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-GEOTECHNICAL ENGINEERING STUDY
PROPOSED MCDONALD'S RESTAURANT
SOUTH GRADY WAY
-RENTON, WASHINGTON.
f-7262
May 28, 1996
.PREPARED FOR
MCDONALD'S CORPORATION
Douglas S. Lynne
Staff Engineer
Kyle R., Campbei P: t?
{ Manager of Geotechnic
t' j rr Earth Consultants; Inc 1
s
1805 - 136th Place Northeast,aSuite 201
r
Bellevue, Washington'.98005
IMPORTANT INFORMATION
ABOUT YOUR
GEOTECHNICAL ENGINEERING REPORT
More construction problems are caused by site subsur- technical engineers who then render an opinion about
face conditions than any other factor As troublesome as overall subsurface conditions, their likely reaction to
subsurface problems can be, their frequency and extent proposed construction activity,and appropriate founda-
have been lessened considerably in recent years, due in tion design. Even under optimal circumstances actual
large measure to programs and publications of ASFE/ conditions may differ from those inferred to exist,
The Association of Engineering Firms Practicing in because no geotechnical engineer, no matter how
the Geosciences. qualified,and no subsurface exploration program, no
.The following suggestions and observations are offered matter how comprehensive,can reveal what is hidden by
to help you reduce the geotechnical-related delays, earth, rock and time. The actual interface between mate-
cost-overruns and other costly headaches that can rials may be far more gradual or abrupt than a report
occur during a construction project. indicates. Actual conditions in areas not sampled may
differ from predictions. Nothing can be done to prevent the
unanticipated, but steps can be taken to help minimize their
A GEOTECHNICAL ENGINEERING impact. For this reason, most experienced owners retain their
REPORT IS BASED ON A UNIQUE SET geotechnical consultants through the construction stage,to iden-
tify variances,conduct additional tests which may be
OF PROJECT-SPECIFIC FACTORS needed,and to recommend solutions to problems
encountered on site.
A geotechnical engineering report is based on a subsur-
face exploration plan designed to incorporate a unique SUBSURFACE CONDITIONS
set of project-specific factors. These typically include:
the general nature of the structure involved, its size and CAN CHANGE
configuration; the location of the structure on the site
and its orientation; physical concomitants such as Subsurface conditions may be modified by constantly-
access roads, parking lots, and underground utilities, changing natural forces. Because a geotechnical engi-
and the level of additional risk which the client assumed neering report is based on conditions which existed at
by virtue of limitations imposed upon the exploratory the time of subsurface exploration,construction decisions
program. To help avoid costly problems,consult the should not be based on a geotechnical engineering report whose
geotechnical engineer to determine how any factors adequacy may have been affected by time. Speak with the geo-
which change subsequent to the date of the report may = technical consultant to learn if additional tests are
affect its recommendations. advisable before construction starts.
Unless your consulting geotechnical engineer indicates Construction operations at or adjacent to the site and
otherwise, your geotechnical engineering report should not natural events such as floods,earthquakes or ground-
be used: water fluctuations may also affect subsurface conditions
•When the nature of the proposed structure is and,thus, the continuing adequacy of a geotechnical
changed, for example, if an office building will be report. The geotechnical engineer should be kept
erected instead of a parking garage, or if a refriger- apprised of any such events,and should be consulted to
ated warehouse will be built instead of an unre- determine if additional tests are necessary
frigerated one;
•when the size or configuration of the proposed GEOTECHNICAL SERVICES ARE
structure is altered; PERFORMED FOR SPECIFIC PURPOSES
•when the location or orientation of the proposed AND PERSONS
structure is modified;
•whemthere is a change of ownership, or Geotechnical engineers' reports are prepared to meet
•for application to an adjacent site. the specific needs of specific individuals. A report pre-
Geotechnical engineers cannot accept responsibility for problems pared for a consulting civil engineer may not be ade-
which may develop if they are not consulted after factors consid- quate for a construction contractor,or even some other
ered in their report's development have changed. consulting civil engineer. Unless indicated otherwise,
this report was prepared expressly for the client involved
and expressly for purposes indicated by the client. Use
MOST GEOTECHNICAL "FINDINGS" by any other persons for any purpose.or by the client
ARE PROFESSIONAL ESTIMATES for a different purpose, may result in problems. No indi-
vidual other than the client should apply this report for its
Site exploration identifies actual subsurface conditions intended purpose without first conferring with the geotechnical
only at those points where samples are taken,when engineer. No person should apply this report for any purpose
they are taken. Data derived through sampling and sub- other than that originally contemplated without first conferring
sequent laboratory testing are extrapolated by geo- with the geotechnical engineer.
lqtEarth Consultants Inc.
Geotechnical Engineers.CKNA09Lsts&Environmental Scientusis
May 28, 1996 E-7262
McDonald's Corporation
10220 Northeast Points Drive, Suite 300
Kirkland, Washington 98033-7865
Attention: Ms. Nancy L. Heck
Dear Ms. Heck:
We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed
McDonald's Restaurant, South Grady Way, Renton, Washington." This report presents the
results of our field exploration, selective laboratory tests, and engineering analysis, as well as
geotechnically related recommendations for the proposed site development. The purpose and
scope of our study was outlined in our April 30, 1996 proposal.
Based on the subsurface conditions encountered at the above referenced site, it is our opinion
that the proposed restaurant should be supported by driven piles.
If you or your consultants have any questions about the content of this report, or if we can
be of further assistance, please call.
Respectfully submitted,
EARTH CONSULTANTS, INC.
4 � -
Kyle R. Campbell, P. E.
Manager of Geotechnical Services
DSL/KRC/krnl
1805-136th Place N.E.,Suite 201,Bellevue,Washington 98005
Bellevue(206)643-3780 Seattle(206)464-1584 FAX(206)74-608-60 Tacoma(206)272-6608
TABLE OF CONTENTS
E-7262
PAGE
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
General 1
Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Subsurface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
DISCUSSION AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Site Preparation and Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Slab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Seismic Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Excavations and Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Site Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Utility Support and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Pavement Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Additional Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
APPENDICES
Appendix A Field Exploration
Appendix B Laboratory Testing
ILLUSTRATIONS
Plate 1 Vicinity Map
Plate 2 Boring Location Plan
Plate 3 Typical Utility Trench Backfill
Plate Al Legend
Plates A2 through A9 Boring Logs
Plate 131 Grain Size Analysis
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
PROPOSED MCDONALD'S RESTAURANT
SOUTH GRADY WAY
RENTON, WASHINGTON
E-7262
INTRODUCTION
General
This report presents the results of the geotechnical engineering study for the proposed
McDonald's Restaurant located in the Renton Village Shopping Center on South Grady Way
in Renton, Washington. The general location of the site is shown on the Vicinity Map,
Plate 1 . The purpose of this study was to explore the subsurface conditions at the site and,
based on the conditions encountered, to provide geotechnical recommendations for the
proposed site development.
Project Description
At the time our study was performed, the site, proposed structure, and exploratory locations
were approximately as shown on the Boring Location Plan, Plate 2.
Based on the preliminary plans provided to us, we understand that the site is to be developed
with a one-level restaurant in the central portion of the parcel. The remainder of the area is
to be asphalt paved parking areas and landscaping areas. Grade modifications are not
anticipated to exceed one foot based on site topography and adjacent grades.
Structural loading is anticipated to fall within the following ranges, including maximum dead
plus live loads:
• Wall footings - 2-3 kips per lineal foot
• Maximum column loads - 50 kips
• Slab loads - 150 pounds per square foot (psf)
If the above design criteria are incorrect or change, we should be consulted to review the
recommendations contained in this report. In any case, ECI should be retained to perform a
general review of the final construction design.
Earth Cormultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 Page 2
•
SITE CONDITIONS
Surface O
The site is bounded to the north by South Grady Way, to the east and
south by existing asphalt paved parking lot, and to the west by an abandoned bank building.
