HomeMy WebLinkAboutSWP272867(1) GEOTECHNICAL REPORT
Maplewood
SE 132nd Street and 148th Avenue SE
Renton , Washington
Project No. T-2798-1
-10
a a MEN,
:f... ...
� w
a as a � Terra Associates, Inc.
Nx,W.
L Y
E
: .. ..: ........ r:
y¢�� ..... ....:....................... ....:....o 5>� ..... ............................. ....>v>+:..::.
; ...,/'- .. .. 'E. ....... ...:...c::::::..�:::::.:.......ars%Rs':ky5i,...... ...... ..........:_:...................._!::.:...c;..........::.:::::::.;........_:.:.....
x
Prepared for
Burnstead Construction Company
Bellevue, Washington
February 3, 1999
j kk
� s TER
RA ASSOCIATES,
Inc�
Consultants in Geotechnical Engineering, Geology
......N, and
Environmental Earth Sciences
February 3, 1999
Project No. T-2798-1
Mr.Ron Hughes
Burnstead Construction Company
1215 - 120th Avenue NE, Suite 201
Bellevue,Washington 98005 ,
Subject: Geotechnical Report
Maplewood
SE 132nd Street and 148th Avenue SE
Renton, Washington
IDear Mr. Hughes:
As requested, we have conducted a geoteclmical engineering study for the subject project. The attached report
presents our findings and recommendations for the geotechnical aspects of project design and construction.
Our field exploration indicates the site is generally underlain by glacially-derived silty sand and sandy silt soils.
In our opinion, these soil conditions will be suitable for support of the residential subdivision as proposed,
provided the recommendations presented in this report are incorporated into project design and construction.
We trust the information presented is sufficient for your current needs. If you have any questions or require
1 additional information, please call.
i Sincerely yours,
TERRA ASSOCIATES,INC.
1 Mary Stiehler
Project Geologists
Anil Butail, P.E.
President 17005
MS/AB:ts
77
4
12f9d qq
12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (425) 821-7777
i� TABLE OF CONTENTS
Pay,e No.
3
1.0 Project Description......................................................................................................... 1
2.0 Scope of Work................................................................................................................ 1
3.0 Site Conditions............................................................................................................... 2
y3.1 Surface............................................................................................................... 2
3.2 Geology............................................................................................................. 2
3.3 Soils................................................................................................................... 2
3.4 Groundwater...................................................................................................... 3
4.0 Geologic Hazards ........................................................................................................... 3
4.1 Erosion....................................................................:.......................................... 3
4.2 Seismic .............................................................................................................. 3
5.0 Discussion and Recommendations................................................................................. 4
5.1 General .............................................................................................................. 4
5.2 Site Preparation and Grading
5.3 Excavations ....................................................................................................... 6
5.4 Foundations....................................................................................................... 6
5.5 Slab-on-Grade Construction................................................,.............................
5.6 Lower-Level and Retaining Walls
5.7 Drainage ............................................................................................................ 7
5.8 Utilities.............................................................................................................. 8
5.9 Pavements.......................................................................................................... 8
6.0 Additional Services ........................................................................................................ 8
7.0 Limitations...................................................................................................................... 9
Fi ures
VicinityMap........................................................................................................................Figure 1
ExplorationLocation Plan .........:........................................................................................Figure 2
Retaining Wall Drainage Detail .........................................................................................Figure 3
Typical Footing Drain Detail ............................................................................................Figure 4
a
i
Appendix
Field Exploration and Laboratory Testing....................................................................Appendix A
m
� (i)
Geotechnical Report
Maplewood
SE 132nd Street and 148th Avenue SE
Renton, Washington
1.0 PROJECT DESCRIPTION
The project will consist of the development of an approximately 61-acre parcel located at SE 132nd Street and
148th Avenue SE in Renton. The project location is shown on the Vicinity Map,Figure 1.
We understand that the proposed development will consist of the construction of a residential subdivision
consisting of 144 lots. Specific design and site grading details were not available at the time of our study.
