glaciolacustrine
250
20
425.552
965.547
1965.95
0
1965.95
2117.55
2117.55
Silt
21
2.39733
5128.11
-18.4438
Glaciolacustrine
250
20
430.307
976.336
1995.59
0
1995.59
2139.1
2139.1
Silt
22
2.39733
5164.92
-17.2881
Glaciolacustrine
250
20
434.117
984.981
2019.35
0
2019.35
2154.46
2154.46
Silt
23
2.39733
5187.16
-16.1396
Glaciolacustrine
250
20
436.993
991.507
2037.28
0
2037.28
2163.74
2163.74
Silt
24
2.39733
5195.08
-14.9978
Glaciolacustrine
250
20
438.945
995.935
2049.44
0
2049.44
2167.03
2167.03
Silt
25
2.39733
5188.91
-13.862
Glaciolacustrine
250
20
439.979
998.282
2055.89
0
2055.89
2164.46
2164.46
Silt
26
2.39733
5168.88
-12.7318
Glaciolacustrine
250
20
440.104
998.566
2056.67
0
2056.67
2156.11
2156.11
Silt
27
2.39733
5135.17
-11.6065
Glaciolacustrine
250
20
439.325
996.798
2051.81
0
2051.81
2142.04
2142.04
Silt
Base
B��x -
��
�e�x -
20-101
ote
I (So8i�)
Q5�N�w2O2Sn��
Pore
Slice
Width
Weight
of Slice
Base
�ricdon
monna|
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
yt]
[lbs]
Base
Material
Angle
Stress s�
Stress
Stress
Stress
|Psf]
|Ps�
[PsU
[degrees]
[degrees]
[psg
lPd]
[Pd9
lPd]
28
2.39733
5087.96
10.4858
G|ado|acustrioe
I50
20
437.647
992.991
2041.35
0
2041.35
2122.35
I1I2.35
Silt
29
2]973]
5027.4
-936915
G|ecio|acustrine
250
ZO
435.073
987.15
20253
0
20253
2097.09
2097.09
Silt
]O
2.397]]
4953.03
'825606
G|ado|acumhne
250
ZO
431.000
979283
2003.69
O
2003.09
2060.3I
I066.3I
Silt
31
2.39733
4866.77
'7.1451
G|acin|acuuhne
250
30
427.247
909.393
1976.52
O
1976.52
2030.08
2030.08
Silt
32
339733
4756.91
-6.03884
6|acio|acusthne
250
20
421.990
957.48
1943J8
O
1943.78
1988/3
1988.43
Silt
33
2.39733
4654.15
'4.93383
G|ado|aousthne
250
20
415.853
943.542
1905.49
0
1905.49
1941.39
1941.39
Silt
34
2]973]
4528.56
-3.83067
G|eoio|acusthne
250
ZO
408.817
927S77
1861.63
O
186163
1889
1889
Silt
35
2.397]]
4990.I9
'I72892
G|ado|acumhne
250
ZO
400.884
909.577
I8I2]8
O
18I2.I8
189I28
183128
Silt
36
2.39733
4239.09
'1.02818
G|acin|acuuhne
250
30
392.05
889.535
1757.11
O
1757.11
176825
170825
Silt
37
239733
4047.8
8.528048
G|ado|acusthne
250
20
380.476
863274
1684.96
O
1684.96
1688.46
1688.46
Silt
38
2.39733
37754
0.571893
G|ado|acusthne
250
20
363.393
824.513
1578.46
O
1578/46
1574.83
1574.83
Silt
39
2]973]
3487.07
1.67205
G|aoio|acusthne
250
ZO
]45.1]4
783.084
1464.64
O
1464.64
1454.56
1454.56
Silt
40
2.397]]
3180.08
2.77281
G|ado|acusthne
250
ZO
325.900
739.457
1344.77
O
1344.77
1328.99
1328.99
Silt
41
2.39733
2872.26
3.87461
G|acin|acuuhne
250
30
305.699
693.61
1218.81
O
1218.81
1198.1
1198.1
Silt
42
239733
2569.33
4.97784
5|ado|acusthne
250
20
286.105
649J53
1096.66
O
1096.66
1071.74
1071.74
Silt
43
2.39733
231I55
6.08293
G|ado|acusthne
250
20
I69.601
611.706
993.779
O
993.779
965.049
965.049
Silt
44
2]973]
2047.8
7.19029
G|aoio|acusthne
250
ZO
252]16
572.488
886028
0
886.028
854.196
854.196
Silt
45
2.397]]
1709.06
8.30030
G|acio|acusthne
I50
ZO
234.030
531.0II
772.069
O
772.009
737.925
737.925
Silt
46
2.39733
1477.23
9.41358
G|acin|acuuhne
250
30
214.743
487234
651.795
O
651.795
616.193
616.193
Silt
47
239733
1172.17
10.5304
6|ado|acustdne
250
20
194/415
441.115
535.086
O
525.086
488.947
488.947
Silt
48
239733
853.762
11.6513
G|ado|aousthne
250
20
173.036
392.606
391.807
O
391.807
356127
356127
Silt
49
2]973]
521.844
127767
G|acio|acusthne
250
ZO
150.58
341.655
251.821
0
251.821
217.674
217.674
Silt
50
2.397]]
170.244
13.9072
G|acio|acusthne
250
ZU
127.022
I88.204
I04.965
O
104.965
73.5I37
73.5137
Silt
" Global Minimum Query (jambusimplified) ' Safety Factor: 2.zz103
Angle
BaseBaseEffectiveBaseEffective8uye
Shear
Shear
Pore
Slice Width Weight of Slice
ease
Friction
mommo|
Vertical
Vertical�oheaion
��,eos
Stress
��,en��h
Pressure
Number [ft] [|bs] Base
Material
Stress
Stress
Stress
Stress
|P,U
|PpU
[PIPAAn�|e
[pd]
[degrees]
[degrees]
[psU
[Pdl
[Psf]
[Psfl
1 2.37477 3I9.151 -51.6005
G|ado|aoustrine I50
20
116.293
245.499
12.367
O I2.367
134.393
134.393
|
|
Silt
|
|
I Bas
`dd
Base
Effective
Base
Effective
20--10181
eotec�
nical ]So.i3�
e 9-055
Friction
20
Pore
Slice
Width
Weight
of Slice
Base
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[lbs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psf]
[psf]
[psf]
[psf]
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf]
2
2.37477
927.856
-49.4967
Glaciolacustrine
250
20
154.587
326.338
209.738
0
209.738
390.715
390.715
Silt
3
2.37477
1480.9
-47.4743
Glaciolacustrine
250
20
190.189
401.495
416.228
0
416.228
623.597
623.597
Silt
4
2.37477
1984.61
-45.5272
Glaciolacustrine
250
20
223.298
471.389
608.261
0
608.261
835.706
835.706
Silt
5
2.37477
2444.04
-43.6454
Glaciolacustrine
250
20
254.085
536.381
786.826
0
786.826
1029.17
1029.17
Silt
6
2.37477
2863.33
-41.8209
Glaciolacustrine
250
20
282.698
596.785
952.782
0
952.782
1205.73
1205.73
Silt
7
2.37477
3245.88
-40.0471
Glaciolacustrine
250
20
309.267
652.871
1106.88
0
1106.88
1366.82
1366.82
Silt
8
2.37477
3604.15
-38.3184
Glaciolacustrine
250
20
334.516
706.174
1253.33
0
1253.33
1517.69
1517.69
Silt
9
2.37477
4011.38
-36.63
Glaciolacustrine
250
20
363.115
766.546
1419.2
0
1419.2
1689.17
1689.17
Silt
10
2.37477
4407.28
-34.9778
Glaciolacustrine
250
20
391.214
825.864
1582.17
0
1582.17
1855.88
1855.88
Silt
11
2.37477
4775.57
-33.3584
Glaciolacustrine
250
20
417.728
881.837
1735.96
0
1735.96
2010.96
2010.96
Silt
12
2.37477
5097.66
-31.7686
Glaciolacustrine
250
20
441.399
931.807
1873.25
0
1873.25
2146.59
2146.59
Silt
13
2.37477
5321.13
-30.2056
Glaciolacustrine
250
20
458.711
968.353
1973.66
0
1973.66
2240.69
2240.69
Silt
14
2.37477
5514.25
-28.6672
Glaciolacustrine
250
20
474.083
1000.8
2062.82
0
2062.82
2322.02
2322.02
Silt
15
2.37477
5684.9
-27.151
Glaciolacustrine
250
20
488.012
1030.21
2143.6
0
2143.6
2393.88
2393.88
Silt
16
2.37477
5834.01
-25.6552
Glaciolacustrine
250
20
500.538
1056.65
2216.25
0
2216.25
2456.66
2456.66
Silt
17
2.37477
5962.4
-24.1779
Glaciolacustrine
250
20
511.701
1080.22
2281
0
2281
2510.73
2510.73
Silt
18
2.37477
6070.8
-22.7175
Glaciolacustrine
250
20
521.533
1100.97
2338.03
0
2338.03
2556.37
2556.37
Silt
19
2.37477
6159.86
-21.2725
Glaciolacustrine
250
20
530.064
1118.98
2387.51
0
2387.51
2593.88
2593.88
Silt
20
2.37477
6230.18
-19.8416
Glaciolacustrine
250
20
537.322
1134.3
2429.6
0
2429.6
2623.49
2623.49
Silt
21
2.37477
6282.26
-18.4235
Glaciolacustrine
250
20
543.327
1146.98
2464.43
0
2464.43
2645.42
2645.42
Silt
22
2.37477
6316.58
-17.017
Glaciolacustrine
250
20
548.102
1157.06
2492.13
0
2492.13
2659.88
2659.88
Silt
23
2.37477
6333.55
-15.621
Glaciolacustrine
250
20
551.662
1164.58
2512.77
0
2512.77
2667.02
2667.02
Silt
24
2.37477
6333.53
-14.2345
Glaciolacustrine
250
20
554.023
1169.56
2526.47
0
2526.47
2667.01
2667.01
Silt
25
2.37477
6316.86
-12.8564
Glaciolacustrine
250
20
555.197
1172.04
2533.28
0
2533.28
2659.99
2659.99
Silt
26
2.37477
6283.81
-11.4859
Glaciolacustrine
250
20
555.194
1172.03
2533.26
0
2533.26
2646.08
2646.08
Silt
27
2.37477
6234.65
-10.1219
Glaciolacustrine
250
20
554.022
1169.56
2526.47
0
2526.47
2625.37
2625.37
Silt
28
2.37477
6169.58
-8.7638
Glaciolacustrine
250
20
551.688
1164.63
2512.92
0
2512.92
2597.97
2597.97
Silt
I Bas
Base
Effective
Base
Effective
�0-�10181
���e�%�a.�a�.