The site is currently developed as part of the abandoned bank with the drive-through banking
facility located just to the west of the proposed restaurant. The majority of the site is asphalt
paved parking and drive areas with associated landscaping. In the north central portion of the
parcel, there are several utility vaults surrounded by a short rockery. The rockery is less than
about four feet in height.
Subsurface
The site was explored by drilling three borings at the approximate locations shown on Plate 2.
Detailed descriptions of the conditions encountered at each location explored are presented
on the boring logs, Plates A2 through A9. A description of the field exploration methods is
included in Appendix A. Below is a generalized description of the subsurface conditions
encountered.
Our subsurface exploration encountered three to four and one-half feet of medium dense to
dense fill consisting of silty sand with gravel (Unified Soil Classification SM). Underlying the
fill, our exploration indicates the native soils consist of loose to very loose silt and silty sand
and soft peat to a depths of twenty-seven (27) to thirty-four (34) feet below grade. Peat was
observed in a four and one-half foot thick layer in boring B-1 at a depth of eleven and one-half
feet. In Boring B-2, a distinct layer of peat was not observed; however, peat lenses were
observed in the very loose silts. Soft, silty peat was observed in B-2 at a depth of twenty-
seven and one-half (27.5) feet. Medium dense well graded sand was observed in boring B-2
between depths of twenty (20) and about twenty-seven (27) feet. Beneath the loose and soft
native soils, the native soils become medium dense to dense silty sand and poorly graded sand
with silt.
Based on the observed conditions, it appears that the site is underlain by sediments deposited
primarily in overbank deposits-resulting from flooding of the filled Cedar River. Overbank
deposits typically consist of interbedded silt, silty sand and peat.
Earth Corwuttants, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 Page 3
Groundwater
Groundwater was observed in all three borings during our subsurface exploration at depths
ranging from nine (9) to twelve (12) feet. It is important to note that groundwater levels are
not constant; thus, one may expect fluctuations in the volume and location depending on the
season, amount of rainfall, surface water runoff, and other factors. Generally, groundwater
seepage is greater during the wetter winter months (typically October through May).
Laboratory Testing
Laboratory tests were conducted on several representative soil samples to verify or modify
the field soil classification of the units encountered and to evaluate the general physical
properties and engineering characteristics of the soils encountered. Visual classifications were
supplemented by index tests, such as sieve analysis, and by moisture content tests on
representative samples. The results of laboratory tests performed on specific samples are
provided either at the appropriate sample depth on the individual boring log or on a separate
data sheet contained in Appendix B. However, it is important to note that these test results
may not accurately represent the overall in-situ soil conditions; our geotechnical
recommendations are based on our interpretation of these test results.
The soil samples for this project will be discarded after a period of fifteen (15) days following
completion of this report, unless we are otherwise directed in writing.
DISCUSSION AND RECOMMENDATIONS
General
Based on the results of our study, it is our opinion that the site can be developed generally
as planned provided the recommendations contained in this report are incorporated into the
final design. Due to the potential for relatively high settlements if the building is supported
by conventional foundations, a pile foundation should be used to support the building loads.
More detailed recommendations are contained within the following sections of this report.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 - Page 4
This report has been prepared for specific application to this project only and in a manner
consistent with that level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area for the exclusive use of the
McDonald's Corporation and their representatives. No warranty is expressed or implied. It
is recommended that this report, in its entirety, be included in the project contract documents
for the information of the contractor.
Site Preparation and Grading
Asphalt pavement in the building area, or in areas to receive fill, should be broken into pieces
less than six inches in diameter. After crushing into pieces, the asphalt may be left in place
and used as structural fill. Surfaces where fill or pavements are to be placed should be
proofrolled. All proof rolling should be performed under the observation of a representative of
ECL Soil in any loose or soft areas, if recompacted and still excessively yielding, should be
overexcavated and replaced with structural fill to a depth that will provide a stable base.
The soils exposed in our borings are moisture sensitive due to their fines content. As such,
in an exposed condition they may become disturbed from normal construction activity when
in a wet or saturated condition. Once disturbed, and in a wet condition, they will be
unsuitable for support of foundations or pavements. Therefore, during construction where
these soils are exposed and will support new structures, care must be exercised not to disturb
their condition. If disturbed conditions develop, the affected soils must be removed and
replaced with a structural fill. The depth of removal will be dependent on the level of
disturbance developed during construction.
Structural fill is defined as any compacted fill placed under foundations, roadways, slabs,
pavements, or any other load-bearing areas. Structural fill under foundations should be placed
in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a
minimum 90 percent of its maximum dry density in accordance with ASTM Test Designation
D-1557-78 (Modified Proctor). The fill materials should be placed at or near the optimum
moisture content. Fill under pavements and walks should also be placed in horizontal lifts and
compacted to 90 percent of maximum density, except for the top twelve (12) inches which
should be compacted to 95 percent of maximum density.
Earth Coruuttants, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 Page 5
Laboratory tests indicate the majority of soil expected to be exposed in excavations has
between 9 and 46 percent fines and a natural moisture content ranging from 5 to 23 percent.
In our opinion, the drier soil appears suitable for use as a structural fill in its present condition.
The wetter soil may require aeration in order to lower the moisture content of the soil to near
optimum. Should the moisture content increase significantly above optimum and not be able
to be dried back, the wet soil should either be removed from the site or used in landscaping
areas.
Structural fill which is to be placed in wet weather should consist of a granular material with
a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve,
based on the minus 3/4-inch fraction. During dry weather, most compactible non-organic soil
can be used as structural fill. It is recommended that any structural fill planned for on site use
be submitted for approval prior to import.
Foundations
In our opinion, the most suitable foundation type given the site conditions is a driven pile
system. The driven piles would develop their capacity through friction between the soil and
pile and from end bearing in the dense native soils at a depth of about forty feet. We suggest
the use of timber piles due to their ease of handling, and availability. However, concrete or
steel piling may also be considered.
Driven timber piles should consist of treated Class B timber piles. The piles should be driven
into the dense silt layer. The piles should conform to the specifications outlined in the
Uniform Building Code Standard 25-12 for friction and end bearing piles. Timber piles should
have a minimum tip diameter of eight inches and a maximum taper of one inch in ten feet.
For piles driven to refusal, a maximum axial design capacity of twenty-five (25) tons may be
used. An uplift capacity of four tons may be used for a single pile penetrating into the silt.
No reduction in pile capacity is necessary if the piles are installed with a minimum center to
center spacing of three pile diameters.
The piles should be driven to refusal with a hammer having a rated energy of fifteen thousand
(15,000) foot pounds. Refused is defined as twenty-five (25) blows per foot. The piles
should be marked in one-foot increments, with lengths painted on every five feet to facilitate
the recording of blow counts during driving. The tips and butts of all piles should be banded
with two bands at each location to reduce the potential of pile damage during driving.
Earth Conauhanta, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 Page 6
Total settlement of single piles is estimated to be on the order of one-half inch. Most of this
settlement should occur during the construction phase of the project as the dead loads are
applied. The remaining settlements would develop after construction as the live loads are
applied.
The horizontal loads can be resisted by the pilings, friction between the base of the pile caps
and grade beams and the supporting soil, and by passive soil pressure acting on the face of
the buried portion of the pile caps and grade beams. A lateral pile capacity of 1 kip may be
used for driven timber piles. The foundations must be poured "neat" against the existing soil
or backfilled with a compacted fill meeting the requirements of structural fill:
• Passive pressure = 300 pcf equivalent fluid weight
• Coefficient of friction = 0.40
Note that the above values include a factor of safety of 1 .5.
Slab-on-Grade Floors
Floor slabs should be structurally supported by the driven pile foundation.
The slab should be provided with a minimum of four inches of free-draining sand or gravel.
In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane
may be placed beneath the slab. Two inches of damp sand may be placed over the membrane
for protection during construction and to aid in curing of the concrete.
