HomeMy WebLinkAboutGeotechnical Engineering Investigation and Addendum - BLD Engineering / Geo-tech Reports - 2/3/2000 ''e
KraZa 1 & ASSOCIATES , INC .
GEOTECHNICAI ENGINEERING. ENVIRONMENTAL ENGINEERING
CONSTRUC riON TESTING & INSPECTION
February 3, 2UU0 KA Project No, 062-99288
Mr. Jim Fraacis
Northeast 241 Alder Creek Lane
Belfair,Washington 98528
Re: Addendum I to Geotechnical Engineering Investigation
Alder Creek Lane Landslide
Northeast 241 Alder Creek Lane
1kifair, Washington
Dear Mr. Francis:
In accordance with a request from Ms. Molly Wig of DBM Contractors, Inc. we are providing this
Addendum to our Geotechnical Engineering Report dated November 15, 1999, for the above-referenced
project. This Addendum provides supplemental recommendations for lateral loading pressures.
Walls retaining horizontal or sloped backfill, and capable of deflecting a minimum of 0.1 percent of its
height at the top, may be designed using equivalent fluid active pressure shown in the table below. Walls
retaining horizontal or sloped backfill and incapable of this deflection or are fully constrained walls against
deflection may be designed for equivalent fluid at-rest pressure shown in the table below.
:}i L
Lateral Horizontal Backfill Backfdl Backfill
Pressures Backfill Slo ed 2:1 Sloped 1'/3:1 Sloped 1:1**
Active 31 45 65 95
At Rest 52 67 86 126
___j
*Pounds per square foor per foot of depth
"Maximum height of 1 Ufeet; erosion control program is recommended
Fifty percent of any surcharge load should be added to the lateral load provided herein. Expansive soils
should not be used for backfill against walls. The wedge of non-expansive ball material should extend
from the bottom of each retaining wall outward and upward at a slope of 2:1 (horizontal to vertical) or
flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated
by infiltrating surface water that may accumulate behind the retaining walls; or loads imposed by
construction equipment, foundations, or roadways.
With Ten Offices Serving The Western United States
383 Equestrian Drive •Poulsbo, Washington 98370•(360)399-2126.Fax(360)598-2127
OH299M,ADI
GEOTECHNICAL ENGINEERING INVESTIGATION
ALDER CREEK LANE LANDSLIDE
NORTHEAST 241 ALDER CREEK LANE
BELFAIR,WASHINGTON
PROJECT NO. 062-99288
NOVEMBER 15, 1999
Prepared for:
MR. JIM FRANCIS
NORTHEAST 241 ALDER CREEK LANE
BELFAIR, WASHINGTON 98528
i
Prepared by:
KRAZAN& ASSOCIATES,INC.
GEOTECHNICAL ENGINEERING DIVISION
383 EQUESTRIAN DRIVE
POULSBO, WASHINGTON 98370
(360) 598-2126
r
r
r
Ql(raZan & ASSOCIATES, INC.
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
TABLE OF CONTENTS
INTRODUCTION............................................................................................................................................. 1
PURPOSEAND SCOPE.................................................................................................................................. 1
SITEDESCRIPTION.......................................................................................................................................2
GEOLOGICSETTING....................................................................................................................................2
SEISMICCONSIDERATIONS.......................................................................................................................3
FIELD AND LABORATORY INVESTIGATIONS......................................................................................3
SOIL PROFILE AND SUBSURFACE CONDITIONS.................................................................................4
iGROUNDWATER............................................................................................................................................4
EVALUATION OF EXISTING SLOPE STABILITY..................................................................................4
CONCLUSIONS AND RECOMMENDATIONS..........................................................................................5
General.............................................................................................................................................................5
SitePreparation................................................................................................................................................6
EngineeredFill.................................................................................................................................................6
Drainageand Landscaping ..............................................................................................................................6
Testingand Inspection.....................................................................................................................................7
LIMITATIONS.................................................................................................................................................7
VICINITYMAP.................................................................................................................................................................9
SITEMAP.........................................................................................................................................................................10
CROSSVIEW ..................................................................................................................................................................II
SOLDIERPILE TIEBACK SYSTEM ...........................................................................................................................12
TYPICALFILL SLOPE..................................................................................................................................................13
LOGS OF BORINGS (1 -4).......................................................................................................... Appendix A
GENERAL EARTHWORK SPECIFICATIONS...................................................................... Appendix B
Offices Serving The Western United States
383 Equestrian Drive•Poulsbo,Washington 98370•(360)598-2126•Fax:(360)598-2127
,udn Lane
=—I'(raZan & ASS0CIATES31
1 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
November 15, 1999 KA Project No. 062-99288
' GEOTECHNICAL ENGINEERING INVESTIGATION
ALDER CREEK LANE LANDSLIDE
NORTHEAST 241 ALDER CREEK LANE
BELFAIR,WASHINGTON
INTRODUCTION
This report presents the results of our Geotechnical Engineering Investigation for the landslide located at
Northeast 241 Alder Creek Lane in Belfair, Washington. Discussions regarding site conditions are presented
herein, together with conclusions and recommendations pertaining to site preparation, Engineered Fill,
drainage and landscaping, and slide stabilization.
A description of the field investigation, boring logs, and the boring log legend are presented in Appendix A.
Appendix A contains a description of laboratory testing phase of this study, along with laboratory test results.
Appendix B contains guides to earthwork specifications. When conflicts in the text of the report occur with
the general specifications in the appendices, the recommendations in the text of the report have precedence.
PURPOSE AND SCOPE
This investigation was conducted to evaluate the soil and groundwater conditions at the site and to make
geotechnical engineering recommendations for use in design of repair work for the slide area, and to provide
criteria for site preparation and Engineered Fill construction.
Our scope of services was performed in accordance with our proposal dated October 14, 1999 and included
the following:
• A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the
project site.
• A field investigation consisting of drilling 4 exploratory borings within the subject site. The borings
ranged in depth from 31.5 to 41.5 feet to evaluate the subsurface soil conditions at the project site.
Performing laboratory tests on representative soil samples obtained from the borings to evaluate the
physical and index properties of the subsurface soils.
0 Evaluation of the data obtained from the investigation and an engineering analysis to provide
recommendations for use in project design and preparation of construction specifications.
Offices Serving The Western United States
383 Equestrian Drive•Poulsbo, Washington 98370 9(360)598-2126•Fax:(360)598-2127 Alder Lawn
KA No. 062-99288
Page No.2
• Preparation of this report summarizing the results, conclusions, recommendations and findings of our
investigation.
SITE DESCRIPTION
The slide is located on the northeast portion of the subject property. The subject property is at Northeast 241
Alder Creek Lane located in southeast quadrant of Section 32, Township 23 North, Range 1 West, Willamette
Baseline and Meridian (see Figure 1).