]��
e ����-OAS
�0
d,
Pore
Slice
Width
Weight
of Slice
Base
riction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[Ibs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[psf]
[psf]
[psf]
[psf]
[degrees]
[degrees]
[psf]
[psf]
[psf]
[psf]
29
2.37477
6088.8
-7.41061
Glaciolacustrine
250
20
548.193
1157.25
2492.66
0
2492.66
2563.96
2563.96
Silt
30
2.37477
5992.47
-6.06156
Glaciolacustrine
250
20
543.541
1147.43
2465.67
0
2465.67
2523.39
2523.39
Silt
31
2.37477
5880.71
-4.71588
Glaciolacustrine
250
20
537.73
1135.16
2431.97
0
2431.97
2476.33
2476.33
Silt
32
2.37477
5753.62
-3.37281
Glaciolacustrine
250
20
530.758
1120.45
2391.54
0
2391.54
2422.82
2422.82
Silt
33
2.37477
5611.29
-2.03159
Glaciolacustrine
250
20
522.622
1103.27
2344.34
0
2344.34
2362.88
2362.88
Silt
34
2.37477
5453.76
-0.691481
Glaciolacustrine
250
20
513.313
1083.62
2290.35
0
2290.35
2296.55
2296.55
Silt
35
2.37477
5281.06
0.648248
Glaciolacustrine
250
20
502.824
1061.48
2229.51
0
2229.51
2223.82
2223.82
Silt
36
2.37477
5093.19
1.98833
Glaciolacustrine
250
20
491.143
1036.82
2161.76
0
2161.76
2144.71
2144.71
Silt
37
2.37477
4883.6
3.3295
Glaciolacustrine
250
20
477.778
1008.6
2084.25
0
2084.25
2056.45
2056.45
Silt
38
2.37477
4587.53
4.67251
Glaciolacustrine
250
20
457.944
966.733
1969.21
0
1969.21
1931.78
1931.78
Silt
39
2.37477
4256.61
6.01809
Glaciolacustrine
250
20
435.379
919.098
1838.33
0
1838.33
1792.43
1792.43
Silt
40
2.37477
3910.28
7.36702
Glaciolacustrine
250
20
411.493
868.675
1699.8
0
1699.8
1646.59
1646.59
Silt
41
2.37477
3548.39
8.72006
Glaciolacustrine
250
20
386.261
815.408
1553.45
0
1553.45
1494.2
1494.2
Silt
42
2.37477
3174.95
10.078
Glaciolacustrine
250
20
359.965
759.897
1400.93
0
1400.93
1336.95
1336.95
Silt
43
2.37477
2846.36
11.4417
Glaciolacustrine
250
20
336.832
711.062
1266.76
0
1266.76
1198.58
1198.58
Silt
44
2.37477
2521.69
12.8121
Glaciolacustrine
250
20
313.81
662.462
1133.23
0
1133.23
1061.86
1061.86
Silt
45
2.37477
2180.65
14.1899
Glaciolacustrine
250
20
289.36
610.848
991.42
0
991.42
918.255
918.255
Silt
46
2.37477
1822.96
15.5761
Glaciolacustrine
250
20
263.438
556.126
841.075
0
841.075
767.64
767.64
Silt
47
2.37477
1448.31
16.9718
Glaciolacustrine
250
20
235.994
498.19
681.895
0
681.895
609.872
609.872
Silt
48
2.37477
1056.31
18.378
Glaciolacustrine
250
20
206.971
436.923
513.567
0
513.567
444.806
444.806
Silt
49
2.37477
646.56
19.7957
Glaciolacustrine
250
20
176.309
372.193
335.722
0
335.722
272.262
272.262
Silt
50
2.37477
218.597
21.2261
Glaciolacustrine
250
20
143.935
303.851
147.954
0
147.954
92.0495
92.0495
Silt
i � r
• Global Minimum Query (bishop simplified) - Safety Factor: 2.26893
Slice X y Interslice Interslice Interslice
Number coordinate coordinate - Bottom Normal Force Shear Force Force Angle
[ft] [ft] [Ibs] [Ibs] [degrees]
1 0.0834205 39.9768 0 0 0
X Inter is n er ce In sl'
20-�10181 - Geotechn?ca � t} -
Slice
coordinate
coordinate - Bottom
�1
Normal Force Shear Fore
ort-
Force Angle
Number
[ft]
[ft]
[Ibs] [Ibs]
[degrees]
2
2.48075
37.6247
-283.062
0 0
3
4.87809
35.3943
-255.879
0 0
4
7.27542
33.2772
26.3071
0 0
5
9.67275
31.2658
515.897
0 0
6
12.0701
29.3537
1171.65
0 0
7
14.4674
27.5352
1957.68
0 0
8
16.8647
25.8053
2842.64
0 0
9
19.2621
24.1596
3806.29
0 0
10
21.6594
22.5942
4860.47
0 0
11
24.0567
21.1054
5983.91
0 0
12
26.4541
19.6902
7152.3
0 0
13
28.8514
18.3457
8332.6
0 0
14
31.2487
17.0694
9482.93
0 0
15
33.6461
15.8588
10589.7
0 0
16
36.0434
14.7119
11641.7
0 0
17
38.4407
13.6268
12629.4
0 0
18
40.8381
12.6017
13544.5
0 0
19
43.2354
11.635
14379.9
0 0
20
45.6327
10.7253
15129.4
0 0
21
48.0301
9.87132
15788.2
0 0
22
50.4274
9.0718
16352.3
0 0
23
52.8247
8.32566
16818.4
0 0
24
55.2221
7.63191
17184.2
0 0
25
57.6194
6.98965
17448.3
0 0
26
60.0167
6.39805
17609.8
0 0
27
62.4141
5.85639
17668.9
0 0
28
64.8114
5.36401
17626
0 0
29
67.2087
4.9203
17482.7
0 0
30
69.6061
4.52475
17240.9
0 0
31
72.0034
4.1769
16903.3
0 0
32
74.4007
3.87633
16473.2
0 0
33
76.7981
3.62272
15954.6
0 0
34
79.1954
3.41577
15352.1
0 0
35
81.5927
3.25525
14670.9
0 0
36
83.9901
3.14098
13917
0 0
37
86.3874
3.07284
13097
0 0
38
88.7847
3.05074
12222.2
0 0
39
91.1821
3.07467
11313.3
0 0
40
93.5794
3.14465
10383.5
0 0
41
95.9767
3.26076
9446.11
0 0
42
98.3741
3.42313
8515.42
0 0
43
100.771
3.63194
7600.61
0 0
44
103.169
3.88741
6700.45
0 0
45
105.566
4.18985
5827.65
0 0
46
107.963
4.5396
4996.61
0 0
47
110.361
4.93706
4222.79
0 0
48
112.758
5.3827
3522.76
0 0
49
115.155
5.87704
2914.28
0 0
50
117.553
6.42067
2416.43
0 0
51
119.95
7.01427
0
0 0
Global Minimum Queryl(Jan u simpl ec -Safety act�Sr�2�' �1�3 e o t-0 -0 - 020 STI
X
y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[lbs]
[lbs]
[degrees]
1
0.00347586
39.999
0
0
0
2
2.37824
37.0021
-313.231
0
0
3
4.75301
34.2219
-97.2307
0
0
4
7.12778
31.6327
528.849
0
0
5
9.50255
29.2138
1469.88
0
0
6
11.8773
26.9487
2648.69
0
0
7
14.2521
24.8239
4001.88
0
0
8
16.6269
22.8279
5476.77
0
0
9
19.0016
20.9512
7034.52
0
0
10
21.3764
19.1856
8677.93
0
0
11
23.7512
17.5241
10377.6
0
0
12
26.1259
15.9607
12099.6
0
0
13
28.5007
14.4901
13806.2
0
0
14
30.8755
13.1077
15445.4
0
0
15
33.2502
11.8093
16997.9
0
0
16
35.625
10.5914
18449.7
0
0
17
37.9998
9.45076
19788.9
0
0
18
40.3745
8.3846
21005.6
0
0
19
42.7493
7.39036
22091.7
0
0
20
45.1241
6.46579
23040.3
0
0
21
47.4989
5.60887
23846.3
0
0
22
49.8736
4.81781
24505.6
0
0
23
52.2484
4.091
25015.2
0
0
24
54.6232
3.42701
25373.6
