05-105820RECEIVED
FEB 0 9 Z006
CITY OF FEDERAL WAY
BUILDING DEPT.
GEOLOGY AND GEOTECHNICAL ENGINEERING
INVESTIGATION,
MARTIN RESIDENCE
FEDERAL WAY, WASHINGTON
for
Dr. and Mrs. Michael Martin
2800 300th Place SW
Federal Way, WA. 98003
by
Engineering Geological Services
4538 Lake Washington Blvd.
Kirkland, WA. 98033
and
Liu & Associates, Inc.
19213 Kenlake Place NE
Kenmore, WA. 98028
TABLE OF CONTENTS
I. Introduction ................ ........... • .... 1 .................................................
A. General ................. ........... _ .. 1
................................
B. Site Access................................................................ 2
C_ Proposed Project........................................................ 2
D. Scope of Services .................... :............... I...................
3
II. Site Description and Investigation ................................................ 3
A. Surface............................................................................ 4
B. Subsurface ................................................_........_ 4
C. Groundwater................................................................... 5
D. Seismicity ...................... .................... 5
E. Slope Stability................................................................... 7
F. Environmentally Sensitive Areas Requirements .................. 9
III. Conclusions and Recommendations .............................................
10
A. General ........................... ......................_...
10
B. Earthwork...................... ..................................
..._.. 10
C. Drainage............................................ ............ ................
12
D. Construction During Wet Weather Conditions ..............
14
E. Guide Specifications........................................................
14
F. Retaining Walls ..................... ................................._
.... 14
G. Slab -on -Grade ................................
15
H. Conventional Foundations .......................... :...................
.. 15
I. Pile Foundations ....................................... ...................
15
J. Access Driveway.........................................................
17
IV. Construction Observation.............................................................
18
V. Report Preparation.........................................................................
18
FIGURES
Figure1 ...........................................
Figure2...........................................
Figure3 ........................................
Figure4...........................................
Figure5...........................................
Vicinity Map
Site Plan
Profiles Across Proposed Structures
Typical Footing Drain Detail
Typical Slab -on -Grade Detail
TABLES
Table 1..............................................
- - Results of Slope Stability'Analyses
Table 2.....,........................................
Site Soil Parameters
Table 3..............................................
WSDOT Standard Specifications
Table 4.......... ................
:................... Retaining Wall Soil Parameters
Table 5.......... :...............
.................. . Pile Parameters
APPENDICES
Appendix A. ................................. I ..................... ... Boring Logs and Laboratory Data
Appendix B.......................................................... Slope Stability Data Sheets
Appendix C s: �IRC Rockery Guidelines ; r��''""
Martin Residence, R2126b, 3-25-02
Geology and Geotechnical Engineering investigation,
Martin Residence,
Federal Way, Washington
-- ..... sr_-:tz iL _:_
L INTRODUCTION
A. General
This report presents the results of our geological and geotechnical investigation for the Dr.
Michael Martin Residence located at 2800 SW 300th Place, Federal Way, Figure 1, Vicinity Map.
The proposed development consists of the location of a detached garage and single-family
residence. This project is located adjacent to the Poverty Bay Park, currently undeveloped
regional park.
The property consists of 2.85 acres in two parcels. Parcel A is undeveloped and is the subject of
this geotechnical investigation. Parcel B has a single-family residence on the site which is
accessed by a paved driveway from SW 300th Place.
The purpose of this work is to evaluate the site for slope stability, foundation bearing
characteristics, and ease of development. To attain these goals two borings were drilled and
sampled on the east side of the property. Most of the proposed development will be held to the
eastern 100 feet of parcel A. There will also be a SEPA check list prepared for this development
although that check list may not be required at this stage of development.
The residential site is reported to be located in a conservancy environment based on the shoreline
areas of high scenic value (Sec. 18-167. b.4) Federal Way City Code. The conservancy
environment allows for development of sites if they follow certain requirements: i.e. The
minimum lot size must be 35,000 square feet, all lots to be served by public water, all lots are to
be served by an approved sewage disposal system, all lots to be served by paved streets, and all
lots to have a minimum width of 100 feet. This proposed development will fulfill all of these
criteria. In addition, the proposed structures will be located a minimum of 350 feet from the
present shoreline.
Engincp.4ig Geological Services, 4538 Lake Wazhinglon Blvd, Kirkland, Wa. 98033, 425 829 3162
Martin Residence, R2126b, 3-25-02
This site is also within an area that has been defined as environmentally sensitive. The primary
reason for this classification are the steep slopes. A subsequent section of this report wi Faddress—_ ..--'
each of environmental parameters with in this classification. The following x components must
be evaluated: whether the subject property_-�-
W�
o Contains or is within 25 feet of a regulated slope, W
o Contains or is within 100 feet of a wellhead,
o Contains or is within 100 feet of the top of any bank of a major stream,
o Contains or is within 50 feet of the top of any bank of a minor stream,
o Contains or is within 25 feet of any regulated lake, and/or
o Contains or is within 100 feet of the edge of any wetlands.
The site contains steep slopes that are in excess of 30 percent and slopes that exceed 40 percent.
These slopes are defined on Figure 2, Site Plan. None of the other criteria apply to the site.
B. Site Access
Access to the Martin Residence the main part of Federal Way can be attained via SW Dash Point
Road to 30th Avenue SW (right turn), drive to the end of 30th Ave. and turn right on SW 300th
Place. The proposed residence is located on the end of the right hand driveway located at the end
of 300th Place. The property line is located at the gate at the end of the driveway. The
residential property extends 272 feet north of the gate and about 500 feet to the left to the water's
edge, Figure 2, Site Plan. The Parcel B is occupied by a single family residence under the same
ownership as the proposed developable lot.
Access to the building site will be attained by the development of a drive way extending from the
gate inward 100 feet to the proposed garage. This driveway will be designed in accordance with
City of Federal Way Code and is expected to be 20 feet wide with a overall gradient of 20
percent. This slope could be lowered slightly by winding the driveway up to the garage area.
However, this method may remove some of the desirable trees on the site.
C. Proposed Project
The proposed project consists of the development of a single family residence and detached
garage to be located along the eastern side of the site. The project is proposed in two stages: the
first stage is the driveway access and the garage construction. The second stage is the
development of the residence. The owner is interested in disturbing as few of the existing trees as
possible as they are of large size and an asset to the development. -
Engineering Geological Services, 4538 Lake Washington Blvd., Kirkland, Wa 98033, 425 828 3162 2
Martin Residence, R2126b, 3-25-02
Not included in this study but required for the development will be the design of a sewage
disposal system. The surface soils are slightly to moderately permeable, but they will have to be
tested for percolation capability. Alternatively, the sewer disposal system could be designed to
pump the sewage from the two residences up the slope to the mains through a 2-inch pressure
lateral. This option would eliminate the addition of additional groundwater to the site and reduce
the area of disturbance within the development. These options will be examined by the Civil
Engineer for the project.
The proposed project will have to be founded on the deeper soils approximately 15 feet below the
present grade. This sound bearing soil may be found by means of over excavation or the use of
piers or piles. Winter time groundwater was encountered at a depth of seven feet in Boring B-1.
Any footings will require subdrains to dewater the foundation areas.
Ba Scope of Services
The scope of work for this geotechnical investigation included site visits, drilling, soil sampling,
topographic mapping, and testing of the soil samples obtained from the two borings drilled on
site. The engineering analysis for the settlement and pile embedment, lateral load parameters for
the retaining wall, and preparation of this report completed this scope of work.
This report has been prepared in accordance with generally accepted geotechnical engineering
practices, and in accordance with the agreement with Dr. Michael Martin and his design staff, and
for specific application to the development of the residences.
in ownership, the nature, design, or location of the proposed residential structures, or if any future
additions are planned, the conclusions and recommendations contained in this report shall not be
considered valid unless 1) project changes are reviewed by Engineering Geological Services or
Liu & Associates, Inc. and 2) the conclusions and recommendations presented in this report are
modified or verified as required in writing.
Reliance on this report by others must be at their risk unless we are consulted in the use or
limitations of this information. We cannot be responsible for the impact of any changes in
environmental standards without further consultation. We can neither vouch for the accuracy of
information supplied by others nor accept consequences for unconsulted use of segregated
portions of this report.
H. Site Description and Investigation
The site surface conditions and access have been described in general in the preceding section.
The present site development,consists of a single family, A -Frame structure on Parcel B, Figure
2, Site Plan. This structure has been constructed on a conventional, continuous, spread footing.
There is no evidence that this structure has been disturbed by slope movement or affected by
groundwater seepage since construction. The structure has been in place for approximately 20
years.