The property at the time of the site visit was a 2.0 acre parcel developed with a two-story residential structure
with raised wood floors, detached storage building, cabin, gravel driveway, and associated landscaping. The
home is approximately 20 years in age. The northeast portion of the site has an approximately 45 foot in height
slope that is now terraced due to the recent slope failure. Some minor grading has been performed on the slope in
order to provide access for the track-mounted drill rig utilized in this geotechnical investigation. The upper
terrace has a 12-foot scarp in close proximity to the residence, the mid portion of the slope has a 15-foot scarp
and the lower portion of the slope has a 10-foot scarp. The slope terminates into an unamed, unclassified stream.
The subject property is bordered to the north by a heavily forested descending slope of approximately 1.5HAV
(horizontal to vertical) ratio. The property is bordered to the east by the descending landslide with the stream
beyond. The property is bordered to the south by Alder Creek Lane with mature forest beyond and to the west by
a terraced landscaped slope with residential homes beyond.
According to the property owner, during the construction of this residence 20 years earlier, a northeast filled
portion of the property settled 2 feet due to rain and snow. The affected area was filled back to grade with little
or no settlement noted since that time.
It is our understanding the slide occurred during January 1999. There has been little or no movement since that
time period. The slide occurred approximately 5 feet northeast of the structure, running northeast along the
northeastern perimeter of the property on a descending slope, which slopes toward the northeast at approximately
1.5H:1 V(horizontal to vertical)ratio. No tension cracks were noted along the top of the slide.
Equesiteum-sp. plants or more commonly called "Horsetails" plants were observed along the northeastern and
southern portion of the property, which typically indicate a high concentration of water. A shallow curtain drain
was installed parallel to the landslide just after the landslide occurred.
GEOLOGIC SETTING
ICI
The subject site lies within the central Puget Lowland. The lowland is part of a regional north-south trending
trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia,
Washington, this lowland is glacially carved with a depositional and erosional history including at least four
separate glacial advance/retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and on
the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of
interbedded gravel, sand, silt,till, and peat lenses.
The Coastal Zone Atlas of Washington geologic maps indicate that the site is in an area mapped as
Vashon advanced outwash deposits, Late Pleistocene in age. Vashon advanced outwash deposits are typically
slightly oxidized, light red-brown gravel and sand and light brown to gray silt and clay, moderately- to well-
Krazan&Associates,Inc.
Offices Serving The Western United States
062-99288-Alder Lane.doc
KA No.062-99288
Page No. 3
sorted and well stratified to practically unsorted and unstratified sand, gravel and silt. Sections generally
coarsen upward from parallel laminated thin-bedded silt and clay through well-sorted cross-bedded sand to
moderately sorted, cross-bedded and plane-bedded gravel. Landslide deposits are often formed in
conjunction with this formation due to undercutting by rapid erosion of the sand.
The Relative Slope Stability of the Southern Hood Canal Area, Washington map, indicates the subject
property is in an area believed to be stable under normal conditions, but may become unstable if disturbed by
man's activities, if the slope is oversteepened by erosion, or is subjected to strong seismic shaking. Slopes in
the area are generally steeper than 15 percent, but may be less in some areas of weak geologic materials.
Includes areas underlain by: well-drained sand and gravel, mostly on valley sides that lack known slope
failures; glacial till with steep slopes; and bedrock.
The USDA Soil Conservation Services (SCS) Soil Survey for Mason County, Washington maps native soils
in the project vicinity as belonging to the group known as Everett gravelly sandy loam, 15 to 30 percent
slopes. This soil is on the steeper slopes of glacial moraines, sides of gullies, and terrace fronts. The depth
to substratum ranges from 12 to 36 inches, and the amount of gravel in the surface soil and subsoil varies
greatly from place to place. The origins of this soil are as gravelly glacial drift. They have developed from
loose, sandy, unsorted drift. Everett soils are classified as zonal soils. The zonal soils that have developed
on the forested uplands are mainly brown, moderately coarse textured, and permeable. They are acid in
reaction.
SEISMIC DESIGN CONSIDERATIONS
The Puget Lowland is classified as a Seismic Zone III by the Uniform Building Code (UBC). The largest
earthquakes in the Puget Lowland are widespread and have been subcrustal events, ranging in depth from 30
to 55 miles. Such deep events have exhibited no surface faulting. Based on our analysis of on-site
explorations, we interpret the subsurface site conditions to correspond to a seismic soil profile Sp, as defined
by Table 16-J of the 1997 Building Code. Soil Profile type Sp applies to a profile consisting of
predominantly very dense or hard soil conditions.
FIELD AND LABORATORY INVESTIGATIONS
A field investigation consisting of drilling 4 exploratory soil borings ranging from 31.5 to 41.5 feet in depth
below existing site grade using a track mounted mobile drill rig, was performed to evaluate the subsurface
soil conditions at the project site. Drilling was performed during November 3, 1999 utilizing Davies Drilling
as a subcontractor. Figure 2 shows the boring locations. During drilling operations, penetration tests were
performed at regular intervals to evaluate the soil consistency and to obtain information regarding the
engineering properties of the subsoils. Soil samples were retained for laboratory testing. The soils
encountered were continuously examined and visually classified in accordance with the Unified Soil
Classification System. A more detailed description of the field investigation is presented in Appendix A.
Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and
engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation of
natural moisture, gradation, dry density, shear test and plasticity of the materials encountered. Details of the
laboratory test program and the results of laboratory test are summarized in Appendix A. This information,
along with the field observations, was used to prepare the final boring logs in Appendix A.
Krazan&Associates,Inc.
Offices Serving The Western United States
Alder Lane
KA No.062-99288
Page No.4
SOIL PROFILE AND SUBSURFACE CONDITIONS
Based on our findings, the subsurface conditions encountered appeared to be typical of those found in the
geologic region of the site. In general, the upper soils consisted of very loose to stiff silty sand/sandy silt and
gravelly sand with topsoil covering.
Below the surface soils in boring B-1, medium dense to dense silty sand/ sandy silt was encountered just
below the topsoil and extended down to 26.5 feet. The silty sand/ sandy silty was then underlain with stiff
silt extending down to 36.5 feet, which terminated at 41.5 feet in very stiff silty clay. Boring B-2 consisted
of gravelly sand just below the topsoil extending to 6.5 feet, underlain with loose to medium dense silty sand/
I sandy silt extending to 16.5 feet. The silty sand/ sandy silt was then underlain with stiff silt extending down
to 16.5 feet, which terminated at 31.5 feet in very stiff silty clay. Moisture contents ranged from 5.4 to 30.9
percent. Penetration resistance ranged from 16 to 29.9 blows per foot in boring B-1 and from 3 to 22 blows
per foot in boring B-2.