0
0
25
56.9979
2.82458
25580
0
0
26
59.3727
2.28259
25634.5
0
0
27
61.7475
1.80005
25538.5
0
0
28
64.1222
1.3761
25293.9
0
0
29
66.497
1.01
24903.8
0
0
30
68.8718
0.701123
24371.9
0
0
31
71.2465
0.448945
23702.9
0
0
32
73.6213
0.25304
22902.3
0
0
33
75.9961
0.113084
21976.6
0
0
34
78.3708
0.0288445
20933
0
0
35
80.7456
0.000182937
19779.7
0
0
36
83.1204
0.0270524
18525.7
0
0
37
85.4952
0.109497
17181.1
0
0
38
87.8699
0.247652
15758.6
0
0
39
90.2447
0.441747
14288.8
0
0
40
92.6195
0.692103
12794.7
0
0
41
94.9942
0.999142
11295.6
0
0
42
97.369
1.36338
9812.48
0
0
43
99.7438
1.78545
8366.36
0
0
44
102.119
2.26609
6957.62
0
0
45
104.493
2.80615
5600.38
0
0
46
106.868
3.40662
4317.91
0
0
47
109.243
4.0686
3135.54
0
0
48
111.618
4.79336
2080.9
0
0
Slice
X
20 lD
20—V1
��in��
om�in�e'��
Normal Force ��r�� Force Angle
Number
Vt]
Vt]
[|bs] [|bU [degrees]
49
113.992
5.58233
11842 0 O
50
116.367
6.43709
478.549 0 0
| 51
118742
7.35945
O O 0|
Shared Entities
Type Coordinates
External Boundary
Scenario -based Entities
Type Coordinates Master Scenario
Water Table
Not assigned toany materials
20-101813-Geotechnical (Soils) Report-05-05-2020-Vl
Safety Factor
0.000
0.250
0.500
0.750
1.000
1.250
1.500
1.750
2.000
2.250
...... ................... 2.500
2.750
3.000
3.250
3.500
3.750
4.000
4.250
4.500
4.750
5.000
5.250
5.500
5.750
6.000+
10,Z I
-19
EID V
E"D
-20 0 20 40 60 80 100
I Project
P1946-T20 28XX SW 302nd PIL
A nalysls DescrIption A -A' Retaining Wall
Drawn By ZLL scale 1:218 Company
Date 2/5/20 File Name
I
120 140
Migizi Group, Inc.
A-A'.slmd
A -A'
Project Summary
File Name:
A-A'.slmd
Slide Modeler Version:
8.031
Project Title:
P1946-T20 28XXSW 302nd PI
Analysis:
A -A'
Author:
ZLL
Company:
Migizi Group, Inc.
Date Created:
2/5/20
Currently Open Scenarios
Group Name Scenario Name Global Minimum Compute Time
Master Scenario Bishop Simplified: 1.218500 00h:00m:01.625s
Group 1 Janbu Simplified: 1,425680
Retaining Wall Bishop Simplified: 2.230970 00h:00m:00.926s
Janbu Simplified: 2.058680
General Settings
Units of Measurement:
Imperial Units
Time Units:
days
Permeability Units:
feet/second
Data Output:
Standard
Failure Direction:
Left to Right
Analysis Options
All Open Scenarios
Analysis Methods Used
Slices Type:
Vertical
Bishop simplified
Janbu simplified
Number of slices:
50
Tolerance:
0.005
Maximum number of iterations:
75
Check malpha < 0.2:
Yes
Create Interslice boundaries at intersections
Yes
with water tables and piezos:
Initial trial value of FS:
1
Steffensen Iteration:
Yes
Groundwater Analysis
All Open Scenarios
Groundwater Method:
Water Surfaces
Pore Fluid Unit Weight [lbs/ft3]:
62.4
Use negative pore pressure cutoff:
Yes
Maximum negative pore pressure [psf]:
0
Advanced Groundwater Method:
None
Random Numbers
All Open Scenarios
Pseudo -random Seed: 10116
Random Number Generation Method: Park and Miller v.3
Surface Options
Group 1- Master Scenario Group 1- Retaining Wall
Group 1- Master Scenario 0
Group 1- Retaining Wall -
20-101813-�Geotec%nica . (�� 1s)
Re
Surface Type:
Circular
Surface Type:
ircuIra r
Search Method:
Auto Refine Search
Search Method: Auto Refine Search
Divisions along slope:
20
Divisions along slope:
20
Circles per division:
10
Circles per division:
10
Number of iterations:
10
Number of iterations:
10
Divisions to use in next iteration: 50%
Divisions to use in next iteration:
50%
Composite Surfaces:
Disabled
Composite Surfaces:
Disabled
Minimum Elevation:
Not Defined
Minimum Elevation:
Not Defined
Minimum Depth:
Not Defined
Minimum Depth [it]:
18
Minimum Area:
Not Defined
Minimum Area:
Not Defined
Minimum Weight:
Not Defined
Minimum Weight:
Not Defined
Seismic Loading
All Open Scenarios
Advanced seismic analysis: No
Staged pseudostatic analysis: No
Materials
Property
Glaciolacustrine Silt
Retaining Wall
Color
Strength Type
Mohr -Coulomb
Mohr -Coulomb
Unit Weight [lbs/ft3]
115
156
Cohesion [psf]
250
2000
Friction Angle (°]
20
45
Water Surface
Assigned per scenario Assigned per scenario
Ru Value
0
0
Materials in Use
Material Master Scenario - Retaining Wall
Glaciolacustrine Silt
Retaining Wall
Global Minimums
-05-05-2020- Vl
Group 1- Master Scenario, }��Group 1- Retaining Wall
Method: bishopsimp;A.OJ$� ��eoec"mlVletWdd'.'bisfiopsimpp9 ej1eport
-05-05-2020- Vl
FS
1.218500
FS
2.230970
Center:
68.470, 26.149
Center:
80.781, 101.568
Radius:
11.811
Radius:
101,566
Left Slip Surface Endpoint:
56.659, 26.149
Left Slip Surface Endpoint:
0.004, 39.999
Right Slip Surface Endpoint:
61.000, 17.000
Right Slip Surface Endpoint:
118.738, 7.361
Left Slope Intercept:
56.659 26.149
Resisting Moment:
1.09188e+07 lb-ft
Right Slope Intercept:
61.000 25.000
Driving Moment:
4.89419e+06 lb-ft
Resisting Moment:
32612.4 lb-ft
Total Slice Area:
1747.79 ft2
Driving Moment:
26764.5 lb-ft
Surface Horizontal Width:
118.733 ft
Total Slice Area:
25.1154 ft2
Surface Average Height:
14.7203 ft
Surface Horizontal Width:
4.34123 ft
Surface Average Height:
5.78533 ft
Method: janbu simplified
FS
1.425680
Center:
131.423, 79.531
Radius:
94.034
Left Slip Surface Endpoint:
53.426, 27.005
Right Slip Surface Endpoint:
61,000, 17.217
Left Slope Intercept:
53.426 27.005
Right Slope Intercept:
61.000 25.000
Resisting Horizontal Force:
2416.44 lb
Driving Horizontal Force:
1694.95 lb
Total Slice Area:
31.1555 ft2
Surface Horizontal Width:
7.57368 It
Surface Average Height:
4.11366 ft
Valid/invalid Surfaces
Group 1- Master Scenario .