Our subsurface exploration encountered a soil profile consisting of 5 to 15 feet of colluvial
clayey soil, variably thick sections of very stiff, highly plastic, blue clay with thin lenses of silt and
Engineering Geological Services, 4539 Lake Washington Blvd., Kirkland, We. 98033, 425 828 3162 3
Martin Residence, R2126b, 3-25-02
fine sand, layers of sand varying from 3 to 9 feet thick with silt and clay up to 45 percent by
weight. The soils are generally layered below a depth of about 12 _ feet. The layers appear to be
subhorizontal or with a slight dip to the west. Firm bearing soils of stiff to very stiff clay or dense
to very dense sand were found generally below 10 to 15 feet below present grade, Figure 3,
Profiles Across Structure Site. Blow counts (SPT) exceed 20 BPF at 15 feet in B-1 and 20 feet in
B-2. The allowable soil bearing capacity of the soil below 10 feet are estimated at about 1500 psf
and below 15 feet at about 3000 psf.
The standing groundwater level was identified in Boring B-1 at a depth of about 7 feet. The
borings were not left open for a sufficiently long time for the water levels to stabilize and this
depth should be considered approximate.
A. Surface
- _ . ._ _ It a.. _ _L _. .
The present surface consists of a moderately sloping surface that dips to the southwest at a slope
of about 20 degrees. The slope steepens to no more than 45 degrees along the northerly
shoreline. All of the site above elevation 60 is gently sloping and below an average gradient of 30
percent. The 30 percent line climbs to above 80 feet elevation along the south side of the
property. The environmentally critical areas will be addressed in a later section.
The property is heavily vegetated with blackberries, sahal, rhododendrons, and trees. The trees
consist of Cedar, Maple, Fir, and Cottonwood. The trees are massive in size and every effort will
be made to protect as many as possible during the development.
The site is traversed only on the northwest corner of the site by a shallow ravine that dies out at
the top of the shoreline bluff. This ravine is likely to carry water only during the wettest days of
the year and nearly all of the water infiltrates before the top of the bluff is attained. There is no
evidence of any other possible water courses on the property.
B. Subsurface
The subsurface conditions have been evaluated by a traverse of the site and the boring of two
auger borings to depths of 41.5 and 31.5 feet. The borings are located along the eastern part of
the site where the proposed structures will be located. Additional information was obtained from
the Geologic Map of the Poverty Bay Quadrangle, USGS, GQ-158. The USGS map indicates
that this site is mantled with'Quatemary-age Salmon Springs Formation, Qss. This formation is
underlain by a glacio-lacustrine sand and clay and overlain by recessional outwash glacial drift.
The Salmon Springs Formation is composed of coarse sand and gravel with thin layers of clay and
silt. The formation is in excess of 100 feet thick, but the formation has been eroded to a wedge
shaped outcrop on the site.
The borings encountered a succession of clay and sand, interlayered, and below the loose to
medium stiff colluvium, is very stiff and very dense. The clay layers are very stiff to hard and
appear to be unweathered and unfractured. Scattered gravel up to 2 inches in nominal diameter
was found in the sandy deposits. The soil samples obtained consist of about 53 percent sand and
Engineering Geological Services, 4538 Lake Washington Blvd., Kirkland, Wa. 98033, 425 828 3162 4
Marlin Residence, R2126b, 3-25-02
43 percent silt and clay. Much of the soil profile is reddish in color indicating oxidation of the
formation to depths of 40 feet or more.
The Salmon Springs Formation is a prolific aquifer in parts of the Tacoma area and this site does
display these characteristics with a perched waterlevel at a depth of 7 feet. The separate layers of
lacustrine clay tend to separate the potentially water bearing layers of sand within the Salmon
Springs Formation.
The site reconnaissance did not reveal any slide masses or scars. It is our opinion that the steep
shoreline slopes have sloughed most of the disturbed soils and the remnants have been washed
away by wave action. The upper slopes do not show any evidence of slope disturbance or
movement.
C. Groundwater
The borings were not left open for a sufficiently long time to determine the standing groundwater
level. Boring, B-1, was held open for a few hours and the water level was measured at a depth of
7 feet below the original grade. Seepage appeared to enter the holes at several horizons that
probably contained sand layers. As stated above, the Salmon Springs Formation is a good source
of groundwater in most areas of Federal Way and southern King County.
The site has year around seepage from the slopes above the existing residence. This water is
collected by drains and conducted to the shoreline. Seepage is also found along the shoreline
from the upslope area. The surface seepage zones located within the building site must be
collected and discharged through the existing drainage system in order to minimize soil erosion
and maintain slope stability. All foundations will require subdrains to facilitate shallow
groundwater drainage.
D. Seismicity
Earthquake intensities vary depending upon the magnitude of the earthquake and -the distance of
the project site from the epicenter or causative fault. This site could be subject to substantial
seismic events if past history represents the regional pattern. Five earthquakes caused significant
damage in the Olympia and Seattle area in 1949, 1965, and 2001 respectively. The 2001
Nisqually Earthquake was centered 24 miles south of the site. This earthquake was felt in this
area. The 1949 and 1965 events caused regional damage and the 2001 event caused local damage
throughout the area. We have no reports of damage in the immediate site area. Two other
earthquakes centered in Monroe and Montesano have shaken the area, but both were of slightly
lower magnitude and no damage has been reported in this area. Site conditions are conducive for
shaking, but the soils on site are not conducive to liquefaction because of their consistency. Site
acceleration characteristics must be considered in the site designs.
Engineering Geological Services, 4538 Lake Washington Blvd, Kirkland, Wa. 98033, 425 828 3162 5
Martin Residence, R2126b, 3-25-02
1. Faulting
The primary tectonic feature located in the Pacific Northwest and dominating the region's
seismicity is the Juan de Fuca Subduction Zone located approximately 70 kilometers below the
earth's surface. The surface expression is located approximately 150 to 200 kilometers west of
Seattle. This zone is expected to produce earthquakes of a magnitude of 8.0 or larger with return
periods of about 300 to 500 years. This earthquake magnitude and return period has been
interpreted based on features observed along the Pacific coast. To date these parameters are
subjective and the subject of further studies. The distance to a potential hypocenter under the
is sufficiently great to reduce the peak particle acceleration on site to that anticipated by the NBC
A recent geological structure has been identified as a possible buried fault with significance. The
fault has been traced by numerous small seismic events from Bainbridge Island to/through Seattle,
and the north end of Mercer Island.: It tends to die out at the south end of Lake Sammamish.
This trend is located within 20 miles of the site. There have been no earthquakes recorded on this
alignment greater than about 3.5 magnitude. Most events are less than 2.0 but the density of
activity and the size of the feature infers the potential for significant ground motion (shaking)
and/or movement. Surface expressions on this potential fault have not been identified. Recently
published literature infers that there is considerable offset on this fault and earthquakes on it may
have been the cause of submarine landslides in Lake Washington and Puget Sound. A return
period of around 300 years has been estimated. Much more work needs to be done to confirm
these preliminary findings.
A few local faults have been mapped in the glacial sediments located in the region. These local
faults are likely the result of soil consolidation from the thick ice cap that overran the site between
120,000 and 10,000 years ago. These fault are not expected to generate seismic ground motion.
While the glacial till mantling the region may conceal significant faults with the potential for
generating earthquakes, no definitive seismic sources have been identified and no lineaments of
earthquakes of magnitude greater than 2.0 to 3.5 have been identified. Earthquakes derived from
the volcanic activity of Mt. Rainier may generate events of about 5.0 magnitude that have the
potential to damage structures.
2. Liquefaction
Generally, soils that are susceptible to liquefaction are loose, saturated, uniformly graded, fine-
grained sand that lie within 60 feet of the ground surface. The bearing soils identified on site
consist of very stiff to hard clay and very dense sand in the saturated horizon. Within the
saturated horizon these hard clay and very dense sand layers are resistant to liquefaction. None of
the standard penetration tests (SPT) in the sand below the water table displayed a SPT of less
than 20 blows per foot. Therefore,.the risk for liquefaction to occur on the site should be
minimal.
Engineering Geological Serviced 4539 Lake Washington Blvd., Kirkland, Wa. 98033, 425 829 3162 6
Martin Residence, R2126b, 3-25-02
3. Seismic Design Parameters
3he nifo Building Co 1 Seismic Zonation Map (1997) places the site in Seismic Zone
. e -AM that the seismic zone factor (Z) be 0.30. The site coefficients are
C�
L f con y a soil profile type SD. Seismic coefficients Ca is 0.36, Cv is 0.54. Near -source
/ factors are Nv 1.0 and Na is 1:0.. The seismic source type is Type B, which represents a
causative fault with an earthquake magnitude of less than 6.5 M.
It is our opinion that the seismic stability of this site is suitable for the development of this site.
The effects of earthquake shaking will not result in liquefaction of the foundation soils. Lateral
soil spreading is a potential. The slope stability analyses indicate that the present slope may be
affected by a major seismic event (0.2 g horizontal) as imposed by the UBC_ The slopes within
150 feet of the proposed residence and garage are believed to be stable under present conditions
and at the 0.2 g acceleration anticipated from a major earthquake. The minimal work
recommended involves the installation of subdrainage behind the foundation walls for the new
structures.