Below the surface soils in borings 13-3, very loose well graded sand was encountered just below the topsoil
1 and extended down to 6.5 feet. The sand was then underlain with very soft landslide debris extending down
to 16.5 feet, which terminated in soft to very stiff silty clay at 31.5 feet. Boring B-4 consisted of very loose
1 silty sand just below the topsoil and extended down to 6.5 feet. The sand was then underlain by stiff
landslide debris extending down to 21.5 feet, which terminated in very stiff silty clay at 31.5 feet. Moisture
contents ranged from 18.2 to 38 percent. Penetration resistance ranged from 2 to 26 blows per foot.
For additional information about the soils encountered, please refer to the logs of borings in Appendix A.
Figure 3 shows a cross view of the slope.
GROUNDWATER
Test boring locations were checked for the presence of groundwater during and immediately following the
drilling operations. Groundwater was encountered in boring B-1 during the field investigation, at a depth of
27 feet, in boring B-2 at a depth of 27 feet, and boring B-4 at a depth of 29.5 feet. It should be noted that
boring B-1 collapsed at approximately 29 feet in depth, boring B-2 collapsed at approximately 25 feet in
depth, and boring B-4 collapsed at a depth of approximately 20 feet in depth.
It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal
precipitation, irrigation, land use, and climatic conditions as well as other factors. Therefore, water level ;
observations at the time of the field investigation may vary from those encountered during the construction
phase of the project. The evaluation of such factors is beyond the scope of this report.
EVALUATION OF EXISTING SLOPE STABILITY
A stability analysis was performed on the existing slope. The slope stability analysis was performed using
GeoSlope Computer Software. The slope was evaluated using the Modified Bishop Method. The overall
factor of safety for a slope failure with subsurface water flow is 0.88. The slope failure, if occurred, would
extend approximately 10 feet into the top of the existimy slope.
Krazan&Associates,Inc.
Offices Serving The Western United States
Aldo Lane
KA No.062-99288
Page No. 5
CONCLUSIONS AND RECOMMENDATIONS
Based on the findings of our field and laboratory investigations, along with previous geotechnical experience
in the project area, the following is a summary of our evaluations, conclusions and recommendations.
General
Based on the encountered site conditions, it is our opinion that the recent earth movement adjacent to the
residential structure was a result of rotational landslide activity known as slumping. Slumping occurs when
slope soils are oversteepened and lack sufficient soil strength characteristics necessary to maintain their steep
slopes. The subsequent heavy rainfall further loaded the slope soil and triggered the observed landslide. The
Relative Slope Stability of the Southern Hood Canal Area, Washington map, indicates the subject property is
in an area believed to be stable under normal conditions, but may become unstable if disturbed by man's
activities, if slope is oversteepened by erosion, or is subjected to strong seismic shaking.
Given the site conditions, it appears that there are two general repair options available, which can be utilized
separately or in conjunction with each other.
OPTION ONE
The first option would be to structurally restrain the slope in such a manner to minimize any further slope
movement. This method would include the construction of a soldier pile wall. If this option is utilized,
please contact our office for recommendations.
As a rule of thumb the soldier piles need to be embedded a minimum of 15 feet into the stiff to very stiff silts
P rY
encountered in the exploratory borings. The depth of embedment can be influenced by lateral load design
and soil type. Figure 4 is a typical design for soldier piles/tie-backs.
I
OPTION TWO
The second option would include minor grading on the slope face and the utilization of geogrid materials to i.
stabilize the bank. It should be noted that there may some long-term settlement on the slope associated with
this option.
The grading operations on the slope face would include the removal of the current slide debris and vegetation
on the slope face. A slope retention system utilizing geogrid materials such as Tensar geogrid can be
installed on the existing slope face. A representative of Earth Technologies, Inc can provide final design of
such a system. Figure 5 is a typical design for fill slopes.
i,
In addition it is recommended that the slope be planted with native plants which will help provide support for
the slope and also minimize potential erosion concerns. It is recommended that a horticulturist who
specializes in slope planting be utilized. The planting of the vegetation can be done concurrently with the
installation of the Tensar.
During grading operations on the slope face it is recommended that sub drains be installed in order to
maintain the structural integrity of the fill soils.
Krazan&Associates,Inc.
Offices Serving The Western United States
Alder Lane
i
KA No. 062-99288
JPage No. 6
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Site Preparation
A representative of our firm should be present during all site clearing and grading operations to test and
observe earthwork construction. This testing and observation is an integral part of our service as acceptance
of earthwork construction is dependent upon compaction of the material and the stability of the material. The
Soils Engineer may reject any material that does not meet compaction and stability requirements. Further
recommendations of this report are predicated upon the assumption that earthwork construction will conform
to recommendations set forth in this section and the Engineered Fill section.
If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become
saturated, pump, or not respond to densification techniques. Typical remedial measures include discing and
aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil
with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should
be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and
provide appropriate recommendations.
IEngineered Fill
The organic-free on-site native soils consist of predominantly silty clay, silty sand and silt. These soils will
be suitable for reuse as general Engineered Fill.
The preferred material specified for Engineered Fill is suitable for most applications with the exception of
lexposure to erosion. Project site winterization and protection of exposed soils during the construction phase
should be the sole responsibility of the contractor, since he has complete control of the project site at that
1 time.
Imported fill material should be predominantly non-expansive, should consist of a well-graded, slightly
cohesive silty fine sand or sandy silt, with relatively impervious characteristics when compacted. This
material should be approved by the Soils Engineer prior to use and should typically possess the following
characteristics:
Fill soils should be placed in lifts approximately 6 inches thick, moisture-conditioned as necessary and
compacted to achieve at least 95 percent of the maximum dry density as determined by ASTM D-1557.
Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil
conditions are not stable.
] Drainage and Landscaping
1 It is recommended that the slope be planted with native plants, which will help to provide support for the
slope and also minimize potential erosion concerns. There are horticulturists who specialize in this type of
consulting. All surface water should be directed away from the top of the slope. In addition, it is
recommended that the drainage Imes from the roof and foundation drains be periodically inspected to ensure
that they are performing adequately.
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Krazan&Associates,Inc.
Offices Serving The Western United States
Alder Lane
KA No.062-99288
Page No.7
Testine and Inspection
A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to
confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an
integral part of our services as acceptance of earthwork construction is dependent upon compaction testing
and stability of the material. This representative can also verify that the intent of these recommendations is
incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for
grades or staking, since this is the responsibility of the Prime Contractor.
LIMITATIONS
Soils Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is
constantly improving as new technologies and understanding of earth sciences improve. Although your site
was analyzed using the most appropriate current techniques and methods, undoubtedly there will be
substantial future improvements in this branch of engineering. In addition to improvements in the field of
Soils Engineering, physical changes in the site either due to excavation or fill placement, new agency
regulations or possible changes in the proposed structure after the time of completion of the soils report may
require the soils report to be professionally reviewed. In light of this,the Owner should be aware that there is
a practical limit to the usefulness of this report without critical review. Although the time limit for this
review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of
this report.
Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and
groundwater conditions have been fully revealed by the original foundation investigation. This risk is
derived from the practical necessity of basing interpretations and design conclusions on limited sampling of
the earth. The recommendations made in this report are based on the assumption that soil conditions do not
vary significantly from those disclosed during our field investigation. If any variations or undesirable
conditions are encountered during construction, the Soils Engineer should be notified so that supplemental
recommendations can be made.
The conclusions of this report are based on the information provided regarding the proposed construction. If
the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The
Soils Engineer should be notified of any changes so the recommendations can be reviewed and reevaluated.
This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in
terms of foundation design. The scope of our services did not include any environmental site assessment for
the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the
presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding
odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposed and are not
intended to convey engineering judgment regarding potential hazardous and/or toxic assessment.
The geotechnical data presented herewith is based upon professional interpretation utilizing standard
engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that
such data and interpretation cannot be superseded by future geotechnical developments. We emphasize that
this report is valid for this project as outlined above, and should not be used for any other site.
Krazan&Associates,Inc.
Offices Serving The Western United States
,ua«Lme
KA No.062-99288
Page No. 8
If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at
(360) 598-2126.
Respectfully submitted,
KRAZAN & ASSOCIATES,INC. ,,
Shawn E. Williams
Senior Environmental Geologist
fWA
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Professional Engineer
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Krazan&Associates,Inc.
Offices Serving The Western United States
Alder Lane
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Note: Map adapted from USGS 7.5 Belfair, WA. Quadrangle dated 1953 and revised 1994.
FIGURE 1-VICINITY MAP
KRAZAN & ASSOCIATES, INC.
383 EQUESTRIAN DRIVE Location: Belfair,Washington
POULSBO,WA 98370 Job No. : 062-99288
360-598-2126 Client: Mr.Jim Francis
Date: 10-30-99
i BORING 4
/
i
TOP OF SLOPE
SLIDE AREA
Z-S)
4_
Z7,5) ` 4 S
RESIDENCE BORING 3
o O
p BORING 2
BORING 1
� N N
YARD
CONCRETE SLAB
N TOP OF SLOPE
i ZZ�
1
00,
ALDER CREEK LANE
I
j Figure provided by Client Not to Scale
FIGURE 2- SITE MAP
KRAZAN & ASSOCIATES, INC.
383 Equestrian Drive Location: Belfair,Washington
Poulsbo,WA 98370 Job No. : 062-99288
360-598-2126 Client: Mr.Jim Francis
L- I Date: 11-15-99
1
1
1
1
1
RESIDENCE BORING t
I
68.5
� BORING 2
60
SILTY SAND/
SANDY SILT
LT
BORING 3
INFERRED
I \
40 ' � � BORING 4
SILT
CLAY 30 ` ���, LANDSLIDE DEBRIS
20 -
10 - _ SILT
1
0-1
0 10 20 30 40 50 60 70 80 90 100 110 120
Figure based on hand measurements taken in field.
FIGURE 3- SECTION VIEW
KRAZAN & ASSOCIATES, INC.
383 Equestrian Drive Location: Belfair,Washington
Poulsbo,WA 98370 Job No. : 062-99288
360-598-2126 Client: Mr.Jim Francis
Date: 11-15-99
Permanent Soldier Pile/Tieback System
House
Concrete Patio
200
,reI Sand
Clay'
180 - - - - - - - - -
Sand
Clay: .. . ._ •,
160 -
Sand
Pre-slide Ground Surface _
140 \\ — — — 2t:ciY}m YT.+woN�►�Rrll.
-Clby� .
�— — Sand
a� 7
120 - - - - - - —
- - -
- - — — — Sand
Clay
100 — — Sand
Clay .- - - - - - - -I
NOT TO SCALE
80
KRAZAN & ASSOCIATES FIGURE 4— TYPICAL SOLDIER PILE/TIEBACK SYSTEM
383 Equestrian Drive Location: Belfair, Washington
POULSBO,WA 98370 Job No. : 062-99288
360-598-2126 Client: Mr.Jim Francis
Date: 11-15-99
Fill Slope
260
240 - -
silt Fitt
220 - FS=1.1 - dFill
Sam —
(D
.o
j 180 -
W Dense Sand
160 o rl
I � es �a� i
140 - -
120 -
100
NOT TO SCALE
KRAZAN & ASSOCIATES FIGURE 5— TYPICAL FILL SLOPE
383 Equestrian Drive Location: Belfair, Washington
POULSBO, WA 98370
360-598-2126 Job No. : 062-99288
Client: Mr. Jim Francis
Date: 11-15-99
GEOTECHNICAL ENGINEERING INVESTIGATION
ALDER CREEK LANE LANDSLIDE
NORTHEAST 241 ALDER CREEK LANE
BELFAIR,WASHINGTON
�v KX M & ASSOCIATES, INC.
GEOTECHNICAL ENGINEERING•ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING&INSPECTION
Appendix A
Page A.I
APPENDIX A
FIELD AND LABORATORY INVESTIGATIONS
Field Investigation
The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Four
exploratory borings were drilled.
The soils encountered were logged in the field during the exploration and, with supplementary laboratory test
data, are described in accordance with the Unified Soil Classification System.
All samples were returned to our Poulsbo Laboratory for evaluation.
Laboratory Investigation
The laboratory investigation was programmed to determine the physical and mechanical properties of the
foundation soil underlying the site. Test results were used as criteria for determining the engineering
suitability of the surface and subsurface materials encountered.
In situ moisture content and sieve analysis tests were determined for the undisturbed samples representative
of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our
evaluation of the site material.
-------------------------
The logs of the exploratory borings and laboratory determinations are presented in this Appendix.
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Krazan&Associates,Inc.
Offices Serving The Western United States
Alder Lane
Un jzed Soil Classification System
Major Divisions ILetterlSymboll Description
M GW
Well-graded gravels and gravel-sand mixtures, little or
c „ Clean : no fines.
o v Gravels GP •• Poorly-graded gravels and gravel-sand mixtures, little or
> c no fines.
1. o Gravels GM Silty gravels, gravel-sand-silt mixtures.
I
•o o r° � '� with
C7 Frnes GC Clayey gravels, gravel-sand-clay mixtures.
Clean SW Well-graded sands and gravelly sands, little or no fines.
O v C u = a Sands
U SP • • • • Poorly-graded sands and gravelly sands, little or no fines.
un L o Sands SM 111 1 11 Silty sands, sand-silt rruxtires.
with
Frees SC Clayey sands sand-clay mixtures.
ML Inorganic silts,very fine sands, rock flour, silty or clayey
z U a o fine sands.