Method: bishop simplified
Number of Valid Surfaces: 10444
Number of Invalid Surfaces: 48
Error Codes:
Error Code -112 reported for 48 surfaces
Method: janbu simplified
Number of Valid Surfaces: 6576
Number of Invalid Surfaces: 3916
Error Codes:
Error Code -108 reported for 48 surfaces
Error Code -111 reported for 3868 surfaces
Method: janbu simplified
FS
2.058680
Center:
54.052, 42.606
Radius:
32.758
Left Slip Surface Endpoint:
22.308, 34.521
Right Slip Surface Endpoint:
74.483, 17.000
Resisting Horizontal Force:
37678.5lb
Driving Horizontal Force:
18302.2 lb
Total Slice Area:
629.805 ft2
Surface Horizontal Width:
52.1755 ft
Surface Average Height:
12.0709 ft
Group 1- Retaining Wall -
Method: bishop simplified
Number of Valid Surfaces: 1696
Number of Invalid Surfaces: 0
Method: janbu simplified
Number of Valid Surfaces: 1695
Number of Invalid Surfaces: 1
Error Codes:
Error Code -111 reported for 1 surface
Error Codes
The following errors were encountered during the computation:
-108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number).
-111 = safety factor equation did not converge
-112 = The coefficient M-Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis,
in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone.
Slice Data
Group 1- Master Scenario ..
(:In0.�i nninim��m n��a.v thiehnn e;—.I;nnAl - Cif— C--- 1 71 SEC
Angle
Slice Width Weight of Slice Base
Number [ft) [Ibs] Base Material
[degrees]
1 0,0868246 7.02189-86.5242 Glaciolacustrine
Silt
2 0.0868246 16.8665-81.6058 Glaciolacustrine
Silt
Base
Base
Shear
Shear
Base
Pore Effective
Base
Effective
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Angle
Stress
Stress
Stress
Stress
[psf]
[degrees]
[psf]
[psf]
[psf]
Ipsfl
[psf]
[psf]
[psf]
250
20
38.8568
47.347
-556.785
0-556,785
82.961
82.961
250 20 87.2195 106.277-394.875 0-394.875 196A86 196.186
• Global Minimum
Angle
Slice Width Weight
of Slice Base
Number [ft] [Ibs]
C,
Base Material
[degrees]
1 2.37467 319,124
-51,6065 Glaciolacustrine
Silt
2 2.37467 927.778
-49.4967 Glaciolacustrine
Silt
Group 1- Master Scenario
yy
2®AnglP18�,..3-Geo'�eMpha
C ase (Soils) Red ® -05-05
Base
Shear
Shear
Base
Pore
E e®2v®Base
Effective
Angle
Slice Width Weight
of Slice Base
Friction
Normal
Normal Vertical
Vertical
Slice Width Weight
of Slice Base
Cohesion
Stress
Strength
Pressure
G
Number [ft] [Ibs]
Base Material
Angle
Stress
Stress Stress
Stress
Number [ft] [Ibs]
Base Material
[degrees]
[psf]
[psf]
[degrees]
[psf]
[psf)
[psf]
[psf] (psf]
[psf]
[degrees]
3 0.0868246 21.8157
-79.0539 Glaciolacustrine
250
20 110.35
134.461
-317.443
0
-317.443 253.122
253.122
3 2.37467 1480.77
-47.4743 Glaciolacustrine
Silt
Silt
4 0.0868246 25.7062
-77.008 Glaciolacustrine
250
20 128.189
156.198
-257.719
0
-257.719 297.882
297.882
4 2.37467 1984.44
-45.5272 Glaciolacustrine
Silt
Silt
5 0,0868246 29.0012
-75.2444 Glaciolacustrine
250
20 143.139
174A15
-207.67
0
-207.67 335.792
335.792
5 2.37467 2443.84
-43.6454 Glaciolacustrine
Silt
Silt
6 0.0868246 31.8968
-73.6686 Glaciolacustrine
250
20 156.196
190.325
-163,955
0
-163.955 369A09
369.109
6 2.37467 2863.09
-41.8209 Glaciolacustrine
Silt
Silt
7 0.0868246 34.4991
-72.2296 Glaciolacustrine
250
20 167.892
204.576
-124.801
0
-124.801 399.051
399.051
7 2.37467 3245.6
-40.0471 Glaciolacustrine
Silt
Silt
8 0.0868246 36.8736
-70.8961 Glaciolacustrine
250
20 178.547
217.56
-89.1287
0
-89.1287 426.371
426.371
8 2.37467 3603.85
-38.3184 Glaciolacustrine
Silt
Silt
9 0.0868246 39.0641
-69.6471 Glaciolacustrine
250
20 188.375
229.535
-56.2273
0
-56.2273 451.576
451.576
9 2.37467 4011.04
-36.6299 Glaciolacustrine
Silt
Silt
10 0.0868246 41.1017
-68.4678 Glaciolacustrine
250
20 197.524
240.683
-25.5986
0
-25.5986 475.02
475.02
10 2.37467 4406.9
-34.9778 Glaciolacustrine
Silt
Silt
11 0,0868246 43.0095
-67.3472 Glaciolacustrine
250
20 206.103
251.137
3.12254
0
3.12254 496.971
496.971
11 2,37467 4775A6
-33.3584 Glaciolacustrine
Silt
Silt
12 0.0868246 44.805
-66.277 Glaciolacustrine
250
20 214.195
260.996
30.2125
0
30.2125 517.63
517.63
12 2.37467 5097.49
-31.7685 Glaciolacustrine
Silt
Silt
13 0.0868246 46.5022
-65.2505 Glaciolacustrine
250
20 221.864
270.341
55.8863
0
55.8863 537.157
537.157
13 2.37467 5322.14
-30.2056 Glaciolacustrine
Silt
Silt
14 0.0868246 48.1122
-64.2625 Glaciolacustrine
250
20 229.161
279.233
80.3158
0
80.3158 555.68
555.68
14 2.37467 5516.51
-28.6672 Glaciolacustrine
Silt
Silt
15 0.0868246 49.644
-63.3087 Glaciolacustrine
250
20 236.128
287.722
103.639
0
103.639 573.305
573.305
15 2.37467 5688.42
-27.151 Glaciolacustrine
Silt
Silt
16 0.0868246 51.1053
-62.3855 Glaciolacustrine
250
20 242.799
295.85
125.972
0
125.972 590.118
590.118
16 2.37467 5838.79
-25.6551 Glaciolacustrine
Silt
Silt
17 0,0868246 52.5025
-61.49 Glaciolacustrine
250
20 249.202
303.653
147.41
0
14Z41 606.192
606.192
17 2.37467 5968.44
-24.1778 Glaciolacustrine
Silt
Silt
18 0.0868246 53.8409
-60.6195 Glaciolacustrine
250
20 255.362
311.159
168,033
0
168.033 621.59
621.59
18 2.37467 6078.1
-22.7175 Glaciolacustrine
Silt
Silt
19 0.0868246 55.1252
-59.7719 Glaciolacustrine
250
20 261.3
318.394
187.912
0
187.912 636.366
636.366
19 2.37467 6168.43
-21.2725 Glaciolacustrine
Silt
Silt
20 0.0868246 56.3595
-58.9454 Glaciolacustrine
250
20 267.033
325.38
207.105
0
207.105 650.565
650.565
20 2.37467 6240.01
-19.8416 Glaciolacustrine
Silt
Silt
21 0.0868246 57.5473
-58.1382 Glaciolacustrine
250
20 272.577
332.135
225.665
0
225.665 664.23
664.23
21 2.37467 6293.36
-18.4235 Glaciolacustrine
Silt
Silt
22 0.0868246 58.6917
-57.3489 Glaciolacustrine
250
20 277.945