The site exhibits a topography that may contribute to the amplification of shaking. The distance
from lVUBC
earthquake epicenters is sufficiently distant, however, to anticipate that the
use ofsmic design requirements will be satisfactory. The shallow depth to sound
bearinuef able soils, and the distance from historic earthquake epicenters are positive
site attributes.
E. Slope Stability
Slopes adjacent to the proposed structures exhibit a slope gradient of about 20 degrees or about a
36 percent gradient. The bluff fronting the shoreline and the slope adjacent to the driveway along
the south side of Parcel B exhibits a gradient of 30 to 50 percent. The steeper gradients are along
the shoreline. The height of the bluff is about 60 feet and the lower slopes are from 20 to 25 feet
in height.
Two slopes have been analyzed to determine the environmentally critical area determination. The
Profile C-C is located on the north end of the shoreline bluff and trends in a east -west direction.
The Profile D-D is located on a northeast southwest trend starting at the corner of the proposed
residence. The C-C profile represents the steep slopes that may be considered unstable while the
D-D profile represents the lower more stable slopes. The Factors of Safety (SF) against slope
failure tend to verify these opinions.
The slope analyses use the slip circle method and applied variations of the anticipated soil
parameters to determine the sensitivity of the factor of safety (SF) to changing soil parameters.
The method is published in Hoek and Bray, Rock Slope Engineering (1991).
The analyses are based on the Bishop method using empirical parameters collected from over 300
slope failures. The location of the point of rotation for the slip failure is determined based on the
Engineering Geological Services, 4538 Lake Washington Blvd_, Kirkland, Wa_ 98033, 425 828 3162 7
Martin Residence, R2126b, 3-25-02
inclination of the slope and the height of the slope. A secondary method of analysis using an
100% saturated slope also was used to determine the general factor of safety of the existing slope.
Most municipalities require that modified slopes must attain a factor of safety of 1.5 or greater
static and 1.1 and greater for pseudostatic seismic conditions. This site has been reviewed based
on these requirements. The existing slopes display SF's of 2.0 (static) or 1.0 ( pseudostatic)under
saturated conditions. These values use a predominantly sand profile, no cohesion and a water
level up to existing grade. If this slope is drained and the water level lowered, the SF's will be
increased slightly to the required levels.
The steep slope profile, C-C, is far from the proposed structures. It displays low factors of
safety. In the undramed state the likely SF is 0.79 not considering cohesion. Because the slope is
standing with no apparent distress, we have added cohesion in order to attain an SF of about 1.0.
Significant amount of work would be re4ui be to bring this slope to a 1.5 .SF. This effort is not
required to minimize risk to the proposed development.
As cited in the earlier text, there are no mappable slides or slope disturbances found on this site.
The nearest slides have been mapped about 1 /4 mile to the north of the site, on the north side of
the park site. The shallow groundwater levels are conducive to slope disturbance. Therefore,
dewatering is important to improving the stability of the construction affected slopes. The
following table, Table 1, Slope Stability Analyses Results, provides the range of soil parameters
used in this analyses and the resulting factors of safety.
Table 1. Martin Residence Summary Slope Stability Analyses Results
Trial
Coefficient
Density
Cohesion
Acceleration
Factor of
Safety
of '
pcf
psf
g, % gravity
Static
Pseudostatic
C-C
Friction
Und
Degrees
1
10
120
0
0.2
0.25
0.16
2
10
120
50
0.2
0.29
0.19
3
10
120
1000
0.1
1.03
0.88
4
10
120
0
0.2
0.79
0.52
5
30
120
800
0.2
1.42
1.07
6
30
120
900
0.2
1.49
1.07
7
35
120
750
0.2
1.54
1.09
Drained
1
10
120
0
0.2
0.26
0.17
2
10
120
50
0.2
0.30
0.20
3
10
120
800
0.2
1.00
0.74
4
10
120
1000
0.1
1.19
1.02
5
30
120
100
0.2
0.94
0.62
6
35
120
100
0.2
1.12
0.74
Engineering Geological Services, 4538 Lake Washington Blvd., Kirkland, Wa. 98033, 425 828 3162 8
Martin Residence, R2126b, 3-25-02
D-D
Drained
1
10
120
0
0.2
0.75
0.33
2
10
120
650
0.2
2.07
1.11
3
10
120
550
0.2
1.86
0.99
4
30
120
0
0.2
2.12
1.08
5
25
120
0
0.2
1.74
0.88
6
25
120
200
0.2
2.15
1.12
Undrained
1
10
120
0
0.2
0.81
0.31
2
10
120
650
0.1
1.68
1.07
3
10
120
550
0.1
1.54
0.96
4
10
120
550
0.2
1.54
0.76
5
10
120
-800
0.2
1.88
0.97
6
10
120
0
0.2
0.80
0.31
7
30
120
0
0.2
2.08
1.02
8
30
120
50
0.2
2.15
1.06
9
35
120
50
0.2
2.54
1.28
The table indicates that the slopes immediately -adjacent to the building locations, Profile D-D,
reflect factors of safety that are suitable for construction.
The soil parameters determined for the site are shown in Table 1 and are noted below in Table 2,
Site Soil Parameters.
Table 2. Site Soil Parameters
Soil type Cohesion(psf) Coefficient of Friction
Clay 200 10 degrees
Sand 0 30 degrees
The analyses data sheets and the slope profiles are provided in Appendix B, Slope Stability
Analyses Data Sheets.
The theoretical slip circles represent deep seated failures on these slopes. The lower slope angles
are safe and need not be considered. The steeper slope along the bluff edge is also deep seated
and any development along this bluff will require building setbacks of 60 feet to 100 feet from the
bluff edge.
F. Environmentally Sensitive Areas Requirements
This site is in an environmentally sensitive area by virtue of the presence of the steep slopes and
the potential for erosion. An estimated fifty percent of the two parcels is greater than 30 percent
gradient. The apparent mode of failure is by sloughing rather than rotational failure or wedge
Engk)fxting Geological Services, 4538 Lake Washington Blvd., Kirkland, Wa. 98033, 425 928 3162 9
Martin Residence, R2126b, 3-25-02
failure. Erosion will be extensive if the vegetation cover is disturbed. It is essential that the soils
exposed during construction must be protected using straw and jute matting with early seeding of
grass to minimize disturbance. Disturbance of the critical slopes with gradients of 30 percent or
greater is to be held to the minimum possible.
III; C 11%isiolis and RecomAiN Whs
A. General
It is our opinion that the Martin residential site is suitable for development and the construction of
residence and garage provided that the recommendations in this report are fully implemented in.
the design and construction of the development. The presence of very stiff clay and very dense
sand at a depth of 10 to 15 feet is the primary reason for this opinion. Due to the weak unstable
colluvial material covering the site to 1010 156 feet. deep, .-WMKW.W that site grading work be
limited to between April 1 and October 30 of the year. The moderate upper site slopes do not
require retention but the high groundwater levels must be drained. Buildings and retaining walls
may be supported on footing foundations if they are extended to the underlying very stiff clay to
dense sand layers. Otherwise, buildings and retaining walls should be supported on piles
penetrating into the surficial weak colluvium soil and seated into the underlying firm clay and sand
layers. This report will provide soil parameters for both types of foundations.
When these plans are completed, they shoild lae reviewed to make sure that the
earthwork and foundation recommendations presented in this report are complied with. We
recommend that all plans are reviewed, that a representative of our firm be on site during
construction, and that all soil surfaces be verified that competent bearing soil is exposed as
anticipated. We can assume no responsibility for the misrepresentation of our recommendations if
we do not review the plans and specifications, and monitor the earthwork.
The conclusions and recommendations presented in this report should be incorporated in the
design and construction of the project to minimize any soils and/or foundation -related problems.
Detailed earthwork and foundation recommendations for use in design and construction of the
project are presented in the following sections.
B. Earthwork
kl..
1. Clearing and Site Preparation
The garage and driveway areas should be cleared of all. obstructions and debris. Holes resulting
from the removal of large underground obstructions such as boulders and tree stumps should be
cleared and backfilled with suitable imported material. Where fill is placed, all vegetation, topsoil,
and unsuitable surficial soils should be stripped and the exposed soil should be recompacted_ to a
non -yielding state prior to fill. During grading, the colluviumsoils should be examined to
determine if they too should be excavated and removed. All slopes steeper than 10 percent that
are to receive fill shall be benched and a keyway installed along the toe of the slope. The vertical
Engineering Geological Services, 4538 Lake Washington Blvd_, Kirkland, Wa 98033, 425 828 3162 10
Martin Residence, R2126b, 3-25-02
steps of the benches should be no higher than four feet. All fill should be placed in accordance
with Section B.6, Compaction.