Seismic Design Considerations
The UBC earthquake regulations contain a static force procedure and a dynamic force
procedure for design base shear calculations. Based on the encountered soil conditions, it is
our opinion that a site coefficient of 1 .5 should be used for the static force procedure, as
outlined in Section 1628 of the 1994 UBC. For the dynamic force procedure outlined in
Section 1629 of the 1994 UBC, the curve for Soft to Medium Clays and Sand (Soil Type 3)
should be used on Figure 16-3, Normalized Response Spectra Shapes.
Earth Coneuttants, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 Page 7
Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time
during an earthquake. The effects of liquefaction may be large total and/or differential
settlement for structures with foundations founded in the liquefying soils. Groundshaking of
sufficient duration results in the loss of grain to grain contact and rapid increase in pore water
pressure, causing the soil to behave as a fluid for short periods of time. To have potential for
liquefaction, a soil must be cohesionless with a grain size distribution of a specified range
(generally sands and silt); it must be loose to medium-dense; it must be below the
groundwater table; and it must be subject to sufficient magnitude and duration of
groundshaking. It is our opinion that the liquefaction potential at the site is relatively high due
to the relative grain size distribution of the soils encountered and the presence of a near
surface groundwater table. However, liquefaction would have a minimal effect on the
proposed building if it is supported on piles as recommended.
Excavations and Slopes
In no case should excavation slopes be greater than the limits specified in local, state and
federal safety regulations. As described in the current Occupational Safety and Health
Administration (OSHA) regulations, the native soils and existing fills would classify as
Type "C". Therefore, temporary cuts greater than four feet in height, should be sloped at an
inclination no steeper than 1 .5H:1 V. If slopes of this inclination, or flatter, cannot be
constructed, or if excavations greater than twenty (20) feet in depth are required, temporary
shoring may be necessary. This shoring would help protect against slope or excavation
collapse, and would provide protection to workmen in the excavation. If temporary shoring
is required, we will be available to provide shoring design criteria, if requested.
We do not anticipate the construction of any permanent slopes at the site due to the current
development of the site. In any case, all permanent slopes should be inclined no greater
than 2H:1 V. If this inclination cannot be maintained, we should be contacted to review the
design and construction criteria. We also recommend that all cut slopes be examined by Earth
Consultants, Inc. during excavation to verify that conditions are as anticipated.
Supplementary recommendations can then be developed, if needed, to improve the stability,
including flattening of slopes or installation of drainage. In any case, water should not be
allowed to flow uncontrolled over the top of any slopes.
The above information has been provided solely as a service to our client. Under no
circumstances should the above information be interpreted to mean that this office is
assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 Page 8
Site Drainage
Groundwater was observed in all three borings during our subsurface exploration at depths
ranging from nine (9) to twelve (12) feet. Groundwater should not create any construction
related problems unless the site is developed during periods of heavy precipitation or if deep
utilities are planned. If groundwater is encountered in any excavations during construction,
the bottom of the excavation should be sloped to one or more shallow sump pits. The
collected water can then be pumped from these pits to a positive and permanent discharge,
such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be
necessary to interconnect the sump pits by a system of connector trenches. It is
recommended that the appropriate locations of subsurface drains, if needed, be established
during grading operations by this office, at which time the seepage areas, if present, may be
more clearly defined.
The site should be graded such that surface water is directed off the site. Water should not
be allowed to stand in any area where structures, slabs or driveways are to be constructed.
During construction, loose surfaces should be sealed at night by compacting the surface to
reduce the potential for moisture infiltration into the soils. Final site grades should allow for
drainage away from the structure's foundations. The ground should be sloped at a gradient
of three percent for a distance of at least ten feet away from the structures in landscape
areas. This gradient may be reduced to two percent in paved areas.
Utility Support and Backfill
Based on the soil conditions encountered, the soils expected to be exposed by utility
excavations should provide adequate support for utilities. Should deep utilities be planned,
some recompaction, or replacement, of the soils encountered in the bottom of the trenches
may be required.
Utility trench backfill is a primary concern in reducing the potential for settlement along utility
alignments, particularly in pavement areas. It is important that each section of utility line be
adequately supported in the bedding material. The material should be hand tamped to ensure
support is provided around the pipe haunches. Fill should be carefully placed and hand
tamped to about twelve (12) inches above the crown of the pipe before any heavy
compaction equipment is brought into use. The remainder of the trench backfill should be
placed in lifts having a loose thickness of less than twelve (12) inches. A typical trench
backfill section and compaction requirements for load supporting and non-load supporting
areas is presented on Plate 3.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 Page 9
Pavement Areas
The adequacy of site pavements is related in part to the condition of the underlying subgrade.
To provide a properly prepared subgrade for pavements, we recommend the subgrade be
treated and prepared as described in the Site Preparation and Grading section of this report.
This means at least the top twelve (12) inches of the subgrade should be compacted to 95
percent of the maximum dry density (per ASTM 1557-78). It is possible that some localized
areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater
thickness of structural fill or crushed rock may be needed to stabilize these localized areas.
We recommend the following pavement section for lightly loaded areas:
• Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB)
material, or
• Two inches of AC over three inches of asphalt treated base (ATB) material.
Heavier truck-traffic areas will require thicker sections depending upon site usage, pavement
life and site traffic. As a general rule, you may consider for truck-trafficked areas the
following sections:
• Three inches of AC over six inches of CRB, or
• Three inches of AC over four inches of ATB.
Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials
should conform to WSDOT specifications. All rock base should be compacted to at least 95
percent of the ASTM D-1557-78 laboratory test standard.
LIMITATIONS
Our recommendations and conclusions are based on the site materials observed, selective
laboratory testing and engineering analyses, the design information provided to us by you, and
our experience and engineering judgement. The conclusions and recommendations are
professional opinions derived in a manner consistent with that level of care and skill ordinarily
exercised by other members of the profession currently practicing under similar conditions in
this area. No warranty is expressed or implied.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
McDonald's Corporation E-7262
May 28, 1996 - Page 10
The recommendations submitted in this report are based upon the data obtained from the
borings. Soil and groundwater conditions between borings may vary from those encountered.
The nature and extent of variations between our exploratory locations may not become
evident until construction. If variations do appear, ECI should be requested to re-evaluate the
recommendations of this report and to modify or verify them in writing prior to proceeding
with the construction.
Additional Services
This office will be available to provide consultation services relating to review of the final
design and specifications to verify that our recommendations have been properly interpreted
and implemented in the approved construction plans and specifications. In addition, it is
suggested that this office be retained to provide geotechnical services during construction to
observe compliance with the design concepts and project specifications, and to facilitate
design changes in the event subsurface conditions differ from those anticipated prior to the
start of construction. It should be noted that it is generally in the best interests of the
owner/client to maintain the same Soils Engineer during construction in order to obtain the
project objective, with optimum quality control.
Exth Cmauhants, Inc.
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s, G
Proposed
Sign Existing
B-3 Utility Vaults
jZ
Rock Wall
-�, F
B-1
LEGEND
B-1 Approximate Location of
ECI Boring, Proj. No.
E-7262, May 1996
Proposed Building Approximate Scale
i
Existing Building 0 15 30 soft.
Boring Location Plan
Earth Consultants InJ'96Checked
Proposed McDonald's Restaurant
�"°"` `Ejwwxw""scw" Renton, Washington
Proj. No. 7262 Drwn. GLS Date May DSL Date 5/21/96 Tl
ate 2
Non-Load Supporting Floor Slab or
Areas Roadway Areas
Varies
0:Clt..a2:!="w``�" rticrti"yi•!'v;
°
D ° o
- a
-
0 0
95
0
o'
a
85
95
1 Foot Minimum
Backfill
80 90
Varies
o PIPE
00 iX •° o
Bedding �e0•,p..0:o':O.o.'.••.Q0.O0•o�.•o•..•p .o: O• oO�' OoO• vOoq..•
Vanes
.o. '000o•. o
.. O .•O,op.o
0.0
p'0�0 .�•QO'po_.;0• OO. .00o4 0-°:0•o
o 0 0,0
LEGEND:
pg- g. f Asphalt or Concrete Pavement or Concrete Floor Slab
o 0 •• Base Material or Base Rock
Back-fill; Compacted On-Site Soil or Imported Select Fill
Material as Described in the Site Preparation of the General
Earthwork Section of the Attached Report Text.