338.676
243.636
0
243,636 677.395
677.395
22 2.37467 6328.95
-17.017 Glaciolacustrine
Silt
Silt
23 0,0868246 59.7955
-56.5763 Glaciolacustrine
250
20 283.15
345.018
261.06
0
261.06 690.092
690.092
23 2,37467 6347A9
-15.621 Glaciolacustrine
Silt
Silt
24 0.0868246 60.8611
-55.8191 Glaciolacustrine
250
20 288.201
351.173
277.971
0
277.971 702.35
702.35
24 2.37467 6348.44
-14.2345 Glaciolacustrine
Silt
Silt
25 0.0868246 61.8907
-55.0764 Glaciolacustrine
250
20 293.109
357.153
294.4
0
294.4 714.193
714.193
25 2.37467 6396.43
-12.8564 Glaciolacustrine
Silt
Silt
26 0.0868246 62.8863
-54.3472 Glaciolacustrine
250
20 297.881
362.968
310.378
0
310.378 725.645
725.645
26 2.37467 6172.59
-11.4858 Glaciolacustrine
Silt
Silt
27 0.0868246 63.8497
-53.6308 Glaciolacustrine
250
20 302.526
368.628
325.928
0
325.928 736.726
736.726
27 2.37467 4208.4
-10.1219 Glaciolacustrine
Silt
Silt
28 0.0868246 64.7825
-52.9263 Glaciolacustrine
250
20 307.05
374.141
341.075
0
341.075 747.456
747.456
28 2.37467 4316.27
-8.76378 Glaciolacustrine
Silt
Silt
29 0,0868246 65.6862
-52.2331 Glaciolacustrine
250
20 311.461
379.515
355.838
0
355,838 757.85
757.85
29 2,37467 4408.43
-7.41059 Glaciolacustrine
Silt
Silt
30 0.0868246 66.5621
-51.5506 Glaciolacustrine
250
20 315.761
384.755
370,238
0
370.238 767.924
767.924
30 2.37467 4485.04
-6.06154 Glaciolacustrine
Silt
Silt
31 0.0868246 67.4115
-50.8781 Glaciolacustrine
250
20 319.959
389.87
384.291
0
384.291 777.693
777.693
31 2.37467 4546.22
-4.71586 Glaciolacustrine
Silt
Silt
32 0.0868246 68.2356
-50.2153 Glaciolacustrine
250
20 324.058
394.865
398.013
0
398.013 787.171
787.171
32 2.37467 4592.08
-3.37279 Glaciolacustrine
Silt
Silt
33 0.0868246 69.0353
-49.5615 Glaciolacustrine
250
20 328.062
399.744
411.419
0
411.419 796.367
796.367
33 2.37467 4622.69
-2.03157 Glaciolacustrine
Silt
Silt
34 0.0868246 69.8116
-48.9164 Glaciolacustrine
250
20 331.977
404.514
424.523
0
424.523 805.295
805.295
34 2.37467 4638.1
-0.691459 Glaciolacustrine
Silt
Silt
35 0,0868246 70.5654
-48.2795 Glaciolacustrine
250
20 335.805
409.178
437.337
0
437,337 813.964
813.964
35 2.37467 4638.35
0.648271 Glaciolacustrine
Silt
Silt
36 0.0868246 71.2976
-47.6504 Glaciolacustrine
250
20 339.549
413.74
449.873
0
449.873 822.383
822.383
36 2.37467 4623.42
1.98835 Glaciolacustrine
Silt
Silt
37 0.0868246 72.009
-47.0288 Glaciolacustrine
250
20 343.213
418.205
462.14
0
462.14 830.563
830.563
37 2.37467 4593.3
3.32953 Glaciolacustrine
Silt
Silt
38 0.0868246 72.7002
-46.4144 Glaciolacustrine
250
20 346.801
422.577
474.151
0
474.151 838.512
838.512
38 2.37467 4512.48
4.67253 Glaciolacustrine
Silt
Silt
39 0.0868246 73.372
-45.8069 Glaciolacustrine
250
20 350.314
426.858
485.913
0
485.913 846.236
846.236
39 2.37467 4221.93
6.01812 Glaciolacustrine
Silt
Silt
40 0.0868246 74.025
-45.2059 Glaciolacustrine
250
20 353.756
431.052
497A36
0
497,436 853.743
853.743
40 2.37467 3886.43
7.36704 Glaciolacustrine
Silt
Silt
41 0,0868246 74.6597
-44.6111 Glaciolacustrine
250
20 357.128
435.161
508.727
0
508,727 861.04
861.04
41 2,37467 3535.37
8.72009 Glaciolacustrine
Silt
Silt
Group 1-
Master Scenario
2®AnglP181
yy 3-GeoteMpha
C ase (Soils)
®
Red Base -05-05
E e®2v®Base
Effective
Base
Shear
Shear
Pore
Slice
Width
Weight
of Slice
Base
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Number
[ft]
[Ibs]
Base
Material
Angle
Stress
Stress
Stress
Stress
[degrees]
[Psfl
[degrees]
[psf]
[psf]
[psf)
[psf]
[psf]
(psf]
[psf]
42
0.0868246
75.2768
-44.0224
Glaciolacustrine
250
20
360.434
439.189
519.794
0
519.794
868.134
868.134
Silt
43
0.0868246
75.8767
-43.4395
Glaciolacustrine
250
20
363.676
443.139
530.644
0
530.644
875.031
875.031
Silt
44
0,0868246
76.4599
-42.8622
Glaciolacustrine
250
20
366.854
447.011
541.285
0
541,285
881.735
881.735
Silt
45
0.0868246
77.027
-42.2902
Glaciolacustrine
250
20
369.971
450.81
551,722
0
551.722
888.254
888.254
Silt
46
0.0868246
77.5783
-41.7234
Glaciolacustrine
250
20
373.03
454.537
561.961
0
561.961
894.592
894.592
Silt
47
0.0868246
78.1143
-41.1615
Glaciolacustrine
250
20
376.031
458.194
572.007
0
572.007
900.751
900.751
Silt
48
0.0868246
78.6354
-40.6044
Glaciolacustrine
250
20
378.977
461.783
581.868
0
581.868
906.74
906.74
Silt
49
0.0868246
79.1419
-40.0519
Glaciolacustrine
250
20
381.867
465.305
591.547
0
591.547
912.561
912.561
Silt
50
0,0868246
79.6351
-39.5751
Glaciolacustrine
250
20
384.515
468.532
600,413
0
600,413
918.231
918.231
Silt
• Global Minimum Query (janbu simplified) - Safety Factor: 1.42568
Angle
Slice Width Weight
of Slice Base
Number [ft] [Ibs]
Base Material
[degrees]
1 0.151474 1.60371
-55.9593 Glaciolacustrine
Silt
2 0.151474 4.79911
-55.7948 Glaciolacustrine
Silt
3 0.151474 7.97057
-55.631 Glaciolacustrine
Silt
4 0.151474 11.1184
-55A678 Glaciolacustrine
Silt
5 0.151474 14.2429
-55.3053 Glaciolacustrine
Silt
6 0.151474 17.3444
-55.1435 Glaciolacustrine
Silt
7 0.151474 20.4231
-54.9823 Glaciolacustrine
Silt
8 0.151474 23.4793
-54.8218 Glaciolacustrine
Silt
9 0.151474 26.5132
-54.6619 Glaciolacustrine
Silt
10 0.151474 29.5252
-54.5027 Glaciolacustrine
Silt
11 0.151474 32.5155
-54.344 Glaciolacustrine
Silt
12 0.151474 35.4843
-54.186 Glaciolacustrine
Silt
13 0.151474 38.4319
-54.0286 Glaciolacustrine
Silt
14 0.151474 41.3586
-53.8718 Glaciolacustrine
Silt
15 0.151474 44.2645
-53.7155 Glaciolacustrine
Silt
16 0.151474 47.1499
-53.5598 Glaciolacustrine
Silt
17 0.151474 50.015
-53.4047 Glaciolacustrine
Silt
18 0.151474 52.86
-53.2502 Glaciolacustrine
Silt
19 0.151474 55.6852
-53.0962 Glaciolacustrine
Silt
20 0.151474 58.4908
-52.9428 Glaciolacustrine