2. Temporary Excavations
Foundation excavation depths and slopes, including utility trenches, should comply with local,
state, and federal safety regulations. Specifically, the current OSHA Health and Safety Standards
for excavations, 29 CFR Part 1926, should be followed. We understand that these regulations are
to be strictly enforced, and if they are not closely followed, the owner and the contractor could be
liable for substantial penalties. The contractor's "responsible person as defined in 29 CFR Part
1926" should evaluate the soil exposed in excavations as part of the contractor's safety
procedures.
3. Subgrade Preparation _ is AN o - 1.
After the completion of clearing of the areas to receive fill, the surface must be benched to
provide a suitable surface for compaction. The exposed native surface should be compacted and
moisture -conditioned to structural fill requirements.
4. Subgrade Preparation for Slabs
We recommend that any engineered fill layer be a minimum of two feet thick under any slabs.
Any existing locations on site that are presently at grade should be over -excavated to two feet
below grade, scarified, and backfilled using imported structural fill. The excavated on site
material which meet the requirements of Structural Fill Material (Section W. B. 5 ) should be
stockpiled and later used as fill. The exposed surfaces should then be prepared in accordance
with Section III. B.3: Subgrade Preparation. On site or imported soil or imported to be used as
structural fill should be compacted in accordance with Section IH.B.6: Compaction.
5. Structural Fill Material
Based on our investigation, it is our opinion that.the on site soils can not be recompacted and
used as structural fill. The excavated soils that do not meet the requirements of structural fill
should not be used or mixed with any structural fill material and should be disposed of offsite or
used only for landscaping.
Structural fill should be clean soils containing no organic or other deleterious substances and
should not contain rocks or lumps larger than 4 inches in greatest dimension. In addition,
imported soils to be used as structural fill should be predominantly granular with a plasticity
index (PI) of 12 or less.
Structural fill should be placed at, or slightly above the optimum moisture content if placed during
the summer months. If the materials are too wet to be compacted to the required density, it will
be necessary to dry the fill material, mix with lime, or replace the soil to achieve the required
compaction. Structural fill will be observed and tested to the required density as described in the
F:nginecrri ig Geological services, 4538 Lake Washington Blvd., Kirkland, Wa. 99033, 425 829 3162 11
Martin Residence, R2126b, 3-25-02
following section. The quality of the structural fill will determine the number of compaction tests
required during fill construction.
6. Compaction
All structural fill and slope backfill should be compacted with a vibratory mechanical compactor
to at least 95 percent of the maximum dry density determined by ASTM Designation D1557-78,
Modified Proctor Method. Fill material should be spread and compacted in lifts not exceeding
eight inches in uncompacted thickness. An independent soil testing firm shall be contracted to
perform the field density tests.
7. Trench Backfill
Utility trenches should be backfilled_with:structural fill placed in lifts of approximately 6 inches in
uncompacted thickness. Thicker lifts can be used provided the method of compaction is approved
by a representative from Engineering Geological Services or Liu & Associates, Inc.
The backfill material shall be compacted by a mechanical compactor to at least a compaction
level of 90 percent except that the top four feet of backfills under slab and pavement areas should
be compacted to at least 95 percent of maximum dry density to minimize settlement of the finish
grade.
C. Drainage
On site soils have been classified using the Unified Soils Classification System (USCS). Surficial
soils are slightly plastic, soft, silty to sandy clay to a depth of from five to fifteen feet below
existing grade. The moderate relief of the site and modest permeability of the colluvial topsoil
results in eventual saturation of the upper soils and the potential for soil erosion and slope
movement. The soils become saturated very early in the rainy season and seepage is widespread
across the site. Runoff in any volume will cause severe erosion, a potential that will require the
installation of silt fences to contain sediment transportation and ditches and sump pits to control
runoff during construction. Installation of permanent curtain drains will be required to minimize
future erosion and to enhance slope stability. You will have to have your civil engineer design the
site drainage system when the site plans are developed.
Storm runoff over impervious surfaces, such as roofs and driveways, should be captured using
underground. drainlines and catch basins. Captured water should be tightlined to drain into a
storm sewer or a suitable discharge facility.
Water should not be allowed to pond in any areas where foundations, slabs, or pavements are to
be constructed. Water that is encountered during foundation excavation should be pumped out of
the excavations. Alternatively, excavations can be sloped toward one or more shallow sump pits.
The collected water should then be diverted to a positive and permanent point of discharge.
Infiltrated surface water is likely to seep through the slopes to daylight on the lower adjacent
Engineering Geological Services, 4538 Lake Washington Blvd., Kirkland, Wa. 98033, 425 828 3162 12
Marlin Residence, R2126b, 3-25-02
property. Care must be taken to maintain infiltration to low volumes on the slope after
construction.
Drainage Measures
Long-term drainage measures for buildings should include (1) grading, (2) perimeter footing
drains, and (3) slab moisture barriers. The design of a stormwater detention system is not a part
of this study. Each of the above are discussed below.
(1) Grading
Positive surface gradients should be provided around to the buildings to direct surface water away
from foundations and slabs toward suitable discharge facilities. We recommend that the ground
be sloped at a minimum of three percent gradient for a distance of at least 10 feet from the
structures. Similarly, roof downspouts shall be connected to an underground drain line system
and tightlined to discharge to a suitable discharge facilities: _ Ponding of surface water shall not be
allowed adjacent to structures or on pavements. We further recommend that the slope above the
proposed structures be landscaped with concrete -lined swates to conduct surface runoff to
catchbasins and tightlined to the bottom of the slope for discharge.
(2) Perimeter Footing Drains
We recommend the installation of footing drains around the perimeter of the structures. These
drains should consist of a 4-inch minimum diameter, perforated or slotted, rigid drain pipe laid
with the perforation or slots facing down at, or just below, the invert of the footings with a
gradient of about 1.5 percent sufficient to initiate flow by gravity. The drain line should be
bedded on, surrounded by, and covered with a free -draining material that meets the requirements
of the Washington State Department of Transportation (WSDOT) Standard Specifications, .
Section 9-03.12(2). See Table 2. A typical drain detail is provided on Figures 4, Typical Footing
Drain Detail.
Table 3. WSDOT Standard Specifications, Section 9-03.12(2)
U. S. Sieve Size
4" square
1/4" square
No. 200
* All percentages are by weight
Percent Passing*
100
25 - 70
5.0 max.
Once the drains are installed they should be backfilled as specified in the trench backfill, Section
III.B.7, Trench Backfill. The surface six inches of fill -should consist of compacted and relatively
impermeable soil. It can be separated from the underlying more granular drainage material by a
layer of geofabric or visqueen. The surface should be sloped to drain away from the building
walls. Alternatively, the surface can be sealed with asphalt or concrete paving.
I ngino^ Ling Geological Services, 4538 Lake Washington Blvd, Kirkland, Wa 99033, 425 828 3162 13
Martin Residence, R2126b, 3-25-02
All footing drain lines shall be connected to a storm sewer or detention tank. The downspout
discharge lines shall be connected separately from the footing drains to the storm sewer or
detention tank.
(3) Slab Moisture Barrier
To mitigate the passage of moisture through the foundation slab, we recommend that a capillary
break consisting of 4-inches of free -draining crushed rock covered with an impermeable
membrane moisture barrier (10 Mil visqueen) be placed between the subgrade soil and the slab
(Figure 8). The membrane should be covered with 2 inches of moist sand for protection of the
membrane and for ease of concrete finishing during construction.
D. Construction During Wet Weather Conditions
If site grading work proceeds during or shortly after wet_weather conditions, the moisture content
of the on site soils will be above optimum. Consequently, subgrade preparation, placement,
and/or reworking of the on site and structural fill will not be possible and slope stability may be
compromised. Alternative wet -weather construction recommendations can be provide by our
offices in the field just prior to construction, if appropriate. We recommend that all construction
be held until the period after April 1 and before October 30. - Work on critical areas cannot be
performed between these dates without a special variance.
E. Guide Specifications
Rockery construction guidelines are provided in Appendix C. These specifications are general in
nature. Final specification should incorporate all recommendations of this report.
F. Retaining Walls
Several retaining walls will be incorporated into the structural design of the proposed structures.
These wall are expected to be up to 10 feet in height. All retaining walls should be designed for
the specific location required. Structural fill should be used for backfilling retaining walls. The
design work for these walls should utilize the parameters provided in, Table 4, Retaining Wall Soil
Parameters.
Table 4. Retaining Wall Soil Parameters
Soil Type Friction Angle -Consistency Density Equivalent Fluid Weight
Active (pcf) Passive(pcf)
Clay 10 very stiff 120 80 170
Sand 30 Very Dense 120 30 350
The allowable bearing pressure for the site soils located at depths greater than 15 feet is 3,000 psf.