Inorganic clays of low to mediuun plasticity,gravelly
CL
o, �. v clays, sandy clays,silty clays, lean clays.
OL Organic silts and organic silty clays of low plasciticity
t, d R• o Inorganic silts, micaceous or diatomaceous fine sands or
a z v a o MH silts,elastic silts.
° `, CH / Inorganic clays of high plasticity, fat clays.
h n
a rO H v Organic clays of medium to high plasticity.
Highly Organic Soils pT Peat muck, and other highly organic soils.
ConSlsteng CILISS tTOIZ
CoEIFsrvE Solis SOIL PL AST1CTl CHART
Description
',*try Soft <3
1 Soft 3 -5 �
Firm 6 - 10 50 / �e
x
Stiff 11-20 n / o�
Very Stiff 21 -40 z 40
Hard >40
(� 30
RANUTAR SOas
scx iption' Blawsffi 20
Very Loose <5 0_ // o� M11 oh
Loose 5 - 15 L ML r OL
Medium Dense 16 -40
0
Dense 41 - 5 0 10 20 30 40 so 60 70 60 -40 100 110
Wry Dense >65 UQUID LIMIT(LLB _
Grain Size Classifwadon
Cu,ss>F CAJIONr R,%NCE OF GRazrt S tZ.s
Grain Yype tan ieve ize Grain Sizein millimeters
Boulders above 12 inches above 305
Cobbles 12 to 3 inches 305 to 76.2
Gravel 3 inches to No. 4 76.2 to 7.74
coarse(c) 3 to'/,inches 76.2 to 19.1
fine(f) 3/4 inches to No. 4 19.1 to 4.76
d No. 4 to No. 200 4.76 to 0.074
coarse(c) No. 4 to No. 10 4.76 to 2.00
medium(m) No. 10 to No. 40 2.00 to 0.042
fine(f) No.40 to No. 200 0.042 to 0.074
_-Silt and Clay helow No. 200 below 0.074
Project:Alder Creek Lane Log of Borehole B-1 Project No: 062-99288
1 Client: Jim Francis Figure No.: 1
Location: Belfair, WA. Logged By: SEW/KSM
Depth to Water>27 feet Initial: 29 feet At Completion: 27 feet
' SUBSURFACE PROFILE SAMPLE
Penetration Test Water Content
Description a) blows/ft
L �° .N m 3 Wp I---0---I WI
Q —�° 20 60 100 20 40
0 Ground Surface --- -- ---
TOPSOIL
Grass overlay underlain by fine grained silty -- - - - - -
and ra ish brown.
5 SANDY SILT(ML)
Stiff,fine grained sandy silt;grayish brown, 25.7 18 -
moist.
10 SILTY SAND(SM) 10.7 16 T- - - - ----- ----
Medium dense,fine grained silty sand; -- -`--
grayish brown, moist.
15
5.4 29 ---
j I
Trace fine gravel at 20.0 feet.20-
107.3 21.4 ■
I
SANDYS T fine
grained
- _ - --- - -
Very stiff,fine grained sandy silt;grayish -��
25 brown,moist. 23.8 21 -- - I
SILT(ML) _
3 Stiff,silt,trace fine grained sand and clay; T-- --
bluish gray,moist,compact. 28.1 18 ■
Interbedded layers of silt at 26.5 and 28.5 --_feet. — -
Becoming very stiff with more elasticity at -
35 35.0 feet. 24.2 24
INORGANIC SILTY CLAY(CL)
Very stiff,silty clay,trace fine sand;bluish
40 gray,moist,compact, laminated bedding. 29.9 24 I ■
End of Borehole
California sampler utilized. ---- --i - i--�--;- _---._�_.__-.
45 Hole collapsed at 29 feet. -- -- `--"----- "- -----
Krazan and Associates
Method: HSA 383 Equestrian Drive Drill Date: 11/4/99
Driller: Davies Drilling POUlsbo, Washington 98370 Hole Size: 4.5
operator: Jeff Davies Sheet: 1 of 1
Project: Alder Creek Lane Log of Borehole B-2 Project No: 062-99288
i
Figure No.: 2
- Client: Jim Francis
Logged By: SEW/KSM
Location: Belfair, WA.
Initial: 24.5 feet At Completion: 27 feet
Depth to Water>27 feet
SUBSURFACE PROFILE SAMPLE
Water Content
Penetration Test N
(blows/ft)
Description T N 0--- WI
o '� �, a� 3 Wp I---
fl -0 N o °� ° 20 60 100 20 40
N >1 � 0 � H co
------ - -
Ground Surface
0
TOPSOIL ----- - --T- _
Grass and sand. 3 ■ i
GRAVELLY SAND(SW) 7 5 -�- ----
Very loose,disturbed fill,medium grained
5 3
sand,scattered fine to coarse gravel,trace 12.2
silt-dark brown moist. _r---. - --
SILTY SAND(SM) 14.3
Very loose,fine grained silty sand,trace - ---- - - ---
10 fine ravel li ht brown moist. 26.0 11
SANDY SILT(SM) - -- _- -- --- - -- ---
Stiff,fine grained sandy silt; light brown, y_ --r --- -
oist com act.
15 SILTY SAND(SM) 21.9 18 -- - - -- y - - ---
Medium dense,fine grained silty sand; light _— -- _ _---
rown wet. � '
2 SILT(ML) 25.8 18
Stiff,silt;bluish gray,compact,moist.
2 feet of water at 27.0 feet. -- - -
25 94.0 29.5
/ INORGANIC SILTY CLAY(CL) - I
Very stiff, silty clay,trace fine grained sand;
3 bluish gray,moist,compact, laminated
30.9 22 ■
bedding. - -- --- - --r-- -
End of Borehole
California sampler utilized.
35 Hole collapsed at 29 feet - -- - -
40 j
45
Krazan and Associates Drill Date: 11/4/99
Method: HSA 383 Equestrian Drive
Driller: Davies Drilling POUIsbo, Washington 98370 Hole Size: 4.5
Sheet: 1 of 1
Operator: Jeff Davies
Project:Alder Creek Lane Log of Borehole B-3 Project No: 062-99288
Client: Jim Francis Figure No.: 3
Location: Belfair, WA. Logged By: SEW/KSM
Depth to Water> Not Encountered Initial: N/E At Completion: N/E
SUBSURFACE PROFILE SAMPLE
Penetration Test Water Content
Description , � ft blows/
y �° w in N W 3 Wp ---0---� WI
o c o 2iCL in 20 60 100 20 40
01 Ground Surface ---- --r ---- -- ------
TOPSOIL
Fine grained silty sand brown moist. - --- - - - --_
WELL GRADED SAND(SW)
5 Very loose,disturbed fill,fine to coarse
grained sand, scatterd silt,trace gravel; 18.2 4 - --- - -- --- -- �--- - -
brown moist organics.