Silt
21 0.151474 61.277
-52.7899 Glaciolacustrine
Silt
22 0.151474 64.0439
-52.6376 Glaciolacustrine
Silt
23 0.151474 66.7918
-52A857 Glaciolacustrine
Silt
24 0.151474 69.5209
-52.3344 Glaciolacustrine
Silt
25 0.151474 72.2314
-52.1837 Glaciolacustrine
Silt
26 0.151474 74.9234
-52.0334 Glaciolacustrine
Silt
27 0.151474 77.5971
-51.8836 Glaciolacustrine
Silt
Base
Base
Effective
Base
Effective
Base
Shear
Shear
Pore
Friction
Normal
Normal
Vertical
Vertical
Cohesion
Stress
Strength
Pressure
Angle
Stress
Stress
Stress
Stress
[psf]
[degrees]
(psf]
[psfj
[psf]
[Psfl
[psf]
[psf]
[psfj
250
20
129.276
184.306
-180.493
0
-180.493
10.8736
10.8736
250 20 133.411 190.202-164.294 0-164.294 31.9763 31.9763
250
20
137.528
196.072
-148.167
0
-148.167
52.9207
52.9207
250
20
141.627
201.915
-132.112
0
-132.112
73.7093
73.7093
250
20
145,708
207.733
-116.127
0
-116.127
94,3437
94.3437
250
20
149.771
213.525
-100.214
0
-100.214
114.826
114.826
250 20 153.816 219.292-84.3699 0-84.3699 135.158 135.158
250
20
157.843
225.033
-68.5966
250
20
161.852
230.749
-52.8929
250
20
165.843
236.439
-37.2586
250
20
169.817
242.104
-21.6935
250
20
173.773
247.744
-6.19709
250
20
177.712
253.36
9.23083
250
20
181.633
258.95
24.5906
250
20
185.537
264.516
39.8826
250
20
189.424
270.057
55.1069
250
20
193,293
275.574
70.2645
250
20
197.146
281.067
85.3549
250
20
200.981
286.535
100.379
250
20
204.8
291.979
115.336
250
20
208.602
297.399
130.228
250
20
212.387
302.795
145.054
250
20
216.155
308.168
159.815
250
20
219.907
313.517
174.51
250
20
223.642
318.842
189.141
250
20
227.361
324.144
203.708
250
20
231.063
329.422
218.21
0-68.5966 155.34 155.34
0-52.8929 175.377 175.377
0-37.2586 195.268 195.268
0-21.6935 215.015 215.015
0-6.19709 234.621 234.621
0 9.23083 254.087 254.087
0 24.5906 273.414 273.414
0 39.8826 292.604 292.604
0 55.1069 311.658 311.658
0 70.2645 330.579 330.579
0 85.3549 349.367 349.367
0 100.379 368.024 368.024
0 115.336 386.551 386.551
0 130.228 404.95 404.95
0 145.054 423.222 423.222
0 159.815 441.368 441.368
0 174.51 459.39 459.39
0 189.141 477.289 477.289
0 203.708 495.066 495.066
0 218.21 512.722 512.722
Angle
Slice Width Weight
of Slice Base
Number [ftj [Ibs]
C
Base Material
[degrees]
42 2.37467 3172.22
10.0781 Glaciolacustrine
Silt
43 2.37467 2846.13
11.4418 Glaciolacustrine
Silt
44 2,37467 2521.48
12.8121 Glaciolacustrine
Silt
45 2.37467 2180.47
14.1899 Glaciolacustrine
Silt
46 2.37467 1822.81
15.5762 Glaciolacustrine
Silt
47 2.37467 1448.19
16.9719 Glaciolacustrine
Silt
48 2.37467 1056.22
18.378 Glaciolacustrine
Silt
49 2,37467 646.507
19.7957 Glaciolacustrine
Silt
50 2.37467 218,579
21.2262 Glaciolacustrine
Silt
• Global Minimun
Angle
Slice Width Weight
of Slice Base
Number [ftj [Ibs]
Cc
Base Material
[degrees]
1 1.04351 193.461
-72.6507 Glaciolacustrine
Silt
2 1.04351 529.136
-67.2303 Glaciolacustrine
Silt
3 1.04351 786.589
-62.87 Glaciolacustrine
Silt
4 1.04351 999,456
-59.0915 Glaciolacustrine
Silt
5 1.04351 1179.46
-55.6952 Glaciolacustrine
Silt
6 1.04351 1322.27
-52.5739 Glaciolacustrine
Silt
7 1.04351 1444.67
-49.6621 Glaciolacustrine
Silt
8 1.04351 1552.2
-46.916 Glaciolacustrine
Silt
9 1.04351 1647.11
-44.3046 Glaciolacustrine
Silt
10 1.04351 1731.06
-41.8049 Glaciolacustrine
Silt
11 1.04351 1805.33
-39.3995 Glaciolacustrine
Silt
12 1.04351 1870.93
-37.0745 Glaciolacustrine
Silt
13 1.04351 1928.64
-34.8189 Glaciolacustrine
Silt
14 1.04351 1979.11
-32.6237 Glaciolacustrine
Silt
15 1.04351 2022.9
-30.4811 Glaciolacustrine
Silt
16 1.04351 2060.44
-28.3847 Glaciolacustrine
Silt
17 1.04351 2092.11
-26,3291 Glaciolacustrine
Silt
18 1.04351 2118.23
-24.3094 Glaciolacustrine
Silt
19 1.04351 2139.07
-22.3214 Glaciolacustrine
Silt
20 1.04351 2154.86
-20.3614 Glaciolacustrine
Silt
21 1.04351 2165.81
-18.426 Glaciolacustrine
Silt
22 1.04351 2172.09
-16.5121 Glaciolacustrine
Silt
23 1.04351 2173.83
-14,6171 Glaciolacustrine
Silt
24 1.04351 2171.17
-12.7383 Glaciolacustrine
Silt
25 1.04351 2164.2
-10.8733 Glaciolacustrine
Silt
26 1.04351 2153.02
-9.01992 Glaciolacustrine
Silt
27 1.04351 2137.69
-7.17603 Glaciolacustrine
Silt
Group 1- Master Scenario
� niq,a (Soils) ] s) ei-05-05-
020 STI
&&
glI018l3-�Geotec
ng a
Base
ase Shear
Shear
ase
Pore
E
Base
Effective
Angle
Slice Width Weight
of Slice Base
Friction
Normal
Normal
Vertical
Vertical
Slice Width Weight
of Slice Base
Cohesion
Stress
Strength
Pressure
Cc
Number [ft] [Ibs]
Base Material
Angle
Stress
Stress
Stress
Stress
Number [ft] [Ibs]
Base Material
[degrees]
[psf]
[psf]
[degrees]
[psf]
[psf]
[Psf]
[psf]
(psf]
[psf]
[degrees]
28 0.151474 80.2528
-51.7343 Glaciolacustrine
250
20 234.749
334.677
232.649
0
232.649
530.259
530.259
28 1.04351 2118.28
-5.33959 Glaciolacustrine
Silt
Silt
29 0.151474 82.8906
-51.5856 Glaciolacustrine
250
20 238A19
339.909
247.024
0
247.024
547.678
547.678
29 1.04351 2094.82
-3,50864 Glaciolacustrine
Silt
Silt
30 0.151474 85.5107
-51A373 Glaciolacustrine
250
20 242,073
345.118
261.336
0
261,336
564.98
564.98
30 1.04351 2067.35
-1,68128 Glaciolacustrine
Silt
Silt
31 0.151474 88.1132
-51.2894 Glaciolacustrine
250
20 245.711
350.305
275.584
0
275.584
582A66
582.166
31 1,04351 2035.88
0.144373 Glaciolacustrine
Silt
Silt
32 0.151474 90.6984
-51.1421 Glaciolacustrine
250
20 249.332
355.468
289.771
0
289.771
599.237
599.237
32 1.04351 2000.42
1.97017 Glaciolacustrine
Silt
Silt
33 0.151474 93.2663
-50.9952 Glaciolacustrine
250
20 252.938
360.609
303.895
0
303.895
616.194
616.194
33 1.04351 1960.97
3.79798 Glaciolacustrine
Silt
Silt
34 0.151474 95.8172
-50.8488 Glaciolacustrine
250