95 Minimum Percentage of Maximum Laboratory Dry Density as
Determined by ASTM Test Method D 1557-78 (Modified Proctor),
Unless Otherwise Specified in the Attached Report Text.
Bedding Material; Material Type Depends on Type of Pipe and
°0. .00p Laying Conditions. Bedding Should Conform to the Manufacturers
Recommendations for the Type of Pipe Selected.
TYPICAL UTILITY TRENCH FILL
Earth Consultants Inc. Proposed McDonald's Restaurant
^KWFn G & S"-f " Renton, Washington
Proj. No. 7262 FDrwn. GLS Date May '96 Checked DSL Date 5/21/96 Plate 3
APPENDIX A
E-7262
FIELD EXPLORATION
Our drilling exploration was performed on May 8, 1996. Subsurface conditions at the site
were explored by drilling three borings to a maximum depth of fifty-four (54) feet below
existing grade. The borings were drilled by Associated Drilling using a truck-mounted drill rig.
Continuous-flight, hollow-stem augers were used to advance and support the boreholes during
sampling.
The approximate boring locations were determined by pacing from existing on-site landmarks.
The locations of the borings should be considered accurate only to the degree implied by the
method used. These approximate locations are shown on the Boring Location Plan, Plate 2.
The field exploration was continuously monitored by an engineer from our firm, who classified
the soils encountered and maintained a log of each boring, obtained representative samples,
and observed pertinent site features.
In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in
general accordance with ASTM Test Designation D-1586. The split spoon samples were
driven with a one hundred forty (140) pound hammer freely falling thirty (30) inches. The
number of blows required to drive the last twelve (12) inches of penetration are called the
"N-value". This value helps to characterize the site soils and is used in our engineering
analyses. Representative soil samples were placed in closed containers and returned to our
laboratory for further examination and testing.
All samples were visually classified in accordance with the Unified Soil Classification System
which is presented on Plate Al , Legend. Logs of the borings are presented in the Appendix
on Plates A2 through A9.The final logs represent our interpretations of the field logs and the
results of the laboratory tests on field samples. The stratification lines on the logs represent
the approximate boundaries between soil types. In actuality, the transitions may be more
gradual. Representative soil samples were placed in closed containers and returned to our
laboratory for further examination and testing.
Earth Consultants, Inc.
MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION
SYMBOL SYMBOL
FF_ d GW Well-Graded Gravels, Gravel-Sand
Gravel o e e
And Clean Gravels Q Q Q gw Mixtures, Little Or No Fines
Gravelly (little or no fines) M M Poorly-Graded Gravels,Gravel-
Coarse Soils • • •
Gp
Grained gp Sand Mixtures, Little Or No Fines
Soils More Than
GM Silty Gravels,Gravel-Sand-
50% Coarse Gravels With gm Silt Mixtures
Fraction Fines(appreciable
Retained On amount of fines 1 GC Clayey Gravels, Gravel-Sand-
No. 4 Sieve gC Clay Mixtures
Sand •o 0 0 ,o SW Well-Graded Sands, Gravelly
And Clean Sand o n o a SW Sands, Little Or No Fines
Sandy (little or no fines) ;;* �;:; ;:;:�
More Than " ':'4%>` SP Poorly Graded Sands, Gravelly
Soils li::::.::» <...li:><;:w_
50% Material :: :;;:A y:::;_:f:::<: Sp Sands, Little Or No Fines
Larger Than More Than
No. 200 Sieve 50% Coarse SM Silty Sands Sand- Silt Mixtures
Size Fraction Fness(a plreciable Sril
Passing No.4 amount of fines
Sieve ) SC SC Clayey Sands, Sand-Clay Mixtures
(I ML Inorganic Silts&Very Fine Sands,Rock Flour,Silty-
ml Clayey Fine Sands,Clayey Silts w/Slight Plasticity
Fine Silts Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity,
Grained And Less Than 50 CI Gravelly Clays, Sandy Clays, Silty Clays, Lean
Soils Clays
I I i l QL Organic Silts And Organic
I i l l l of Silty Clays Of Low Plasticity
I More Than MH Inorganic Silts, Micaceous Or Diatomaceous Fire 50% Material Hill Sand Or Silty Soils
Sitts
Smaller Than And Liquid Limit CH Inorganic Clays Of High
No.200 Sieve Clays Greater Than 50 Ch Plasticity, Fat Clays
Size
Organic Clays Of Medium To High
OIl Plasticity, Organic Silts
Peat, Humus, Swamp Soils
Highly Organic Soils
pt With High Organic Contents
Topsoil 'y y J Humus And Duff Layer
Fill Hlyhly Variable Constituents
The discussion in the text of this report is necessary for a proper understanding of the nature
of the material presented in the attached logs.
DUAL SYMBOLS are used to indicate borderline soil classification.
C TORVANE READING,tsf I 2'O.D. SPLIT SPOON SAMPLER
qu PENETROMETER READING,tsf
W MOISTURE, %dry weight 24'I.D. RING OR SHELBY TUBE SAMPLER
P SAMPLER PUSHED
• SAMPLE NOT RECOVERED i WATER OBSERVATION WELL
pcf DRY DENSITY,lbs. per cubic ft.
LL LIQUID LIMIT, % 4 DEPTH OF ENCOUNTERED GROUNDWATER
PI PLASTIC INDEX DURING EXCAVATION
t SUBSEQUENT GROUNDWATER LEVEL W/DATE
Earth Consultants Inc. LEGEND
1II ({(„;IYNLJ�IJI}j11YL'O.(UUkI�(11SLIJ1\'�rlYM1Y111.J�Ul➢IIISI]
Proj. No. 7262 Date May'96 Plate Al
Boring Log
Project Name: Sheet of
Proposed McDonald's Restaurant 1 3
Job No. Logged by: Start Date: Completion Data: Boring No.:
7262 DSL 5 8 96 5 8 96 B-1
Drilling Contactor: Drilling Method: Sampling Method:
Associated Drilling HSA SPT
Ground Surface Devation: Hole Completion:
f 27' ❑ Mo itoring Well ❑ Piezometer ® Abandoned,sealed with bentonite
U
w No L o + a N c Surface Conditions:
Blows a E a t E N E
A ] eLL M 7
0 N N N
SM FILL Brown silty fine SAND with gravel, dense, moist
1
2
15.7 36 3
4
Dark brown silty SAND, loose,wet
5 SM
18.2 7
6
7 ML Grades to gray SILT,very loose,wet
45.5 2 8
17T
9 - SM Grades to gray silty fine SAND,very loose, water bearing
10
42.8 2
11 -peat In shoe of sampler
PT PEAT, soft, saturated
12
106.6 4 L 13
14
— — 15
16
ML Gray sandy SILT,very loose to loose, saturated
17
48.0 4 1s -peat lenses
P 19
CO
N
In Boring Log
N Earth Consultants Inc. Proposed McDonald's Restaurant
Renton,Washington
m
Proj.No. 7262 Dwn. GLS Date May'96 checked DSL Date 5/28/% Plate A2
Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or
Interpretation by others of Information presented on this log.
Boring Log
Project Name: Sheet of
Proposed McDonald's Restaurant 2 3
Job No. Logged by: Start Date: Completion Date: Boring No.:
— 7262 � DSL 5/8/96 5/8/96 B-1
Drilling Contactor: Drilling Method: Sampling Method:
Associated Drilling HSA SPT
Ground Surface Sevation: Hole Completion:
27' El Monitoring Well El Piezometer [K Abandoned,seated with bentonite
No. o
w V) 0
Blows a- .0 [L +
A
o LL
Ft. L
0
SP-SNI Gray poorly graded medium SAND with silt,very loose,water bearing
21
22
4: i is
52.5 3 23 ML Gray SILT,very loose, saturated
24
25
26
27
SM Dark gray silty fine SAND, dense,water bearing
42.8 42
-2- peat lens
28
29
PT Grades to PEAT, medium stiff, saturated
30 —
I'll 01, 31 —
32
125.2 6 %1, ' 33
34
L 35
36
37
38.1 18 3' ML Gray SILT, medium dense, saturated
39
U) Boring Log
N Earth Consultants Inc. Proposed McDonald's Restaurant
ED
N ceowctw"engkieem Ceowosa&emironMCMd SOMWO
Renton,Washington
Dwn. GLS checked DSL Plate A3
J Prol.No. 7262 1 T Date May'96 Date 5/28/96
Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or
interpretation by others of information presented on this log.