10 '.' 22.5 3 i ----
I
LANDSLIDE DEBRIS
Very soft, mixed mud,sand,clay,and silt; - ----- - - - ---
• brown,wet,compact.
15 23.3 2
I _
i
/ 1
2 30.2 5 ■
INORGANIC SILTY CLAY(CL) -_
Soft,silty clay,trace fine grained sand;
bluish gray,moist, compact. ----°
25 Change in material at 22.5 feet. I
/ Becoming very stiff with laminated bedding
at25 feet.
End of Borehole
'California sampler utlized -�-�
35 Hole collapsed at 16.0 feet
- - —- - -r-- - •---
I
4
I
i
45
Krazan and Associates
Method: HSA 383 Equestrian Drive Drill Date: 11/4/99
Driller: Davies Drilling Poulsbo, Washington 98370 Hole Size: 4.5
Operator: Jeff Davies Sheet: 1 of 1
L
Project:Alder Creek Lane Log of Borehole B-4 Project No: 062-99288
Client: Jim Francis Figure No.: 4
i Location: Belfair, WA. Logged By: SEW/KSM
Depth to Water>29.5 feet Initial: 25 feet At Completion: 29.5 feet
SUBSURFACE PROFILE SAMPLE
Penetration Test Water Content
0
Description �, blows/ft
m , w (n 3 Wp I---0---I WI
�
' : m 20 60 100 20 40
0 u)
0 Ground Surface
TOPSOIL
Fine rained and silt/sit sand. --— - -
SILTY SAND(SM)
5 Very loose,fine grained silty sand,possible
landslide debris;brown,wet,iron staining. 24 5 - ---- -- -- —� - -
10 :'.. - ----- - - --- — -
38 20 ! ■
LANDSLIDE DEBRIS
sStiff,mixed mud,sand,clay and silt;grayish brown,moist, compact.
f
Y: Becoming firm and bluish gray with a tense 27.1 7 --�---
i
of brown silt. -
I
20 �. . 98.6 24.8
SILT(ML) - ----- -
25 Very stiff, silt;bluish gray, moist, compact. 26 22 ---- ----
'
INORGANIC SILTY CLAY(CL) '
Very stiff silty clay,trace fine sand;bluish I i '•
3 gray, moist,compact, laminated bedding. 29.5 24 ! ■
_ End of Borehole — — -
_�_..
— 35 'California sampler utilized !
i
— 4
451
Krazan and Associates
Method: HSA 383 Equestrian Drive Drill Date: 11/4/99
Driller: Davies Drilling Poulsbo, Washington 98370 Hole Size: 4.5
Operator: Jeff Davies Sheet: 1 of 1
Assignment Sheet / Density Test
Project Number 062-99288 Tested by PF/LH
Project Name Alder Creek Lane-Slide Date Completed 11/10/99
Date Drilled 11/4/99
Soil Corrosivit :
Sample Location: pH: Sulfates Chlorides: Resistivity
Sample Location pH Sulfates: Chlorides. Resistivity
Boring# Depth Tests Total Wt Wet Wt Dry Wt Wet Density Moisture Dry Density Penetro- Soil
(gms) (gms) (gms) (pcf) % (pcf) meter,tsf Classification
B-1,S-6 20feet 606.6 200 164.7 130.2 21.4% 107.3 ML
B-2,S 7 25 feet 379.8 289 222.8 119.2 29 5% 92.1 ML
B-3,S-6 30 feet 395.2 200 163.7 71.7 22.2% 58.7 M L
B-4,S-4 20 feet 383.0 292 233.7 120.5 24.8% 96.6 andslide Debris
Test Abbreviations C-Consol, Sh-Dir. Shear, X-Expansion, S-Sieve, P-Permeability, Note Others
Comments
Krazan Testing Laboratory
I
Particle Size Distribution Report
Ag
100
I I 1 I' I it 1 7111 71V �I� i.. I
9011 ;; . . .
I I ILI
! i i ! ! - j !
I 1 I i i l
OU ij ;
70
F1
i i III ' ii
LU 60 —
Z
Z 50
w
0
m
W 40
30
20
10
W
0 0.1 0.01 0.001
500
100 10 1
GRAIN SIZE -mm
%COBBLES %GRAVEL %SAND -- %SILT %CLAY
0.0 0.0 87.6 12.4
SIEVE PERCENT SPEC." PASS? Soil Description
SIZE FINER PERCENT (X=NO) NATIVE GRAY-TAN CLEAN FINE SAND,FROM
#16 100.0 BORING#1,SAMPLE U.
#30 99.8
#50 99.6
#100 61.2 Atterberg Limits
#200 12.4 PL= LL= Pl=
Coefficients
D85= 0.227 D60= 0.147 050= 0.126
D30= 0.0952 D15= 0.0777 D10=
CU= CC=
Classification
USCS= AASHTO=
Remarks
SAMPLE#P878.04
REPORT#3827
DATE: 11/4/99
(no specification provided)
Sample No.: P878C.04, REPORT tS81ffcbI6V63mple: NATIVE,FROM BORING#1,SAMPLE#3 Date:
Location: ALDER CREEK LANE,BELFAIR,WA. Elev./Depth:
Client: JIM FRANCIS
KRAZAN & ASSOCIATES, INC. Project: ALDER CREEK LANE,BELFAIR,WA.
Project No: 062-99288 Plate
GRAIN SIZE DISTRIBUTION TEST DATA
Cl':ent: JIM FRANC I S
Project: ALDER CREEK LANE, BELFAIR, WA.
Project Number: 062-99288
Sample Data
Source: NATIVE, FROM BORING #1, SAMPLE #3
Sample No. : 2878C. 04 , REPORT #3827, 11/4/99
;lev. or Depth: Sample Length (in. /cm. ) :
Location: ALDER CREEK LANE, BELFAIR, WA.
Description: NATIVE GRAY-TAN CLEAN FINE SAND, FROM BORING #1, SAMPLE #3 .