20 256.528
365.727
317.957
0
317.957
633.039
633.039
34 1.04351 1917.49
5.62967 Glaciolacustrine
Silt
Silt
35 0.151474 98.3512
-50.7029 Glaciolacustrine
250
20 260.102
370.822
331.957
0
331.957
649.771
649.771
35 1.04351 1869.96
7.46715 Glaciolacustrine
Silt
Silt
36 0.151474 100.869
-50.5574 Glaciolacustrine
250
20 263,661
375.896
345.895
0
345.895
666.395
666.395
36 1.04351 2054.3
9,31241 Glaciolacustrine
Silt
Silt
37 0.151474 103.369
-50.4123 Glaciolacustrine
250
20 267.204
380.947
359.773
0
359.773
682.908
682.908
37 1,04351 2111.68
11.1675 Glaciolacustrine
Silt
Silt
38 0.151474 105.853
-50.2677 Glaciolacustrine
250
20 270.73
385.975
373.589
0
373.589
699.312
699.312
38 1.04351 859.537
13.0345 Glaciolacustrine
Silt
Silt
39 0.151474 108.321
-50.1235 Glaciolacustrine
250
20 274.242
390.982
387.345
0
387.345
715.609
715.609
39 1.04351 725.317
14.9157 Glaciolacustrine
Silt
Silt
40 0.151474 110.773
-49.9798 Glaciolacustrine
250
20 277.739
395.967
401.04
0
401.04
731.8
731.8
40 1.04351 689.719
16.8135 Glaciolacustrine
Silt
Silt
41 0.151474 113.209
-49.8365 Glaciolacustrine
250
20 281.22
400.93
414.676
0
414.676
747.885
747.885
41 1.04351 649,568
18.7306 Glaciolacustrine
Silt
Silt
42 0.151474 115.629
-49.6936 Glaciolacustrine
250
20 284,686
405.871
428.251
0
428.251
763.865
763.865
42 1,04351 604,716
20,6697 Glaciolacustrine
Silt
Silt
43 0.151474 118.034
-49.5511 Glaciolacustrine
250
20 288.136
410.79
441.767
0
441.767
779.741
779.741
43 1,04351 554.989
22.6339 Glaciolacustrine
Silt
Silt
44 0.151474 120.422
-49.4091 Glaciolacustrine
250
20 291.572
415.688
455.224
0
455.224
795.515
795.515
44 1.04351 500.181
24.6266 Glaciolacustrine
Silt
Silt
45 0.151474 122.796
-49.2674 Glaciolacustrine
250
20 294.992
420.564
468.619
0
468.619
811.185
811.185
45 1.04351 440.055
26.6517 Glaciolacustrine
Silt
Silt
46 0.151474 125.154
-49.1262 Glaciolacustrine
250
20 298.397
425.419
481.961
0
481.961
826.759
826.759
46 1.04351 374.331
28.7135 Glaciolacustrine
Silt
Silt
47 0.151474 127.497
-48.9854 Glaciolacustrine
250
20 301.788
430.253
495.238
0
495.238
842.226
842.226
47 1.04351 302,684
30.8167 Glaciolacustrine
Silt
Silt
48 0.151474 129.825
-48.8449 Glaciolacustrine
250
20 305.163
435.065
508.463
0
508.463
857.6
857.6
48 1.04351 224,724
32.9672 Glaciolacustrine
Silt
Silt
49 0.151474 132.137
-48.7049 Glaciolacustrine
250
20 308.524
439.857
521.625
0
521.625
872.871
872.871
49 1,04351 139.993
35.1715 Glaciolacustrine
Silt
Silt
50 0.151474 134.436
-48.5652 Glaciolacustrine
250
20 311.87
444.627
534.732
0
534.732
888.046
888.046
50 1.04351 47.9356
37.4374 Glaciolacustrine
Silt
Silt
Interslice Data
Group 1- Master Scenario
Global Minimum Query (bishop simplified) - Safety Factor: 1.2185
Slice X y Interslice Interslice Interslice
Number coordinate coordinate - Bottom Normal Force Shear Force Force Angle
[ft] [ft] [Ibs] [Ibs] [degrees]
1 56.6588 26.1491 0 0 0
2 56.7456 24.7197-799.284 0 0
3 56.8324 24.1313-1039.17 0 0
4 56.9192 23.6823-1191.23 0 0
5 57.0061 23.306-1299.31 0 0
6 57.0929 22.9764-1380.15 0 0
7 57.1797 22.6801-1442.25 0 0
8 57.2665 22,4091-1490.59 0 0
9 57.3534 22.1585-1528.39 0 0
10 57.4402 21.9244-1557.85 0 0
11 57.527 21.7044-1580.58 0 0
12 57.6138 21,4963-1597.76 0 0
13 57.7007 21.2987-1610.33 0 0
14 57.7875 21.1104 -1619 0 0
15 57.8743 20.9303-1624.37 0 0
16 57.9611 20,7576-1626.91 0 0
17 58.048 20.5916-1627.01 0 0
18 58.1348 20.4318-1625.02 0 0
19 58.2216 20.2776-1621.2 0 0
Group 1- Retaining Wall
Global Minimum Query (bishop
simplified) - Safety Factor: 2.23097
X
y
Interslice
Interslice
Interslice
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
1
0.00412502
39.9989
0
0
0
2
2.37879
37.0021
-280.173
0
0
3
4.75346
34.222
-23.5332
0
0
4
7.12813
31.6328
649.198
0
0
5
9.5028
29.2141
1641.71
0
0
6
11.8775
26.9491
2875.91
0
0
7
14.2521
24.8243
4287.69
0
0
8
16.6268
22.8284
5823.79
0
0
9
19.0015
20.9518
7445.03
0
0
10
21.3762
19.1863
9154.75
0
0
11
23.7508
17.5249
10923.4
0
0
12
26.1255
15.9616
12716.7
0
0
13
28.5002
14.491
14496.6
0
0
14
30.8748
13.1086
16210.3
0
0
15
33.2495
11.8103
17838.4
0
0
16
35.6242
10.5924
19366.5
0
0
17
37.9988
9.45187
20782.7
0
0
18
40.3735
8.38576
22076.7
0
0
19
42.7482
7.39156
23240.4
0
0
Slice X
Number coordinate
[ft)
20 58.3084
21 58.3953
22 58.4821
23 58.5689
24 58.6557
25 58.7426
26 58.8294
27 58.9162
28 59.003
29 59.0899
30 59.1767
31 59.2635
32 59.3503
33 59.4372
34 59.524
35 59.6108
36 59.6976
37 59.7845
38 59.8713
39 59.9581
40 60.0449
41 60.1318
42 60.2186
43 60.3054
44 60.3922
45 60.4791
46 60.5659
47 60.6527
48 60.7395
49 60.8264
50 60.9132
51 61
Group 1- Master S°°cc�enario
merslice
coordinate - Bottom Normal Force
[ft]
[Ibs]
20.1286
-1615.81
19,9844
-1609.06
19.8447
-1601.13
19.7092
-1592.17
19.5776
-1582.33
19,4498
-1571,73
19.3254
-1560.49
19.2044
-1548.7
19.0865
-1536.45
18,9716
-1523,83
18.8595
-1510.91
18.7501
-1497.75
18.6434
-1484.41
18,5391
-1470.96
18.4372
-1457.44
18.3377
-1443.89
18.2403
-1430.36
18.145
-1416.9
18.0518
-1403.52
17.9606
-1390.29
17.8713
-1377.21
17.7838
-1364,32
17.6982
-1351.65
17.6143
-1339.23
17.5321
-1327.07
17,4515
-1315.21
17.3725
-1303.65
17.2951
-1292.43
17.2192
-1281.55
17.1448
-1271,04
17.0718
-1260.91
17
0
Shear Force
fibs]
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Force Angle
[degrees]
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Group 1- Retaining Wall -
a> e o t-05-05
-�020-vl
Slice
Interstice
Interstice
Interstice
coordinate coordinate
- Bottom Normal Force
Shear Force
Force Angle
Number
[ft]
[ft]
[Ibs]
fibs]
[degrees]
20
45.1229
6.46703
24266.8
0
0 '..