Boring Log
Project Name: Sheet of
Proposed McDonald's Restaurant 3 3
Job No. Logged by: Start Date: Completion Date: Boring No.:
7262 DSL 5 8 96 5 8 96 B-1
Drilling Contactor: Drilling Method: Sampling Method:
Associated Drilling HSA SPT
Ground Surface Elevation: Hole Completion:
f 27' ❑ mo itoring Well ❑ Piezometer ® Abandoned,sealed with bentonite
W No. L O C — N O
Dow$ a E C t E h E
Ft. ML ] �e e � ]
O N N h
41 Gray SILT, medium dense, saturated
42 -2'of peat in top of sampler
43_J SM Gray silty fine SAND with gravel, dense, saturated
15.0 40
44
45
46
47
48
17.7 6
49
50
51
52
18.6 41 53
54 Boringterminated at 54.0 feet below existing
g grade. Groundwater
table encountered at 9.0 feet during drilling. Boring backfilled with
cuttings.
Note:
Elevations estimated based on Interpolation of contours on Boundary
and Topographic Survey at Renton Village Shopping Center by Tim
Henson and Associates, Inc.,dated Feb. 1996.
a
\
m
N
" Boring Log
N Earth Consultants Inc. Proposed McDonald's Restaurant
ems. .. ,em emAtaIm
N I "t Renton,Washington
m Proj.No. 7262 Dwn. GLS Date May'96 checked DSL Date 5/28/% Plate A4
Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or
Interpretation by others of information presented on this log.
Boring Log
Sheet of
Project Name: 1 3
—Proposed Mc Donald's Restaurant
Job No. Logged by'. start Date: Completion Date: Boring No.:
7262 DSL 5 8 96 5 8 96 B-2
Sampling
Drilling Method: Method:
Drilling Contactor. SPT
Associated Drilling HSA
Ground Surface Elevation: Hole Completion:
t 28'
❑ Monitorin well ❑ Piezometer ® Abandoned,sealed with bentonite
• — surface Conditions:
No. L O Vf O
w Blows .0 : a U
(96) FL L 31 0 r D 7
CD N N
SM FILL Brown silty fine SAND with gravel, medium dense, moist
4.8 -sample at 0.5 feet from cuttings
1
2
18.1 16 3 SM Gray silty fine SAND, medium dense,wet
4
5
23.2 16 -trace organics at 6'
6 ML Gray SILT, medium dense,wet
7
8
42.9 4
-trace organics
9 SM Grades to gray silty fine SAND,very loose,water bearing
10 _
to gray SILT with peat lenses,very loose, saturated
54.2 4 11 ML Grades
12
13
53.2
14
15
16
17
18
60.8 4
m 19
c
CO
Boring Log
N Earth Consultants Inc. Proposed McDonald's Restaurant
ceo6oct.6cre.+onecM C.001009a&BmAanw="scie+om Renton,Washington
N
r
� Proj.No. 7262 Dwn. GLS Date May'96 Checked DSL Date 5/28/93
Plate A5
m
Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or
Interpretation by others of information presented on this log.
Boring Log
Project Name: Sheet of
Proposed McDonald's Restaurant 2 3
Job No. Logged by: Start Date: Completion Date: Boring No.:
7262 DSL 5 8 96 5 8 96 B-2
Drilling Contactor: Drilling Method: Sampling Method:
Associated Drilling HSA SPT
Ground Surface Bevation: Hole Completion:
f 28' ❑ Mo itoring Well ❑ Piezometer ® Abandoned,sealed with bentonite
W NO. t 0 } — N O
Blows a E 91 } E N E
(%! Ft. L ] � / � a
O N 0 N
SP Gray poorly graded fine to coarse SAND, medium dense,water
bearing
::..: 21
. 22
16.8 23 i;°.s 23
24
o:... 25
26
4.,.:. -2' of heave (washed out)
PT Silty PEAT, soft, saturated
90.3 3 28
29
30
SM Grades to gray silty fine SAND with peat lenses, loose,water bearing
31
32
33
48.3 7
34
35
36
37
SM Gray silty fine to coarse SAND with gravel, medium dense to dense,
water bearing
38
18.1 32
P
39
a)
in
N
Boring Log
N Earth Consultants Inc. Proposed McDonald's Restaurant
� C00IedNcal P�fQtxesa.Gtob�slt k @N4anmenW SCfG*�1r4
n Renton,Washington
_J Proj.No. 7262 Dwn. GLS Date May'96 checked DSL Date 5/28/96 Plate A6
CO
Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or
interpretation by others of information presented on this log.
Boring Log
Project Name: Sheet of
Proposed McDonald's Restaurant 3 3
Job No. Logged by. Start Date: Completion Date: Boring No.:
7262 DSL 5 8 96 5 8 96 B-2
Drilling Contactor. Drilling Method: Sampling Method:
Associated Drilling HSA SPT
Ground Surface Elevation: Hole Completion:
f 28' ❑ Mo itoring Well ❑ Piezometer ® Abandoned,sealed with bentonite
W No. L o C - N a
(CYBIOws a E a } E N E
CD N N N
P-Shl Gray poorly graded fine SAND with silt and peat lenses, medium
i dense,water bearing
41
a42
25.0 25 a::: 43
i" 44
45
46
47
39 o::,;;; 48 -no sample recovery
49 Boring terminated at 49.0 feet below existing grade. Groundwater
table encountered at 10.0 feet during drilling. Boring backfilled with
cuttings.
a
CO
N
Boring Log
N Earth Consultants Inc. Proposed McDonald's Restaurant
Renton,Washington
r
J Proj.No. 7262 Dwn. GLS Date May'96 checked DSL Date 5/28/96 Plate A7
m
Subsurface conditions depicted represent our observations at the time and k>cation of this exploratory hole,modified by engineering tests,
analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or
interpretation by others of Information presented on this log.
Boring Log
Project Name: Sheet of
Proposed McDonald's Restaurant 1 2
Job No. logged by: Start Data: Completion Date: Boring No.:
7262 DSL 5 8 96 5 8 96 B-3
Drilling Contactor: Drilling Method: Sampling Method:
Associated Drilling HSA SPT
Ground Surface Elevation: Hole Completion:
f 29' ❑ Mo itoring Well ❑ Piezometer ® Abandoned,sealed with bentonite
w No L o } ! N o Surface Conditions:
Blows n. E 0. t E N E
(%) FL L a Oe LL O 3 ]
N
SM FILL Brown silty fine SAND with gravel, medium dense, moist
1
2
14.4 16 3 ML Gray SILT, medium dense, moist
4
-±
17.5 2() 6
7
51.4 3 8 -piece of wood debris
9
10
43.1 2 -becomes sandy
it
12 _ SP Gray d raded medium SAND with silt,very loose,water bearing
PT PEAT, soft, saturated
128.3 3 13
14
15
16
17
52.0 3 18 ML Gray SILT,very loose,saturated
19 -peat lenses
m
N
In Boring Log
N Earth Consultants Inc. Proposed McDonald's Restaurant
r, Renton, Washington
m Proj.No. 7262 Dwn. GLS Date May Checked DSL Date 5/28/96 Plate A8
Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or
Interpretation by others of information presented on this log.