All soils located below 10 feet maybe given allowable soil bearing pressures of 1500 psf. The
upper surficial on -site. soils relate to the colluvial deposits identified in the borings located on site.
Engviecring Geological Services, 4538 Lake Washington Blvd_, Kirkland, Wa. 98033, 425 8293162 14
Martin Residence, R2126b, 3-25-02
Any rockeries used on site should be limited to four feet in height and not used as retaining walls
unless specifically designed by a geotechnical engineer. Rockeries shall be constructed in
accordance with the Association of Rockery Contractors Guidelines (1989) that are included as
Appendix C. Rockeries should be designed for the specific site application. Therefore, a typical
rockery plan is not included.
G. Slab -on -Grade
Slab -on -grade floors, if used, should be placed on unyielding subgrade soil topped with a
minimum of 6-inch layer of crushed rock, Figure 5, Slab -on -Grade Typical Drawing. Slab -on -
grade subgrade surfaces should be proof rolled to provide a smooth unyielding surface for slab
support. Slab reinforcing should be provided in accordance with the anticipated use and loading
conditions.
If the slab is not supported on unyielding subgrade soils, slab damage in the form of warping,
cracking, and separation caused by differential settlement may occur. The slab will then require
periodic maintenance. If the situation is acceptable from an economic standpoint, then this option
for slab support can be used. We recommend that the slab be reinforced with #4 rebars, 18 inches
on center. However, the slab should be designed by a structural engineer for the anticipated use
and loading.
H. Conventional Foundations
If conventional spread footings are planned for the garage and residence, the surficial soils will
have to be excavated to at least 10 feet depths. This surficial soils should be disposed of off site.
Upon exposure of the soils at 10 feet, we recommend that the geotechnical engineer be on site to
verify the sound bearing soils at that elevation. Additional excavation may be required. Final
grade must be verified by the engineer. The allowable soil bearing capacity of the soils at the
various levels are:
10 to 15 feet. ............ ...............:........... 2,000 psf
below 15 feet ........................................ 3,000 psf
All footings must be located a minimum of 18 inches below final exterior grade for frost
protection purposes. The minimum width should be 18 inches for strip footings and 24 inches for
individual footings.
L Pile Foundations
We recommend that deep foundations penetrating through the surficial loose colluvium deposits
and transferring foundation loads to the underlying very stiff clay and/or dense sand be used for
supporting the buildings. Steel pin piles and drilled piers are considered and are discussed in the
following sections.
Engineering Geological Services, 4538 Lake Washington Blvd., Kirkland, Wa. 98033, 425 828 3162 15
Marlin Residence, R2126b, 3-25-02
1. Steel Pin Piles
Pin piles are composed of sections of small -diameter (usually with an outside diameter ranging
from 2.5 to 4.5 inches) steel piles that can be driven into the ground with a pneumatic
jackhammer or a small mechanical pile driving hammer. With the light equipment used, pin piles
can be installed economically on sites of poor access. Because of their slenderness, pin piles have
little capacity against lateral loads. Pile groups to include slanted piles or tieback anchors may be
used for lateral load resistance.
We recommend that 4.5 inch outside diameter, Schedule 40 steel pipes be used for the pin piles
to support the buildings. Pin piles should be driven with a hydraulic mechanical hammer, such as
TB 325, 850-pound hammer, with 950 blows per minute when operated at 75% throttle, or a
Vulcan DGH 100 differential -acting, 650-pound air hammer operating at 505 blows per minute,
both can be mounted on a bobcat body. -Pin, piles should be driven to penetrate through the loose,
surficial colluvial deposits and seated into the underlying very stiff clay and/or dense sand. When
driven to "refusal', the 4.5-inch O.D. pin piles should be able to develop an ultimate axial bearing
capacity from 18 to 24 tons per pile. Refusal is defined as, at least 20 seconds of continuous
driving with the above mechanical hammers for one inch of pile penetration. We recommend an
allowable axial bearing capacity not to exceed 18 kips per pile for 4.5-inch outside diameter steel
pin piles driven to refusal, based on a factor of safety of 2.0, be used for foundation design of the
buildings. Because of their slenderness, pin piles have little capacity against lateral loads. Pile
groups to include battered piles may be used for resisting lateral loads on buildings or retaining
walls.
For long-term corrosion protection, the steel pipes of pin piles should be galvanized or coated
with bituminous paint. The joints of sections of the steel pipes should have a full penetration,
beveled weld capable of developing a strength of that of the steel pipes themselves. The joints
should be field -coated.
The bearing capacity of the pin piles should be verified with pile load tests conducted on at least
two randomly selected piles per building or with pile wave analyses. The ultimate axial bearing
capacity of the piles should be at least 2.0 times the design service load to be carried by the piles.
2. Drilled Piers
Drilled piers may also be used for supporting the buildings. Grading of a temporary road and
benching are expected for access by the drill rig used for drilled pier installation and; therefore,
more disturbance to the site than the pin pile method should be expected. We recommend that
16-inch diameter drilled piers with a minimum embedment of 12 feet into the underlying very stiff
clay and/or dense sand deposits to very dense sand from which the axial bearing and lateral
resistance of the piers are achieved. Our reconunended allowable capacities for 16-inch diameter
drilled piers with various embedment lengths are as follows:
Enginering Geological Services, 4538 Lake Washington Blvd., Kirkland, Wa. 98033, 425 828 3162 16
Marlin Residence, R2126b, 3-25-02
Table 5. Pile Parameters
*Pile
Allowable
Allowable
Embedmenj
Axial Bearing
Lateral
tm Resi enm R2126b, 3-25-02
Feet
Capacity, Kips
Capacity, Kips
12
25
2.5
14
30
3.0
16
36
4.0
18
44
4.5
20
55
6.0
*Pile embedment in very stiff clay and/or very dense sand.
The above allowable capacities against vertical and -lateral loads are based on a safety factor of
2.0. No reduction in pier capacities is required if the pier spacing is at least three times the pier
diameter.
Due to the presence of loose colluvial deposits and perched groundwater in the underlying sand,
localized sloughing during drilling of pier holes may occur. If such condition is encountered,
temporary casing and/or slurry -assisted drilling method should be used to prevent loss of ground.
The drilled holes should be thoroughly cleaned with a mechanical cleaning tool to no -more than
1/4-inch accumulation of loose cuttings at the bottom of holes prior to filling the holes with
concrete. Groundwater, when encountered, should be dewatered to less than 6 inches of
accumulation at the bottom of holes prior to placing concrete. Otherwise, concrete should be
pumped or placed with a tremie pipe from the bottom up immediately after rebar cages are
inserted in holes. The concrete in the holes should be maintained with at least 6 feet of head
above the tip of the tremie pipe at all times during concrete placement.
A one-third increase in the above allowable axial and lateral resistance of the pin piles or drilled
piers may be used when considering short-term transitory wind or seismic loads. We estimate that
the total post -construction settlement for the pin pile or drilled pier foundations should be one
half (1/2) inch or less, and the differential settlement across the building width should be one
quarter (1/4) inch or less.
In addition to the above pier capacities, lateral loads on buildings can also be resisted by the
passive earth pressure acting on the basement walls below grade. We recommend that an
allowable passive earth pressure on the basement walls should not be greater than 200 pcf EFD,
which includes an safety factor of 1.5. This recommendation assumes the ground behind the walls
is sloping down away from the walls or level for a horizontal distance at least twice the wall
height.
I Access Driveway
The access driveway will start at the edge of the pavement of the existing driveway to Parcel B.
The driveway has been shown on the profile of the site, Profile A -A. The entrance may be moved
AFW
Eagimoaiim cal gervicer,453&,1 ^-53 Wash ngtoe Hlvt jKirklat► 41a. 98W, 425 8ZB3) 625 2 3162 17
Martin Residence, R2126b, 3-25-02
20 to 30 feet westward if desired to avoid the two maple trees located on the present trace. The
driveway would start with a 15 percent gradient, rise to about 25 percent and then flatten to
about 15 percent before the parking area in front of the garage. The driveway will be about 20
feet wide for fire truck access and the driveway should turn west along the south of the garage to
approach the proposed residence located to the west and north of the garage.
The driveway may be graded with the colluvium removed and disposed off site. Rockery
retaining walls may be constructed along the driveway to prevent erosion. These rockeries will
not be higher than four feet and will not be close to structures. We recommend that the
driveway be constructed using 12 inches of structural fill, six inches of crushed rock base course,
and two inches of ATB for a temporary wear surface. Following construction, the ATB surface
may be capped using Class B asphalt about 2 inches thick.
IV. Construction Observation
The analysis, designs, opinions, and recommendations submitted in this report are based upon our
site observations, knowledge of the site and experience with projects within the area. Variations
of subsurface conditions from those analyzed or characterized on the report are possible and may
become evident during construction. In that event, it may be advisable to reevaluate certain
analyses or assumptions.