)ate: PL: LL: PI :
JSCS Classification: AASHTO Classification:
Testing Remarks : SAMPLE #2878 . 04
REPORT #3827
DATE : 11/4/99
Mechanical Analysis Data
Initial
'pry sample and tare= 143 . 30
'are = 0 . 00
Dry sample weight = 143 . 30
mare for cumulative weight retained= . 00
Sieve Cumul . Wt. Percent
retained finer
# 16 0 . 00 100 . 0
# 30 0 . 30 99 . 8
# 50 0 . 60 99 . 6
# 100 55 . 60 61 . 2
# 200 125 . 60 12 . 4
Fractional Components
ravel/Sand based on #4
sand/Fines based on #200
COBBLES = % GRAVEL = % SAND = 87 . 6
FINES = 12 . 4
D85= 0 . 23 D60= 0 . 15 D50= 0 . 13
30= 0 . 10 D15= 0 . 08
KRAZAN & ASSOCIATES, INC.
it
l
Grain Size Analysis
Sieve Openings in Inches
U.S. Standard Sieve Numbers
Hydrometer
3 1-1/2 3/4 3/8 1 1/2 #4 #8 #16 #30 #50 #100 #200
100.0
I
I I 90.0
80.0
I
70.0
0
60.0
W
Q
50.0 �
Z
w
40.0
a
30.0
20.0
10.0
10.0
100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
Gravel Sand Silt or Clay
Coarse Fine Coarse Medium Fine
(Unified Soils Classification)
Project Name Prop.Alder Creek Lane, Slide
Project Number 6299288
Soil Classification (ML)
Sample Number 61 @ S-4
Krazan Testing Laboratory
_Shear Direct Diagram Strength Shear
a a ( �
ASTM D - 3080 / AASHTO T - 236
Project Number Bo ing No. & Depth Soil Type Date
6299288 B1 , S-4 (ML) 11/10/99
Cohesion: 0.4 Ksf
RiAngleo Internal Friction: 29 °
I
3.00
I --
t---�--
- - -,---------�-- ---r
I i
I -
-
_r
2.00 I --
C ,
Cz
1 -
I
1.00
0.00
0.0 1.0 2.0 3.0
Normal Load, Ksf
Krazan Testing Laboratory
Grain Size Analysis
Sieve Openings in Inches U.S.Standard Sieve Numbers Hydrometer
3 1-1/2 3/4 3/8 1 1/2 #4 #8 #16 #30 #50 #100 #200
100.0
Fri
I ! �
90.0
I� i I it
j 80.0
I
70.0
z
60.0 N
i a
a
' I 50.0 W
40.0 w
W
o.
30.0
20.0
10.0
I 0.0
100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
Gravel Sand Silt or Clay
Coarse Fine Coarse Medium Fine
(Unified Soils Classification)
Project Name Prop.Alder Creek Lane, Slide
Project Number 6299288
Soil Classification (ML)
Sample Number B3 @ S-6
Krazan Testing Laboratory
Shear Strength Diagram (Direct Shear)
ASTM D - 3080 / AASHTO T - 236
Project Number Boring No. & Depth Soil Type EDate
6299288 B3, S-6 ML 11/10/99
---- Cohesion: 0.2 Ksf
- i Angle of Internal Friction: 27 °
I
3.00 --+— — —
I
_ I -
w 2.00 I I
w I
CO
Y I I
m
I
I
1.00 ---- —I - -
1- -
I -
- - - -,--- - - I =--
0.00
0.0 1.0 2.0 3.0
Normal Load, Ksf
Krazan Testing Laboratory
1 LIQUID AND PLASTIC LIMIT TEST DATA
Client: JIM FRANCIS
' Project: ALDER CREEK LANE, BELFAIR, WA.
{ Project Number: 062-99288
Sample Data
lsource: NATIVE FROM BORINGS
Sample No. : P878H. 02, REPORT #3827, 11/4/99
Elev. or Depth: Sample Length (in. /cm. ) :
Location: ALDER CREEK LANE
Description: GRAY CLAY, BORING #1, SAMPLE #7
<#40 : %<#200 : USCS : AASHTO:
Testing Remarks : SECOND OF THREE SAMPLES
Liquid Limit Data
Run D. 1 2 3 I 4 5 6
IWet+Tare . 14 . 7 15 . 3 I
-Dry+Tare 12 . 3 12 . 8
_ Tare 3. 6 3 . 6 _
# Blows 26 22
IMoisture— -- 27 . 6 27 . 2 ---- _ _ -- -- — --
1 27.65 j
27.60 I Liquid Limit= 27 . 3
i I j i i Plastic Limit= _17 . 0
27.55 t i Plasticity Index= 10 . 3
27.50
I
27.45
i 1 I
27.40 ++
27.35
� I I I i I i ! I Ilil
I i ` I
27.25
27.20
• FT
I I ,
I
27.155 10 Blows 20 25 30 40 'I
{I
'.I
Plastic Limit Data :I
Run No. ! 1 2 T 3 4
I
'Wet+Tare 10 . 7 i
'Dry+Tare 9 . 7 I
_ Tare ! 3 . 8
,Moisture 17 . 0
(I
{
-- KRAZAN & ASSOCIATES, INC. i
1 LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
50 --
I
' ! o�
i G �
40 -- -- - -- - I -------
I
x
w
0
v 30 —
I
20 -
O
10 ---- -----
7 - --
c` "`' ML or OL MH or OH
10 30 50 70 90 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• GRAY CLAY,BORING#1, SAMPLE#7 27.3 17.0 10.3
Project No. 062-99288 Client: JIM FRANCIS Remarks:
Project: ALDER CREEK LANE, BELFAIR, WA.
•SECOND OF THREE SAMPLES
•Location: ALDER CREEK LANE
LIQUID AND PLASTIC LIMITS TEST REPORT
KRAZAN & ASSOCIATES INC. Plate
fLIQUID AND PLASTIC LIMIT TEST DATA
Client: JIM FRANCIS
Project: ALDER CREEK LANE, BELFAIR, WA.
Project Number: 062-99288
Sample Data
Source: NATIVE FROM BORINGS
Sample No . : P878P. 02, REPORT #3827, 11/4/99
IElev.. or Depth: Sample Length (in./cm. ) :
(Location: ALDER CREEK LANE
Description: BORING #2, SAMPLE #7, GRAY CLAY.
�<#40 : %<#200 : USCS : AASHTO:
resting Remarks : ONE OF THREE SAMPLES FROM ALDER CREEK.
Liquid Limit Data
_ Run No. 1 ' 2 3 4 5 6
1Wet+Tare 10 . 9 13 . 5
--Dry+Tare 9. 2 11 . 2
_ Tare 3 . 5 3. 6
# Blows 23 23
Moisture 29 . 8 � 30 . 3
30.42
Liquid Limit= 29. 8
30.35 i , , Plastic Lim3.t= 18 . 0
i
. 2: Plasticity Index= 11 . 8
30.28
30.21
i
30.14 I I I
H 30.07
0
30.00
29.93
29.86
29.79
i
29.725 10 20 25 30 40
Blows
Plastic Limit Data
Run No. 1 1 I 2 3 4
I I I
et+Tare l 9. 5
�p +Tare 8 . 6
Tare ' _3 . 6
I ---- -- -------- ---
Moisture 18 . 0_
— ----
t
tKRAZAN & ASSOCIATES, INC.
LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate I I
upper limit boundary for natural soils
50 - -
O`
40 -- - - —
w
z
r
F 30 -
I
� I
g i
i
20 -- ---0� - - --Ot ------
G
10 - ---- -- -- — —-- -- - I i
C`"'L� MLorOL
4 ( MH or OH
10 30 50 70 90 110
LIQUID LIMIT
I
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• BORING#2, SAMPLE#7,GRAY CLAY. 29.8 18.0 11.8
Project No. 062-99288 Client: JIM FRANCIS Remarks:
Project: ALDER CREEK LANE, BELFAIR, WA. •ONE OF THREE SAMPLES
FROM ALDER CREEK.
•Location: ALDER CREEK LANE
� I
LIQUID AND PLASTIC LIMITS TEST REPORT
KRAZAN & ASSOCIATES INC. Plate
LIQUID AND PLASTIC LIMIT TEST DATA
Client: JIM FRANCIS
Project: ALDER CREEK LANE, BELFAIR, WA.
Project Number: 062-99288
Sample Data
Source: NATIVE FROM BORINGS
Sample No. : P878U. 02, REPORT #3827, 11/4/99
—Elev. or Depth: Sample Length (in. /cm. ) :
Location: ALDER CREEK LANE
Description: GRAY CLAY, BORING #3, SAMPLE #4
-m$<#40 : %<#200 : USCS: AASHTO:
Testing Remarks : THIRD OF THREE SAMPLES .
Liquid Limit Data
Run No. 1 I 2 3 ! 4 5 6
Wet+Tare 18 . 3 ! 13 . 1
_ D_ry+Tare 15 . 0 10 . 9
Tare 3 . 7 3. 6
# Blows 27 28
Moisture 29 . 2 30. 1 j
30.6 ! !
! i Liquid Limit= 30 . 0
30.4 , Plastic Limit= 21 . 0
30.2 Plasticity Index= 9. 0
j I 2
30.0 j
29.8
29.6
.� 29.4
29.2
29.0 I i i
28.8
28.65 10 20 25 30 40
Blows
Plastic Limit Data
Run No. 1 ! 2 3 4
I
Wet+Tare 16. 3
D +Tare 14 . 1 '
_ Tare 3 . 6
Moisture 21 . 0
KRAZAN & ASSOCIATES, INC.
I
LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate L
upper limit boundary for natural soils
I
50
40 - —- ---- -- --
I i -
X
w I I
z
30 - -
i
20 — O
o�
10 -- ---
7 I �, •
;c -i�L, ML or OL MH
4 - or OH
j I I I
10 30 50 70 90 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• GRAY CLAY, BORING#3, SAMPLE 94 30.0 21.0 9.0
Project No. 062-99288 Client: JIM FRANCIS Remarks:
Project: ALDER CREEK LANE,BELFAIR, WA. •THIRD OF THREE SAMPLES.
•Location: ALDER CREEK LANE
i
I
LIQUID AND PLASTIC LIMITS TEST REPORT j
KRAZAN & ASSOCIATES INC. Plate ;'
Appendix B
Page B.1
• APPENDIX B
EARTHWORK SPECIFICATIONS
GENERAL
When the text of the report conflicts with the general specifications in this appendix, the recommendations in
the report have precedence.
SCOPE OF WORK: These specifications and applicable plans pertain. to and include all earthwork
associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and
equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for
receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and
grades shown on the project grading plans, and disposal of excess materials.
PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in
accordance with the project plans and specifications. This work shall be inspected and tested by a
representative of Krazan and Associates, Inc., hereinafter known as the Soils Engineer and/or Testing
Agency. Attainment of design grades when achieved shall be certified to by the project Civil Engineer. Both
the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to
meet the technical or design requirements embodied in this document and on the applicable plans, he shall
make the necessary readjustments until all work is deemed satisfactory as determined by both the Soils
Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written
approval of the Soils Engineer, Civil Engineer or project Architect.
No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The
Contractor shall notify the Soils Engineer at least two (2) working days prior to the commencement of any
aspect of the site earthwork.
The Contractor agrees that he shall assume soil and complete responsibility for job site conditions during the
course of construction of this project, including safety of all persons and property; that this requirement shall
apply continuously and not be limited to normal working hours; and that the Contractor shall defend,
indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in
connection with the performance of work on this project, except for liability arising from the soil negligence
of the Owner or the Engineers.
TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density of 95 per cent
relative compaction based on ASTM Test Method D1557-78, UBC, as specified in the technical portion of
the Soil Engineer's report. The location and frequency of field density tests shall be as determined by the
Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon
which satisfactory completion of work will be judged by the Soils Engineer.
SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to
have familiarized himself with existing site conditions and the contents of the data presented in the soil
report.
Krazan& Associates,Inc.
Offices Serving The Western United States
Alder Lane
Appendix B
Page B.2
The Contractor shall make his own interpretation of the data contained in said report, and the Contractor
shall not be relieved of liability under the contractor for any loss sustained as a result of any variance
between conditions indicated by or deduced from said report and the actual conditions encountered during
the progress of the work.
DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust
nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either
during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the
site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to
dust or windblown materials attributable to his work.
SITE PREPARATION
Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for
receiving fill.
CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall
demolish and/or remove from the area of designated project, earthwork all structures, both surface and
subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Soils Engineer
to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the
site.
Tree root systems in proposed building areas should be removed to a minimum depth of three (3.0) feet and
to such a extent which would permit removal of all roots larger than one (1) inch. Tree root removed in
parking areas may be limited to the upper one and one-half(1'/2) feet of the ground surface. Backfill or tree
root excavation should not be permitted until all exposed surfaces have been inspected and the Soils Engineer
is present for the proper control of backfill placement and compaction. Burning in areas which are to receive
fill materials shall not be permitted.
SUBGRADE PREPARATION: Surfaces to receive Engineered Fill, building or slab loads shall be
prepared as outlined above, scarified to a depth of six (6) inches, moisture-conditioned as necessary, and
compacted to 95% relative compaction.
Loose and/or areas of disturbed soils shall be moisture conditioned and compacted to 95% relative
compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior
to placement of any fill material. All areas which are to receive fill materials shall be approved by the Soils
Engineer prior to the placement of any of the fill material.
EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil
Engineer as shown on the project grading plans. All over excavation below the grades specified shall be
backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical
requirements.
FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of
the Soils Engineer. Material from the required site excavation may be utilized for construction site fills
provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall
be free from vegetable or other deleterious matter as determined by the Soils Engineer.
Krazan &Associates,Inc.
Offices Serving The Western United States
Alder Lane
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Appendix B
Page B.3
PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill
materials and the processing and compaction of approved fill and native materials shall be the responsibility
of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be
permitted unless specifically approved by local code, as well as the Soils Engineer.
Both cut and fill shall be surface compacted to the satisfaction of the Soils Engineer prior to final acceptance.
SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or
during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations
shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously
placed fill are as specified.
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Krazan&Associates,Inc.
Offices Serving The Western United States
Alder L M