Boring Log
Project Name: Sheet of
Proposed McDonald's Restaurant 2 2
,Job No. logged by: Start Date: Completion Date: Boring No.:
7262 DSL 5 8 96 5 8 96 B-3
Drilling Contactor: - Drilling Method: Sampling Method:
Associated Drilling HSA SPT
Ground Surface Devation: Hole Completion:
f 29' ❑ mo itoring Well ❑ Piezometer ® Abandoned,sealed with bentonite
U e _
NO. O t — N 0
W Blows a E a } E NE
N R. • 7 a L` a D ]
0 N N N
lu — Gray SILT,very loose, saturated
— = 21 PT PEAT, medium stiff, saturated
— , 22
23
66.4 18 GP Gray poorly graded GRAVEL with sand, medium dense,water
.� bearing
24 Boring terminated at 24.0 feet below existing grade. Groundwater
table encountered at 12.0 feet during drilling. Boring backfilled with
cuttings.
m
a
m
N
Boring Log
N Earth Consultants Inc. Proposed McDonald's Restaurant
N ocowd"""e��°o" &MWW =CnIdSO'd"' Renton,Washington
r
m
Proj.No. 7262 Dwn. GLS Date May'96 checked DSL Date 5/28/96 Plate A9
Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or
interpretation by others of information presented on this log.
■ • • .mm
Maw
• �.
mm
ho
rt
• En
® �. . . . t®�® DESCRIPTION
•' mm
..
• rt m Brown silty� A . with gravel 15.7
B-1 17.5 Gray sandy SILT •
ct
■ . 18.1
DISTRIBUTION
E-7262
4 Copies McDonald's Corporation
10220 Northeast Points Drive, Suite 300
Kirkland, Washington 98033-7865
Attention: Ms. Nancy L. Heck
Earth Consultants, Inc.
VII. BASIN AND COMMUNITY PLAN AREAS
Enclosed are two maps, one showing the drainage basin and one showing the community plan for
this project.
5825.001 [DD/ps]
VIII. OTHER PERMITS
At this time the permits anticipated for this project are as follows:
5825.001 [DD/ps]
IX. EROSION/SEDEWENTATION CONTROL DESIGN
The limits of clearing have been shown on the construction drawings to encompass the entire site
area as well as right-of-way in South Grady Way and portions of the existing parking lot and entrance
way within the Renton Village Shopping Center.
The sediment-laden water created on site will be filtered by silt fence and CB protection prior to
leaving the site. Since the site is so small and the topography is relatively flat, we have not provided
any other erosion control measures. Please see the construction drawings for the erosion control
measures provided.
5825.001 [DD/ps]
X. ADDITIONAL DOCUMENTS
A. Bond Quantity Worksheet
B. Declaration of Covenants
5825.001 [DD/ps]
0 -------------
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Curb A putter rood 1.d0 LF
Curb A t3utter Vertical,Vertical, s.a0
8.80 LF
d curb di r 10.50
DenrotFBOMAX al'.id.wdk LF
22.50 SY
a•d th 1.30
S. oonort. 1•depth LF
1
Seel.rtt .10 LF
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Shoulder, I
SY
6.40 SY
Sid. •4•tNo tnrtlo.l curb '
sid.
20.60 SY
5•tNo ►oRd curb
2a.e0 SY
S 4•t.ffsetorizd Rn.
SM '2 LF.tell
Esoh
TMek.n.d Ed 2.90
4.70 LF
Ao
1F#O►ook Uw2.5 b...di 1.5• coon.
AC Oval LS•AC i
5.40 SY
kC Overt 2•AC
E.60 SY
SUBTOTAL f011►AOE
Page 3
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j
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CB A 64•dlemeter
..,l:orrtp�ti��ithfesi►
1 450.00 4'd
for ddldonel d th owr 4'
+370.00 +1'd th
CB a 60•dlertfeter
1600.00 4'd
for ddldonal d M owr 4'
+410.00 +1'd M
C13 11 72•drwne w
2 200.00 4'd
for eddldotW d owr 4'
+520.00 +1'd M
Not fremeworlt U 225.00 Each
dee PVC 4•
a800 Each
Clearmut,PM S. 116.00 Each
des g•
Cu 742.00 Each
hro PVC 4•
4.50 LF
Wwm CPP 6•
6• 9.30 (F
6.40 lF
�+ CMP a•
• 9.50 LF
,ulwrt,00na»te a•
12.90 L
Llvert CPP a•
10.00 LF
,UNVM PVC S.
8.00 1F
,V-rt,CNIP 12•
14.60 •LF
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CPP 12•
- 18.56 lF
ut-M CMP 16•
18.70 lF
Avert,00nonte ia- 22.50 LF
CPP 1s- 18.50 LF
hrort,CMP,ta• 21.90 LF
SUBTOTAL. FOR roe
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Page 5
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s ^
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M
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scd 28.00 Cy
Tank End Raduosr 400.00 tech
Trash Rack 12" 180.00 Each
Trash Rack 15" 185.00 Each
Trash Rack 18" 210.00 Each
Trash Rack 21" 240.00 Each
PARKJN(3 LOT SURFActNO
2"A.C. 2'toP course rock Lr 4"select borrow 8.10 SY
1.5"to co�rsa rock&2.5"base oourse 4.70 SY
4"select borrow 1.76 SY ,
VYRf1'E-IN ITEMS
SUBTOTAL(SUM ALL PAGES):
30%CONTINGENCY h MOBILIZATION:
TOTAL:
(A) IB) (C)
pn— 7
Quantities above were completed by: Sierra Project No.
Signature:
Date:
PE Registration Number:
Telephone Number:
Firm Name:
Address:
This section to be completed by 117np County
BOND COMPUTATIONS:
MAINTENANCE BOND AMOUNT
StabilizatioNErosion Sediment Control (ESC) — DEFECT BOND AMOUNT
Existing Right-of-Way Improvements (E)
PERFORMANCE BOND AMOUNTS
Future Public Road Improvements (�
Private Improvements
(F) (E+F)x 0.25
R/D Facilities and Conveyance Systems
TOTAL M - `- - - - - - - - - - - - - - - x0.115
PERFORMANCE
BOND AMOUNT
RIGHT-OF-WAY&SITE RESTORATION BOND (D+E)
(First $7,500 of bond shall be cash.)
s1
#2
PERFORMANCE BOND TOTAL AFTER BOND REDUCTIONS 13
(T-A,B OR C)
NOTE The word 'bond' is used to represent Original bond computations
any financial guarantee acceptable to prepared by: Signature of Person Preparing Bond Reduction
King County. Date:
s1
12 Date
13 Date
NOTE: Total bond amounts Date
remahilny after rsducdon"not
be less than 30%of the original amount or the stun of the
maintenance and defect amounts shown above,whichever Is
greater.
•m��....av �:nan
Page 8
XI. MAINTENANCE AND OPERATION MANUAL
5825.001 [DD/ps]
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
MAINTENANCE REQUIREMENTS FOR
PRIVATELY MAINTAINED DRAINAGE FACILITIES
NO. 1 - PONDS
Maintenance Conditions When Maintenance
Results Expected
Component Defect is Needed When Maintenance Is Performed
General Trash & Debris Any trash and debris which exceed 1 Trash and debris cleared Ircm site.
cubic foot per 1000 square feet (this is
about equal to the amount of trash it
would take to fill up one standard size
office garbage can). In general, there
should be no visual evidence of dumping.
Poisonous Any poisonous vegetation which may No danger of poisonous vegetation where
Vegetation constitute a hazard to County personnel County personnel or the public might
or the public. Examples of poisonous normally be. (Coordination with
vegetation include: tansy ragwort, poison Seattle/King County Health Department)
oak, stinging nettles, devils club.
Pollution Oil,gasoline,or other contaminants of No contaminants present other than a
one gallon or more or any amount found surface film. (Coordination with
that could: 1)cause damage to plant, Seattle/King County Health Department)
animal,or marine life; 2) constitute a fire
hazard;or 3) be flushed downstream
during rain storms.
Unmowed Grass/ If facility is located in private residential When mowing is needed, grass/ground
Ground Cover area, mowing is needed when grass cover should be mowed to 2 inches in
exceeds 18 inches in height. In other height.
areas,the general policy is to make the
pond site match adjacent ground cover
and terrain as long as there is no
interference with the function of the
facility.