We recommend that our firm be retained to provide geotechnical services during site grading,
foundation excavation, subgrade preparation and backfilling to observe compliance with the
design concepts, specifications, and recommendations presented in this report. Our presence will
also allow us to modify the design if unanticipated subsurface conditions are encountered.
V. Report Preparation
This report was prepared by Richard J. Bielefeld, Engineering Geologist. This re port was
prepared under the supervision and technical review of J. S. Liu of Liu & Associates, Inc. of
Kenmore_ Mr. Liu is a registered professional engineer in the State of Wa h� on specializing in
f•l
FV
Richard J. Bielefeld, CEG
`En g 1
IAG S.
x
St�NAL'�G
I EVIREs 7 / 17 /'2,1j r-0-J,
J. S. . , . E.
Liu Ass ciates, In .
Engineering Geological services, 4538 Lake Washington Blvd., Kirkland, Wa. 98033, 425 828 3162 18
FIGURES
Approximate"Fini hed
Grade ' Slab -on -Grade
Two inch moist Sand
Two ir#che Visqueen membrane
'soil is e . I+ -
-18" 1
•Foat2 •
— 0— :Gravel base course
L
Native Soil, undisturbed
SCHEMATIC ONLY
j NOT TO SCALE
I.
The soils should be compacted to a relative compaction of
95 percent.
I
TYPical Slab -on -Grade Detail -
ENGINEERING GEOLOGICAL SERVICES Martin Residence
LAKE WASHINGTON BLVD
KIRKLAND, WA 98033
TeL 425 828 3162
ne�.aNe� o+ra R2126 4-2-02 Figure 5
APPENDIX A
'i V GIV GS
SOIL TESTING RESULTS
METHOD:Track Mounted Auger
SURFACE ELEVATION: Arb. 100-00
LOGGED BY:
RJB
DRILLING
7 feet
BORING DIAMETER:
8 inch
DATE DRILLED:
1 - 22 - 02
DEPTH TO GROUNDWATER
DESCRIPTION AND CLASSIFICATION
pw�
"
OTHER
DEPTH
EL
I
°C
o
z29i TESTS
( FEE
tuw
DESCRIPTION 8 REMARKS
CONSIST SOILTYPE
rsh brown,
0.00- 20.5: Clay, sandy' redd'
ClC
Med Stiff-
....__..._
._._..--- --
10% to 20% fine sand, wet
............. ................
Pebbles present, sandy clay
Stiff CI
5
..............
Free water in hole
-•--• ....................
_....
t' ...._..
4..._..5
.........
.........
......... ........_......_.
_�, —;
...................................
.............
.........
7_..__._..
--
Clay to silt sort, saturated
Very Stiff Cl
- -----------
10
_.......
„....................__....._._
8
----
...........
13
----•-------------------------•---
�m
ClB-1 -2 4 S 31.3........ ...................
Layered silt with sand Very Stiff ............ ...
•--• •-_..._. •........... .............--....... 11-_...._ .-_..._._ ...._...---•-••--•----
Sand lease about 3" thick .............
.....•.•.. ......
wet. layered .•._......_...-__..-
5 - 29.0 Cry, blue, .... ..........:. ............ ...
Very Still CI - CH .....••....................................
............ .. . ..... B — �•-
........................--..._........ -••-_.... ...__...-_ ------ _.. _._....
...........
..............
..........
..........
.................. ...........
........... ..' ....... ............. .....................
EXPLORATORY BORING LOG
ENGINEERING GEOLOGICAL SERVICES Martin Residence
4538 LAKE WASHINGTON BLVD
KIRKLAND, WA- 98033
Tel. 425 828 3162
PROJECT W DATE BORING
W B-1
R2126 1 - 24 - 02
AEC Form File- Boring_ m
SURFACE ELEVATION:
LOGGED BY:
DRILLING METHOD:
DATE DRILLED:
DEPTH TO GROUNDWATER
BORING DIAMETER:
DESCRIPTION AND CLASSIFICATION
OTHER
DEPTH
(FEET)
a
LL TESTS
DESCRIPTION & REMARKS
CONSIST SOIL TYPE
uj wmca w d
N d lz m
o
Very Stiff CI -CH 25
fi - ... ..._ --••
........
.........•-- --------------------
Clay, blue
B -1 - 4 4
-------------------••-•-•-.
.._..._._ g....... .........
.......
Pebble with sand lenses
........._.. __...._.._._ ......__..__
•-•--..........
29.0 - 38.0: Sand, gravelllr, trace of
Very Dense S GP •-•--•-
--••� ---.•_ .._.._._...
............ ................
pebbles, olive brown, moist
................ .:..._.._
B 1-5 9 72
-
- -
25 •._._.
..
............. ................
Layered gravelly sand and clayey sand
35..---
.........
.--..._.
-___"•-- ...............
................. ..
_
B-1 6 6 7
Gradation
P-
Very Dense S C1
.............
............
.................. .... .. .... .............
....__.__ ..---•
_.._..._..
38.0 to bottom: Clay, blue, moist
"'
............
_.....------•----•---- ._.
`w.._._.
.........
....._..
......... ................
.........
Very Stiff CH .._..._....
B -.................
...... ...... ....................
--••------- ------------------•-
Bottom of Hole:
........... ............ .......
EXPLORATORY BORING LOG
ENGINEERING GEOLOGICAL SERVICES Martin Residence (Page 2 of 2)
4538 LAKE WASH NGTON BLVD
KMKLAND, WA 98033
Tel. 425 828 3162 PPROJECTN' DATE
BORING B
PM26
AEC Form File. Boring to
SURFACE ELEVATION: 85.0 arb datum
LOGGED BY: RJBTHOD:
DRILLING METrack mounted Auger
DATE DRILLED: 1 - 22 - 02
TO GROUNDWATER Not determined BORING DIAMETER: . B" auger
DEPTH
DESCRIPTION AND CLASSIFICATION
z 4 OTHER
z
DEPTH
TESTS
���
(FEET)
12 r
1-1
DESCRIPTION &REMARKS CONSIST SOIL TYPE
DE
N
m c SSW
C1a silty fosan dy; yelloW Soft Cl
..__ ..... ...........-........... ....—._.._ ......•••--_..._
brown, wet, sand lenses Presets
....................
Layered, oxidized, silty sand, with clay Med. Stiff Cl '
...................3
........... ......... ........_--...__..
....•..--_... ..._.....-- .I........._.
.........
5....... ......... ......... - ..........
Mottled silty sandy clay Stiff Cl
............ ....................
B 2-2
3 36-2 ...................
.................. ••• ... -- .................
............
6................... ............ ......... .......
..............
14.0 -23.0: Clay, blue, fine sand and sill,
............ ..............
oxidized zones, moist .................. ..
Very Stiff CI -CH
B - 2 - 3
............. ............ .............
............
6..•..... ............ ............ .........
._._
• .
•---••_... . . -- ......... ........ ........_..._._...
Clay, blue Very Stiff CI - CH
B - 2- 4 11 23.3........ .................
...... .... . ........ .. .._..._...•.
.........
........ __..._ .......
23.0- bottom: Sand, gravetty; moist, virve ................. .... .............
brown to yellow brown
EXPLORATORY BORING LOG
ENGWEEMNG.GEOLOGICALSERVICES
Martin Residence
4539 LAKE WASH NGTON BLVD
KMKLAND, WA. 98033
Tel. 425 829 3162
PROJECT NO
DATE BORING
Nn B-2
R2126
1 - 22 - 02
AEC Form File: Boring.t,
DRILLING METHOD: SURFACE ELEVATION: LOGGED BY:
DEPTH TO GROUNDWATER BORING DIAMETER: DATE DRILLED:
DESCRIPTION AND CLASSIFICATION Uj
A OTHER
zd
(FED IL W C� TESTS
0 R
DESCRIPTION &REMARKS CONSIST 'SOIL TYPE
aIx
Continued:
Very Dense
Cl - Sc
25
................
Sand, gravelly; olive brown, moist
...................
............ --
..... .............
...........
..........
-----------
-- -
.. .» .
B-2-5
F' 11
13
JL
30
Sand, olive brown, dry
Very Dense
--------------
5c - CI
-----------------
----------- I
B - 2-6
............
16
.._.............__..
-
..-..........
....................
Gradation
-•----........:.
..................
_ -- --. ..........._.........
....».......
---------- ------
.............
-----------•
. 25
---•-------
.......
----------•-
......... ---
---- .......
-•-- -..».
...