21
47.4975
5.61014
25150.4
0
0
22
49.8722
4.81912
25887.1
0
0
23
52.2469
4.09233
26474
0
0'.
24
54.6215
3.42838
26909.1
0
0
25
56,9962
2.82597
27191.6
0
0
26
59.3709
2.284
27325.6
0
0
27
61.7455
1.80148
27299.2
0
0
28
64.1202
1.37755
27097.2
0
0
29
66.4949
1,01147
26795.5
0
0
30
68.8695
0.702607
26389.7
0
0
31
71.2442
0.45044
25876
0
0
32
73.6189
0.254545
25251.8
0
0
33
75.9936
0,114595
24515.4
0
0
34
78.3682
0.0303598
23665.7
0
0
35
80.7429
0.00170037
22702.8
0
0
36
83.1176
0.0285696
21627.6
0
0
37
85.4922
0.111012
20441.7
0
0
38
87.8669
0.249162
19147.9
0
0
39
90.2416
0.44325
17758.5
0
0
40
92.6162
0.693597
16333.1
0
0
41
94.9909
1,00062
14897.6
0
0
42
97.3656
1.36485
13472.3
0
0
43
99.7403
1.78691
12077.7
0
0
44
102.115
2.26753
10717
0
0'.
45
104.49
2.80756
9405.12
0
0
46
106.864
3.408
8165.18
0
0
47
109.239
4.06996
7022.19
0
0
48
111.614
4.79469
6003.51
0
0
49
113.988
5.58363
5138.98
0
0
50
116.363
6.43836
4461.33
0
0
51
118.738
7.36068
0
0
0
• Global Minimum Query (janbu simplified) - Safety Factor: 1.42568
• Global Minimum Query (janbu
X
y
Interslice
Interslice
Interslice
X
y
Slice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
Slice
coordinate
coordinate - Bottom
Number
[ft]
[ft]
[Ibs]
[Ibs]
[degrees]
Number
[ft]
[ft]
1
53.4263
27,0048
0
0
0
1
22.3077
34.52V
2
53.5778
26.7806
-60.0236
0
0
2
23.3512
31.181,
3
53.7293
26.5577
-116.813
0
0
3
24.3947
28.695.....
4
53.8807
26.3363
-170.43
0
0
4
25.4382
26.658`
5
54.0322
26,1161
-220.932
0
0
5
26,4817
24.915`
6
54.1837
25.8973
-268.379
0
0
6
27.5252
23.3867
7
54.3352
25.6798
-312.826
0
0
7
28.5688
22.022`
8
54.4866
25.4637
-354.33
0
0
8
29.6123
20.793;
9
54.6381
25,2488
-392.944
0
0
9
30,6558
19.677'
10
54.7896
25.0351
-428.724
0
0
10
31.6993
18.65T
11
54.9411
24.8227
-461.72
0
0
11
32.7428
17.726'
12
55.0925
24.6116
-491.985
0
0
12
33.7863
16.869,
13
55.244
24,4017
-519.568
0
0
13
34.8298
16.080-,
14
55.3955
24.193
-544.52
0
0
14
35.8733
15.354�
15
55.547
23.9855
-566.889
0
0
15
36.9168
14.68;
16
55.6984
23.7791
-586.722
0
0
16
37.9603
14.072E
17
55.8499
23.574
-604.066
0
0
17
39.0039
13.508'
18
56.0014
23.37
-618.968
0
0
18
40.0474
12.992�
19
56.1528
23.1672
-631.471
0
0
19
41.0909
12.521:
20
56.3043
22.9654
-641.621
0
0
20
42.1344
12.092;
21
56.4558
22,7648
-649.46
0
0
21
43.1779
11.705�
22
56.6073
22.5654
-655.032
0
0
22
44.2214
11.357E
23
56.7587
22.367
-658.378
0
0
23
45.2649
11.048z
24
56.9102
22.1697
-659.539
0
0
24
46.3084
10.776:
25
57.0617
21,9734
-658.555
0
0
25
47.3519
10.5401
26
57.2132
21.7783
-655.467
0
0
26
48.3954
10.339�
27
57.3646
21.5842
-650.313
0
0
27
49.4389
10.174'
28
57.5161
21.3911
-643.131
0
0
28
50.4825
10.042'
29
57.6676
21,1991
-633.96
0
0
29
51.526
9.9453E
30
57.8191
21.008
-622.835
0
0
30
52.5695
9.8813�
31
57.9705
20.818
-609.794
0
0
31
53.613
9.850T
32
58.122
20.629
-594,872
0
0
32
54.6565
9.8533'
33
58.2735
20.441
-578.104
0
0
33
55.7
9.8892'
34
58.425
20.254
-559.525
0
0
34
56.7435
9.9585(
35
58.5764
20.068
-539.169
0
0
35
57.787
10.061z
mplified) - Safety Factor: 2.05868
Interslice Interslice Interslice
Normal Force Shear Force Force Angle
[Ibs] [Ibs] [degrees]
0 0 0
-535.52 0 0
-308.666 0 0
277.108 0 0
1059.6 0 0
1950.93 0 0
2886.7 0 0
3833.83 0 0
4771.18 0 0
5683.58 0 0
6559.8 0 0
7391.36 0 0
8171.74 0 0
8895.86 0 0
9559.79 0 0
10160.4 0 0
10695.4 0 0
11162.9 0 0
11561.6 0 0
11890.4 0 0
12148.7 0 0
12336.2 0 0
12452.8 0 0
12498.6 0 0
12474 0 0
12379.5 0 0
12216 0 0
11984.2 0 0
11685.4 0 0
11320.9 0 0
10892.1 0 0
10400.7 0 0
9848.6 0 0
9237.89 0 0
8570.9 0 0
Group 1- Master Scenario
Group 1- Retaining Wall -
Y _ �' Q �` T"nterrssl
e� y� y g
ce �""1ntels ce �"
� � � ®�
- ® a 0 _VV
Slice
X
ice
Intersl
Slice
X
nterslice
Interslice
Interslice
coordinate
coordinate - Bottom
Normal Force
Shear Force
Force Angle
coordinate coordinate
- Bottom Normal
Force
Shear Force
Force Angle
Number
ft �
ft ]
Ibs �
fibs]
[degrees) �
Number
ft ]
ft ,
Ibs ]
Ibs ]
rees
[degrees]
36
58.7279
19.8829
-517.069
0
0
36
58.8305
10.1982
7850.21
0
0
37
58.8794
19,6988
-493.258
0
0
37
59.874
10.3693
6995.91
0
0
38
59.0308
19.5156
-467.768
0
0
38
60.9175
10.5753
6041.4
0
0
39
59.1823
19.3333
-440.632
0
0
39
61.9611
10.8169
5536.67
0
0
40
59.3338
19.152
-411.88
0
0
40
63.0046
11.0949
5057.31
0
0
41
59.4853
18,9716
-381.544
0
0
41
64.0481
IL4102
4562.59
0
0
42
59.6367
18.7922
-349.653
0
0
42
65.0916
11.764
4056.21
0
0
43
59.7882
18.6136
-316.238
0
0
43
66.1351
12.1577
3542.5
0
0
44
59.9397
18.4359
-281.327
0
0
44
67.1786
12.5928
3026.55
0
0
45
60.0912
18,2591
-244.951
0
0
45
68.2221
13,0711
2514.34
0
0
46
60.2426
18.0832
-207.136
0
0
46
69.2656
13.5949
2012.9
0
0
47
60.3941
17.9082
-167.911
0
0
47
70.3091
14.1665
1530.56
0
0
48
60.5456
17.734
-127.305
0
0
48
71.3526
14.7889
1077.21
0
0
49
60.6971
17.5607
-85.3427
0
0
49
72.3961
15.4658
664.735
0
0
50
60.8485
17.3883
-42.0525
0
0
50
73.4397
16.2011
307.512
0
0
51
61
17.2167
0
0
0
51
74.4832
17
0
0
0
Entity Information
Group: Group 1 10
Shared Entities
Type Coordinates
X Y
0 0
120 0
120 7
99 13
89 17
External Boundary 61 17
61 25
59.188 25.4796
27 34
18 35
0 40
X Y
59.188 25.4796
Material Boundary 59.188 17
61 17
Scenario -based Entities
Type Coordinates Master Scenario Retaining Wall
X Y
0 40
18 35
27 34
59.188 25.4796
Piezoline 61 25 Not assigned to any materials
61 17
89 17
99 13
120 7