Rodent Holes Any evidence of rodent holes if facility is Rodents destroyed and dam or berm
acting as a dam or berm,or any evidence repaired. (Coordination with Seattle/
of water piping through dam or berm via King County Health Department)
rodent holes.
Insects When insects such as wasps and hornets Insects destroyed or removed from site.
interfere with maintenance activities.
Tree Growth Tree growth does not allow maintenance Trees do not hinder maintenance
access or interferes with maintenance activities. Selectively cultivate trees such
activity(i.e.,slope mowing, silt removal, as alders for firewood.
vactoring or equipment movements). If
trees are not interfering with access, leave
trees alone.
Pond Slopes of Erosion Eroded damage over 2 inches deep Slopes should be stabilized by using
where cause of damage is still present or appropriate erosion control measure(s):
where there is potential for continued e.g., rock reinforcement, planting of
erosion. grass, compaction.
Storage Area Sediment Accumulated sediment that exceeds 10% Sediment cleaned out to designed pond
of the designed pond depth. shape and depth; pond reseeded if
necessary to control erosion.
Pond Dikes Settlements Any part of dike which has settled 4 Dike should be built back to the design
inches lower than the design elevation. elevation.
Emergency Rock Missing Only one layer of rock exists above native Replace rocks to design standards.
Overflow/Spillway soil in area five square feet or larger,or
any exposure of native soil.
A-1 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 2 - INFILTRATION
Maintenance Conditions When Maintenance Results Expected
Component Defect is Needed When Maintenance Is Performed
General Trash &Debris See 'Ponds"Standard No. 1 See "Ponds Standard No. 1
Poisonous See 'Ponds' Standard No. 1 See 'Ponds Standard No. 1
Vegetation
Pollution See'Ponds"Standard No. 1 See "Ponds Standard No. 1
Unmowed Grass/ See "Ponds"Standard No. 1 See "Ponds Standard No. 1
Ground Cover
Rodent Holes See'Ponds" Standard No. 1 See "Ponds Standard No. 1
Insects See"Ponds'Standard No. 1 See 'Ponds Standard No. 1
Storage Area Sediment A percolation test pit or test of facility Sediment is removed and/or facility is
Indicates facility is only working at 90%of cleaned so that infiltration system works
its designed capabilities. - according to design.
Sheet Cover Sheet cover is visible and has more than Sheet cover repaired or replaced.
(ff Applicable) three 1/4-inch holes in it.
Sump Filled With Any sediment and debris filling vault to Clean out sump to design depth.
Sediment and 10%of depth from sump bottom to
Debris (If bottom of outlet pipe or obstructing flow
Applicable) into the connector pipe.
Filter Bags Filled with Sediment and debris fill bag more than Replace filter bag or redesign system.
Sediment and 1/2 full.
Debris
Rock Filters Sediment and By visual inspection little or no water Replace gravel in rock filter.
Debris flows through filter during heavy rain
storms.
A-2 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS)
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents free of debris and sediment.
blocked at any point with debris and
sediment.
Debris and Accumulated sediment depth exceeds All sediment and debris removed from
Sediment 10%of the diameter of the storage area storage area.
for 1/2 length of storage vault or any
point depth exceeds 15%of diameter.
Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 112
length of tank.
Joints Between Any crack allowing material to be All joints between tank/pipe sections are
Tank/Pipe Section transported into facility. sealed.
Tank/Pipe Bent Any part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design.
Out of Shape more than 10%of its design shape.
Manhole Cover not in Place Cover is missing or only partially in place. Manhole is closed.
Any open manhole requires maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintenance person with proper tools.
Working Bolts into frame have less than 1/2 inch
of thread (may not apply to self-locking
lids).
Cover Difficult to One maintenance person cannot remove Cover can be removed and reinstalled by
Remove lid after applying 80 pounds of lift. Intent one maintenance person.
is to keep cover from sealing off access
to maintenance.
Ladder Rungs King County Safety Office and/or Ladder meets design standards and
Unsafe maintenance person judges that ladder is allows maintenance persons safe access.
unsafe due to missing rungs,
misalignment, rust,or cracks.
Catch Basins See'Catch Basins'Standard No. 5 See 'Catch Basins`Standard No.5
1
A-3 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance is Performed
General Trash and Debris Distance between debris build-up and AJI trash and debris removed.
(Includes bottom of orifice plate is less than 1-1/2
Sediment) feet.
Structural Damage Structure is not securely attached to Structure securely attached to wall and
manhole wall and outlet pipe structure outlet pipe.
should support at least 1,000 pounds of
up or down pressure.
Structure is not in upright position (allow Structure in corrert position.
up to 10%from plumb).
Connections to outlet pipe are not Connections to outlet pipe are watertight;
watertight and show signs of rust. structure repaired or replaced and works
as designed.
Any holes—other than designed holes— Structure has no holes other than
in the structure. designed holes.
Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertight and works as designed.
Missing missing.
Gate cannot be moved up and down by Gate moves up and down easily and is
one maintenance person. watertight.
Chain leading to gate is missing or Chain is in place and works as designed.
damaged.
Gate is rusted over 50%of its surface Gate is repaired or replaced to meet
area. design standards.
t Orifice Plate Damaged or Control device is not working properly Plate is In place and works as designed.
Missing due to missing,out of place,or bent
orifice plate.
Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and works
blocking the plate. as designed.
Overflow Pipe Obstructions Any trash or debris blocking (or having Pipe is free of all obstructions and works
the potential of blocking) the overflow as designed.
pipe.
Manhole See "Closed Detention Systems" Standard See 'Closed Detention Systems"Standard
No.3. No.3.
Catch Basin See 'Catch Basins" Standard No. 5. See 'Catch Basins"Standard No. 5.
A-4 1/90
KING COU-NTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General Trash & Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in
(Includes foot which is located immediately in front front of catch basin opening.
Sediment) of the catch basin opening or is blocking
capacity of basin by more than 10%.
Trash or debris (in the.basin)that No trash or debris in the catch basin.
exceeds 1/3 the depth from the bottom
of basin to invert of the lowest pipe into
or out of the basin.
Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or
blocking more than 1/3 of its height. debris.
Dead animals or vegetation that could No dead animals or vegetation present
generate odors that would cause within the catch basin.
complaints or dangerous gases (e.g.,
methane).
Deposits of garbage exceeding 1 cubic No condition present which would attract
foot in volume. or support the breeding of insects or
rodents.
Structural Damage Corner of frame extends more than 3/4 Frame is even with curb.
to Frame and/or inch past curb face into the street (if
Top Slab applicable).
Top slab has holes larger than 2 square Top slab is free of holes and cracks.
inches or cracks wider than 1/4inch
(intent is to make sure all material is
running into the basin).
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than 3/4 inch of the
frame from the top slab.
Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design
Walls/Bottom than 3 feet,any evidence of soil particles standards.
entering catch basin through cracks,or
maintenance person judges that structure
is unsound.
Cracks wider than 1/2 inch and longer No cracks more than 1/4 inch wide at the
than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe.
pipe or any evidence of soil particles
entering catch basin through cracks.
Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design
Misalignment rotated more than 2 inches out of standards.
alignment.
Fire Hazard Presence of chemicals such as natural No flammable chemicals present.
gas,oil,and gasoline.
Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin.
more than 10%of the basin opening.
Vegetation growing in inlet/outlet pipe No vegetation or root growth present.
joints that is more than six inches tall and
less than six inches apart.
Pollution Nonflammable chemicals of more than No pollution present other than surface
1/2 cubic foot per three feet of basin film.
length.
A-5 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS (Continued)
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Catch basin cover is closed.
Any open catch basin requires
maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintenance person with proper tools.
Working Bolts into frame have less than 1/2 inch
of thread.
Cover Difficult 'o One maintenance person cannot remove Cover can be removed by one
Remove lid after applying 80 Ibs:of lift; intent is maintenance person.
keep cover from sealing off access to
maintenance.
Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and
Unsafe misalignment, rust,cracks,or sharp allows maintenance person safe access.
edges.
Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards.
(if applicable)
Trash and Debris Trash and debris that is blocking more Grate free of trash and debris.
than 20%of grate surface.
Damaged or Grate missing or broken member(s)of Grate is in place and meets design
Missing the grate. standards.
A-6 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 6 - DEBRIS BARRIERS (e.g. Trash Racks)
Maintenance Concittions When Maintenance Resutts Expected
Component Defect Is Needed When Maintenance Is Performed
General Trash and Debris Trash or debris that is plugging more Barrier clear to receive capacity flow.
than 20%of the openings in the barrier.
Metal Damaged/ Missing Bars are bent out of shape more than 3 Bars In place with no bends more than
Bars inches. 3/4 inch.
Bars are missing or entire barrier is Bars in place according to design.
missing.
Bars are loose and rust is causing 50% Repair or replace barrier to design
deterioration to any part of barrier. standards.
k1
A-7 I/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 7 - ENERGY DISSIPATORS
Maintenance Conditions When Maintenance Resutts Expected
Component Defect Is Needed When Maintenance is Performed
External:
Rock Pad Missing or Moved Only one layer of rock exists above native Replace rocks to design standard.
Rock soil in area five square feet or larger, or
any exposure of native soil.
Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% Pipe cleaned/flushed so that it matches
Sediment of the design depth. design.
Not Discharging Visual evidence of water discharging at Trench must be redesigned or rebuilt to
Water Properly concentrated points along trench (normal standard.
condition is a'sheet flow"of water along
trench). Intent is to prevent erosion
damage.
Perforations Over 1/2 of perforations in pipe are Clean or replace perforated pipe.
Plugged plugged with debris and sediment.
Water Fjws Out Maintenance person observes water Facility must be rebuilt or redesigned to
Top of'Distributor" flowing out during any storm less than standards.
Catch Basin the design storm or it is causing or
appears likely to cause damage.
Receiving Area Water in receiving area is causing or has No danger of landslides.
Over-Saturated potential of causing landslide problems.
Internal:
Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to Replace structure to design standards.
Posts, Baffles, 1/2 or original size or any concentrated
Sides of Chamber worn spot exceeding one square foot
which would make structure unsound.
Other Defects See 'Catch Basins' Standard No.5 See 'Catch Basins'Standard No. 5
A-8 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 8 - FENCING
Maintenance Condltlons When Maintenance Results Expected
Component Defect Is Needed When Maintenance is Performed
General Missing or Broken Any defect in the fence that permits easy Parts in place to provide adequate
Parts entry to a facility. security.
Parts broken or missing. Broken or missing parts replaced.
Erosion Erosion more than 4 inches high and 12- No opening under the fence that exceeds
18 inches wide permitting an opening 4 inches in height.
under a fence.
Wire Fences Damaged Parts Posts out of plumb more than 6 inches. Posts plumb to within 1-1/2 inches.
Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch.
Any part of fence (including posts,top Fence is aligned and meets design
rails,and fabric)more than 1 foot out of standards.
design alignment.
Missing or loose tension wire. Tension wire in place and holding fabric.
Missing or loose barbed wire that is Barbed wire in place with less than 3/4-
sagging more than 2-1/2 inches between inch sag between posts.
posts.
Extension arm missing, broken,or bent Extension arm in place with no bends
out of shape more than 1-1/2 inches. larger than 3/4 inch.
Deteriorated Paint Part or parts that have a rusting or scaling Structurally adequate posts or parts with
or Protective condition that has affected structural a uniform protective coating.
Coating adequacy.
Openings in Fabric Openings in fabric are such that an 8-
No openings in fabric.
inch-diameter ball could fit through.
A-9 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 9 - GATES
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General Damaged or Missing gate or locking devices. Gates and locking devices in place.
Missing Members
Broken or missing hinges such that gate Hinges intact and lubed. Gate is working
cannot be easily opened and closed by a freely.
maintenance person.
Gate is out of plumb more than 6 inches Gate is aligned and vertical.
and more than 1 toot out of design
alignment.
Missing stretcher bar, stretcher bands, Stretcher bar, bands, and ties in place.
and ties.
Openings in Fabric See 'Fencing' Standard No.8 See 'Fencing'Standard No. 8
f
A-10 1/'90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches)
Maintenance Conditions When Maintenance Results Expected
Component Defect is Needed When Maintenance Is Performed
Pipes Sediment & Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris.
of the diameter of the pipe.
Vegetation Vegetation that reduces free movement of Al vegetation removed so water flows
water through pipes. freely through pipes.
Damaged Protective coating is damaged; rust is Pipe repaired or replaced.
causing more than 50%deterioration to
any part of pipe.
Any dent that decreases the cross section Pipe repaired or replaced.
area of pipe by more than 20%.
Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches.
per 1,000 square feet of ditch and slopes.
Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and
of the design depth. debris so that it matches design.
Vegetation Vegetation that reduces free movement of Water flows freely through ditches.
water through ditches.
Erosion Damage to See'Ponds" Standard No. 1 See "Ponds'Standard No. 1
Slopes
Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard.
Place or Missing (If beneath the rock lining.
Applicable)
f Catch Basins See'Catch Basins"Standard No.5 See`Catch Basins"Standard No.5
i Debris Barriers
See"Debris Barriers"Standard No. 6 See 'Debris Barriers'Standard No.6
(e.g.,Trash Rack)
iL—
A-11 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 11 - GROUNDS (Landscaping)
Maintenance Conditions When Maintenance Results Expected
Component -Defect Is Needed When Maintenance is Performed
General Weeds Weeds growing in more than 20%of the Weeds present in less than 5%of the
(Nonpoisonous) landscaped area (trees and shrubs only). landscaped area.
Safety Hazard Any presence of poison Ivy or other No poisonous vegetation present in a
poisonous vegetation. landscaped area.
Trash or Litter Paper,can, bottles,totalling more than 1 Area clear of litter.
cubic foot within a landscaped area (trees
and shrubs only)of 1,000 square feet.
Trees and Shrubs Damage Limbs or parts of trees or shrubs that are Trees and shrubs with less than 5%of the
split or broken which affect more than total foliage with split or broken limbs.
25%of the total foliage of the tree or
shrub.
Trees or shrubs that have been blown Tree or shrub in place free of injury.
down or knocked over.
Trees or shrubs which are not adequately Tree or shrub in place and adequately
supported or are leaning over,causing supported; remove any dead or diseased
exposure of the roots. trees.
f
A-12 I/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 12 - ACCESS ROADS/EASEMENTS
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
General Trash and Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet, i.e., trash and
debris would fill up one standard size
garbage can.
Blocked Roadway Debris which could damage vehicle tires Roadway free of debris which could
(glass or metal). damage tires.
Any obstructions which reduce clearance Roadway overhead clear to 14 feet high.
above road surface to less than 14 feet.
Any obstructions restricting the access to Obstruction removed to allow at least a
a 10-to 12-foot width for a distance of 12-foot access.
more than 12 feet or any point restricting
access to less than a 10-foot width.
Road Surface Settlement, When any surface defect exceeds 6 Road surface uniformly smooth with no
Potholes, Mush inches in depth and 6 square feet in area. evidence of settlement, potholes, mush
Spots, Ruts In general, any surface defect which spots,or ruts.
hinders or prevents maintenance access.
Vegetation in Road Weeds growing in the road surface that Road surface free of weeds taller than 2
Surface are more than 6 inches tall and less than inches.
6 inches apart within a 400-square-foot
area.
Shoulders and Erosion Damage Erosion within 1 foot of the roadway more Shoulder free of erosion and matching
Ditches than 8 inches wide and 6 inches deep. the surrounding road.
Weeds and Brush Weeds and brush exceed 18 inches In Weeds and brush cut to 2 inches in
height or hinder maintenance access. height or cleared in such a way as to
allow maintenance access.
A-13 1/90