- ...»_. ._
Bottom of hole: 31.5 feet
EXPLORATORY BORING LOG
Martin Residence (Page 2 of 2)
ENGINEERING GEOLOGICAL SERVICES
4538 LAKE WASMGTON BLVD
V-DU LAND, WA. 98033
Tel. 425 828 3162
PROJECT W
DATE
BORING
No B - 2
R2126
AEC Fonn File: Boring.tem
=RCICEML
U-5- SIEVE. OPENING IN WCHES US. SIEVE ,?LUMBERS
mumwum&
Lool
90
00"
p
IL i0
c
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Eso
iz-
10
0
mmffflmwffilj�ull�
mmll��Elllll
0
Ilb!
IOU 10 - 1 - � 0.1 0.01 0,0
GR" Sl= IN vlml—"WET EMS
COBBS GRAVEL
Ui SAND IS= OR CLAY
I I coarse '. fine !coarse I medium I fine I i
pecim= M=cificadort Classinacioa
B - 1 - 6 Clayey Sand
-B - 2 - 6 Clayey Sand
ENGU%WJMG GEOLOGICAL SERVICES
45M LAKE WASHINGTON BLVD.
K]RIGL4M WA, "03
Tel. 425 323 3162
WC% %C=vei I ;&md I %Silt Year
0 t5 538 46.2
0 56.0 44
GRADATION CURVES, ASTM D-422
MARTIN RESIDENCE
PROJECT No. DATE FIGURE
SIEVE ANALYSIS
A.A_R TESTING LABORATORY, INC
P.O: BOX 2523
REDMOND, WA. 98073-2523
(425) 881-5812
(425) 881-5441 Fax
ECT, :; MARTIN RES1dENCE
NUvTERLAi,:...::: _$ GRY SILTY SOH.
SyiV1P LEI] S Y_ R.J.B
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C:LSORS-L'%_BTL iA .!CI36-RDOC
W ATER CONTENT
ASTM D 2216 f ASTM C566
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ASTM D 2216, SECTION 8.2
All Weights in Grams
-ma M13 MIKE HOLTZ
MIKE HOLTZ
A. HALE
THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF A.A.R. TESTING
LABORATORY, INC.
C.4SOILS-L,ABITESTYD2216.DOC
WATER CONTENT
ASTM D 2216 / ASTM C566
A.A.R. TESTING LABORATORY, INC.
F ME N0 :..:.:........... .
02-118
P.O. BOX 2523
REDMOND, WA.
98073-2523
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IF MATERIAL IS AVAILABLE AVERAGE 2 TESTS BASED ON WEIGHTS
ASTM D 2216, SECTION 8-2
36.2 %
All Weights in Grams
MIKE HOLTZ
MIKE HOLTZ
A_ HALE
THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF A.A.R. TESTING
LABORATORY, INC.
C:'SOIL &-L..g0TL STS%W216-DOC
WATER CONTENT
ASTM D 2216 / ASTM C566
A.A.R. TEST NG LABORATORY, INC.
#i,l N13.; " 02-1I8
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IF MATERIAL IS AVAILABLE AVERAGE 2 TESTS BASED ON WEIGHTS
ASTM D 2216, SECTION 8.2
23.3%
All Weights in Grams
MIKE HOLTZ
A4 KE HOLTZ
A_ HALE
THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF A-A.R. TESTING
LABORATORY, INC.
C:'SOIiS-L-1WrEST31D22I 6.DOC
APPENDIX B
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33915 1' Way South, Suite # 200
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MARTIN I OF 005
KING CO UP
DECLARATION OF EASEMENT FOR STORM DRAINAGE
I. PARTIES
The parties to this declaration of easement are MICHAEL MARTIN and PAMALA MARTIN, husband
and wife (hereafter "MARTINS").
II. PROPERTIES
The MARTINS own those properties legally described as:
PARCEL 1 (King County Tax Parcel # 012103-9014)
Beginning at the southeast corner of government lot 3, section 1, township 21north, range 3 east, W.M., in
King County, Washington; thence running west along the south line of said lot 3 a distance of 830 feet;
thence north 1530 feet; thence east 270 feet to an iron pipe and the true point of beginning; thence north
00'03'29" west, a distance of 196.66 feet; thence north 20'34'33" west, a distance of 155.73 feet; thence
north 62'54'56" east a distance of 368.08 feet; thence north 00'03'29" west, a distance of 150.00 feet;
thence south 89'48'05" west, a distance of 25.00 feet to the point of beginning.
Together with an easement for ingress and egress as granted by instrument recorded under King County
Recording No. 6022647 and as further defined by instrument recorded under King County Recording NO
6619633, Records of King County, Washington.
Together with all tidelands of the second class abutting thereon, including within said second class
tidelands, platted lots i and 2, block A, said Plat of Lakota;
Excepting therefrom that portion of said tidelands lying southwesterly of the southwesterly boundary line
of said lot 2, block A;
Also excepting that portion of said tidelands lying easterly of said block A, and westerly of the northerly
extension of the west line of the east 780 feet of said government lot 3.
Grantor's Initials PAGE 1 OF 3 ^.. _7
L--,U'URDED D®Cl?Jl! Ei T
t; County Iteeordte C? rza
PARCEL 2 (King County Tax Parcel # 012103-9130)
Beginning at the southeast corner of government lot 3, section 1, township 21 north, range 3 east, W.M., in
King County, Washington; thence running west along the south line of said lot 3 a distance of 830 feet;
thence north 1530 feet; thence east 270 feet to an iron pipe; thence north 99'48'05" east, a distance of 25.00
feet to the point ofbeginm g; thence continuing north 89'W05" west, a distance of 180.00 feet; thence
south. 00'03'29" east, a distance of 150.00 feet to the point ofbeginning.
Together with an easement for ingress and egress as granted by instrument recorded under King County
Recording Number 6o22647 and as further defined by instrument recorded under King County Recording
Number 6619633, Records of King County, Washington.
III. EASEMENT AGREEMENT
As of the date of the last signature on this document, the MARTINS agree to the creation of a storm
drainage easement over the easement area described below. This easement is intended for the mutual
benefit of Parcel 1 and Parcel 2.
This easement shall be a perpetual, non-exclusive easement for storm drainage, which easement shall be
appurtenant to and for the benefit of Parcel 1 and Parcel 2, over and across the following property within
Parcel 1 (hereafter "EASEMENT AREA"):
See attached Exhibit A-1 and B-1.
Grantor's initials PAGE 2 OF 3
This easement shall be a covenant running with the land forever and shall be binding on the successors,
heirs, and assigns of the respective owners of Parcel 1 and Parcel 2.
This easement shall not limit the rights or ability of Parcel 1 and Parcel 2 to subdivide and use portions of
the EASEMENT AREA for storm drainage purposes. Neither shall this easement limit future recording of
provisions concerning storm drainage maintenance, protective covenants, conditions and restrictions
pertaining to the Parcels.
Michael Marffit
State of VVjsg
County ofVia
I certify thavl/Ekh'Q�
me, and said pgtsq
voluntary act of the
Pamela Martin
a raR�tB'�'y,At'
�.
Upy
Ilk,
Nv�
�a3; ; s�ctory evidence that Michael Martin is the person who appeared before
30age that he signed this instrument and acknowledged it to be his free and
els mentioned in.the instrument.
Dated: 1106
Notary Public in and for the State of Washington
Residing at: :! aD v.
_`■,����H�1i ��+� My appointment expires: Q(n A o
to ,I1110 i!i�r
ti
State o� t$Q1.yw%G r it
�/ p 1 S �� = I�Q SS:
Countyrl`";�+v`ttiC��� )
`rr+�iF WASO
*`��•
I certify that 1 ' 11 Wave satisfactory evidence that Pamela Martin is the person who appeared before
me, and said person acknowledge that she signed this instrument and acknowledged it to be her free and
voluntary act of the purposes mentioned in the instrument.
Dated:0.1 i
Notary Public in and for the State of Washington
Residing at:
My appointment expires:
Grantor's Initials PAGE 3 OF 3
Martin Property
Job No.1210-001-005
January 4, 2006
EXHIBIT "A 1"
LEGAL DESCRIPTION FOR
STORM DRAINAGE EASEMENT
That portion of Lot A of City of Federal Way Boundary Line Adjustment No 04-103327-SU as
recorded under Recording No. 20050418900004, contained within a 15 foot wide strip, lying
7.50 feet on each side of the following described centerline:
COMMENCING at the northwesterly comer of Lot B of said boundary line adjustment;
THENCE along the westerly line of said Lot B, S 0000329' E, 9.18 feet to the TRUE POINT OF
BEGINNING;
THENCE N 85°30'27" W,1123 feet,
THENCE N 06-4825" E, 49.44 feet;
THENCE N 16°02'14° E, 28.81 feet;
THENCE N 43-53-10' W, 72.32 feet to a point hereafter known as Point A AND the terminus of
this centerline description;
EXCEPT that portion lying outside of said Lot A;
TOGETHER WITH that portion of said Lot A contained within a 12.5 foot wide strip, lying 7.50
feet on the right side and 5.00 feet on the left side of the following described centerline:
BEGINNING at said Point A;
THENCE N 20"34'33` W, 79.10 feet to the northerly line of said Lot A and the terminus
of this centerline description.
See attached Exhibit "B-1 ".
Written by: R.J.W.
Checked by: CAR
:IESM,JOB511210100110051Document11210001005-001.D(
33915 1st Way South Tel (253) 838 6113 Bothell
Suite 200 Fax (253) 838 7104 www_e
Federal Way. WA 9B003 Toll Free (800) 345 5694
EXHIBIT B-1
TO ACCOMPANY LEGAL DESCRIPTION FOR n
STORM DRAINAGE EASEMENT
A PORTION OF GOVERNMENT LOT 3
SECTION 1, TWP. 21 N., RGE. 3 E., W.M.,
CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON
LO T 3
PLAT OF LAXO TA
7.50'
(TYPICAL)
SCALE: 1" =50'
- 7.5'
5'
' 12.5' STORM DRAINAGE
' EASEMENT
1�
POINT A A
15' STORM DRAINAGE
EASEMENT
4i Q0881
y .�0.
0
r
NORTHWESTERLY
i CORNER OF LOT B
r
L TRUE POINT
OF BEGINNING
LOT S
JOB NO. 1210-001-005
DRAWING NAME SR-01
DATE : 01--04-06
DRAWN R.J.W.
SHEET 1 OF 1
'TATE OF WASHINGTON}
County of King }
Tyr. 01rec,.or 1r Records & Elections. Klnq County, SMW of
V4zchinoior and exofffci0 Ranordsr of 0aeds and other
Instruments, do hereby certify the fwag oinq copy has bow
co,-nnred •a it'll the anginal instrument as tha same aopews
I lit- and crf rc�c ]rd in the office, and that the name Is true
and perfect tranrnrint at said w iginal and of ir:_ who theso4f�
Witness rnv hand and of ficial seal tit: ....-day
Director of pecords & SeCdOM
AV
Ik
I)aoujW
-���� Spat='":'►,
Zo C %
o
+a
x:
After recording, return to
ESM Consulting Engineers, LLC
33915 1" Way South, Suite # 200
Federal Way, WA 98003
I 1
20060317000591
PRGt;O01 OF 005 RTIEAS 38 00
03/17/2005 11 27
KING COUNTY, WA
DECLARATION OF EASEMENT FOR INGRESS, EGRESS, and UTILITIES
I. PARTIES
The parties to this declaration of easement are MICHAEL MARTIN and PAMALA MARTIN, husband
and wife (hereafter "MARTINS")
II. PROPERTIES
The MARTINS own those properties legally described as
PARCEL 1 (King County Tax Parcel # 012103-9014)
Beginning at the southeast comer of government lot 3, section 1, township 21 north, range 3 east, W M , in
King County, Washington, thence running west along the south line of said lot 3 a distance of 830 feet,
thence north 1530 feet, thence east 270 feet to an iron pipe and the true point of beginning, thence north
00'03'29" west, a distance of 196 66 feet, thence north 20'34'33" west, a distance of 155 73 feet, thence
north 62'54'56" east a distance of 368 08 feet, thence north 00'03'29" west, a distance of 150 00 feet,
thence south 89'48'05" west, a distance of 25 00 feet to the point of beginning
Together with an easement for ingress and egress as granted by instrument recorded under King County
Recording No 6022647 and as fiuther defined by instrument recorded under King County Recording NO
6619633, Records of King County, Washington
Together with all tidelands of the second class abutting thereon, including within said second class
tidelands, platted lots 1 and 2, block A, said Plat of Lakota,
Excepting therefrom that portion of said tidelands lying southwesterly of the southwesterly boundary line
of said lot 2, block A,
Also excepting that portion of said tidelands lying easterly of said block A, and westerly of the northerly
extension of the west line of the east 780 feet of said government lot 3
`.J:"-...ORD D VOCZ1IFEET-11 +
EXUSE TAX NOT REQUIRED
Ca.RecordsDi,ris m
Grantor's Initials PAGE 1 OF 3 By r 4, D"
L,011/`0
PARCEL 2 (King County Tax Parcel # 012103-9130)
Beginning at the southeast comer of government lot 3, section 1, township 21 north, range 3 east, W M , in
King County, Washington, thence ruining west along the south line of said lot 3 a distance of 830 feet,
thence north 1530 feet, thence east 270 feet to an iron pipe, thence north 89'48'05" east, a distance of 25 00
feet to the point of beginning, thence continuing north 89'48'05" west, a distance of 180 00 feet, thence
south 00'03'29" east, a distance of 150 00 feet to the point of beginning
Together with an easement for ingress and egress as granted by instrument recorded under King County
Recording Number 6022647 and as further defined by instrument recorded under King County Recording
Number 6619633, Records of King County, Washington
III. EASEMENT AGREEMENT
As of the date of the last signature on this document, the MARTINS agree to the creation of an ingress,
egress, and utilities easement over the easement area described below This easement is intended for the
mutual benefit of Parcel 1 and Parcel 2
This easement shall be a perpetual, non-exclusive easement for ingress, egress, and utnhties, which
easement shall be appurtenant to and for the benefit of Parcel 1 and Parcel 2, over and across the following
property within Parcel 1 (hereafter "EASEMENT AREA")
See attached Exhibit A-2 and B-2
Grantor's Initials PAGE 2 OF 3
This easement shall be a covenant running with the land forever and shall be binding on the successors,
hews, and assigns of the respective owners of Parcel 1 and Parcel 2
This easement shall not limit the rights or ability of Parcel 1 and Parcel 2 to subdivide and use portions of
the EASEMENT AREA for ingress, egress and utility purposes Neither shall this easement limit future
recording of provisions concerning road maintenance, protective covenants, conditions and restrictions
pertaming to the Parcels
r1k
Dated this ! day of J a-h 92006
Michael Martin Pamela Martin
tT11t1111
�,,,TA.
$f�
i N � 4 �G ~�
I cai�i _ s�iisfactory evidence that Michael Martin is the person who appeared before
me, t
� bdge that he signed this instrument and acknowledged it to be lus free and
volunt!% a ahftq d4� mentioned in the instrument
Dated 1
���tt�tt/llll l lil
:day
%of Vi ashlVtogG }
f N'Weo Q yA0 } SS
l if
Notary Public mpd for Statebf Washington
Residing at i:SL
My appointment expires
I certify ftj;41@�Rphave satisfactory evidence that Pamela Martin is the person who appeared before
me, and said person acknowledge that she signed this instrument and acknowledged it to be her free and
voluntary act of the purposes mentioned in the instrument
Dated d l III o.
Notary Public in d for the Stattofashngton
Residing at
My appointment expires O
Grantor's Initials PAGE 3 OF 3
Marbn Property
Job No 1210-001-005
January 4, 2006
EXHIBIT "A-2"
LEGAL DESCRIPTION FOR
INGRESS, EGRESS AND UTILITIES EASEMENT
The south 80 feet of the west 25 feet of Lot A of City of Federal Way Boundary Line Adjustment
No 04-103327-SU as recorded under Kng County Recording No 20050418900004
See attached Exhibit "B-2"
Wntten by R. J W
Checked by CAR
I IESM-lOBS11210100110051DocumerMl 210001005M2 Doc
33915 let Way South Tel (253) 038 6113 Bothell (425) 415 6144 Gvrt Engineering Land Planning
Suite 200 Fax (253) 838 7104 www e5mclvil cam Prolecl Management Public Works
Federal Way WA 98003 Toll Free (800) 345 5694 Land Surveying
. m +�
TO ACCOMPANY LEGAL DESCRIPTION FOR n
INGRESS. EGRESS AND UTILITIES EASEMENT
A PORTION OF GOVERNMENT LOT 3
SECTION 1, TWP 21 N , RGE 3 E , W M ,
CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON
SCALE: 1" =50'
LDr3 IJ-f:1 1
1
a� L� C)
l�
PLAr rJ' r L,'*<J rA
Cc)
C7'
J r 4
LOr 8
INGRESS, EGRESS
AND UTILITIES
EASEMENT
25'
LAKO FA
.EAC.'r] r'ARX
0
co
JOB NO
DRAWING NAME
DATE
DRAWN
SHEET 1 OF 1
1210-001-005
SR-02
01-04-06
Rd
STATE OF VIASHINGTONJ
County of King }
Th:, Director -_f Records & Elections, Kinq County, Strata it
W3. shingtor• and exofficia Recorder of Deeds and other
Instruments, do heraby certify the fo-egoinq copv has been
compared vgit,-! the original instrurne;-11 as the same ac)paars
on file: and of record in the office. and that the same is true
and perfect transcriot of said original and of ii-. _ it hole thar" f
Witness my hand and official seal t;:; _day
VirectqrV Records & El c
ev