However, we expect the buildings will be single-family residences of one to two stories, with wood-frame
jconstruction imposing relatively light foundation loads. We expect structural loads will be about 20 to 40 kips
for isolated columns and 1 to 2 kips per foot for continuous bearing walls. Main floors will be constructed at
grade or framed over a crawl space. Given the gentle slopes at the site, we expect the grading required to
establish desired building elevations will be moderate.
The recommendations in the following sections of this report are based on our understanding of the above design
features. If actual features vary or changes are made, we should review them in order to modify our
recommendations as required. We should review final design drawings and specifications to verify that our
recommendations have been properly interpreted and incorporated into project design and construction.
1
2.0 SCOPE OF WORK
On November 24 and 25, 1998, we excavated 17 test pits to depths of approximately 6.0 to 11.5 feet below
existing surface grades. On January 20, 1999, we excavated an additional 10 test pits to depths of approximately
6.5 to 12.0 feet below existing surface grades. Using the information obtained from our subsurface exploration,
we .performed analyses to develop geotechnical recommendations for project design and construction.
Specifically, this report addresses the following:
• Soil and groundwater conditions
a
• Suitability of native soils for use as fill
• Site preparation and grading
i
• Foundation support
d
• Earth pressure parameters for basement or retaining wall design
I
1
February 3, 1999
Project No.T-2798-1
• Slab-on-grade support
I • Drainage
• Excavations
• Utilities
• Pavements
3.0 SITE CONDITIONS
3.1 Surface
The subject property is bounded by SE 128th Street to the north, SE 136th Street to the south, 148th Avenue SE
to the west, and 152nd Avenue SE to the east. Most of the surrounding property is undeveloped, although there
are existing residential subdivisions east and west of the property on SE 132nd Street and SE 136th Street.
The site is currently undeveloped and is covered by a coniferous/broadleaf forest. Wetland conditions are
present at several locations in the southern three-fourths of the property. An intermittent stream with associated
wetlands crosses the property from the northeast corner to the southwest corner. A smaller intermittent stream is
located slightly north of the first stream and has the same northeast/southwest orientation. Topographic
elevations on the site range from approximately Elev. 500 at the northeast corner of the property to
approximately Elev. 395 feet MSL at the southwest corner. Current site conditions are shown on Figure 2.
j .
3.2 Geolosy
The Geologic Map of The Renton Quadrangle, Icing County, Washington, by D.R. Mullineaux (1965) shows the
soils at the site mapped as Quaternary Ground moraine deposits (Qgt). The unit is described as mostly thin,
ablation till over lodgment till, deposited by the Puget glacial lobe. The lodgment till is generally a compact,
coherent, unsorted mixture of sand, silt, clay, and gravel that is commonly termed hardpan. Ablation till is
similar, but much less compact and coherent. They are highly variable in thickness and in relative proportion of
lodgment to ablation till; lodgment till is generally 5 to 30 feet thick, ablation till 2 to 10 feet thick.
3.3 Soils
Excavation of the test pits at the site generally revealed an approximately 6- to 12-inch thick layer of topsoil
overlying glacially-derived silty sand and sandy silt soils. The majority of the site consisted of very weathered
glacial till underlying the topsoil to depths ranging from 6.0 inches to 4.5 feet below existing surface grades. The
very weathered till generally consisted of orange to reddish-brown, silty sand with gravel, cobbles, and some
roots. This material was loose to medium dense and damp to wet.
Page No. 2
1
February 3, 1999
Project No. T-2798-1
A less weathered till material was encountered below this to depths ranging from three to eight feet below
existing surface grades. This weathered till consisted of mottled gray and brown to gray, silty sand with gravel
and cobbles. It was generally medium dense and damp to wet. An orange and gray, moist to wet, firm to stiff,
fine sandy silt with clay and some gravel and cobbles was encountered in Test Pits TP-3, TP-11, and TP-16,
ranging from three to eight feet below the ground surface: Dark brown, wet, medium dense, gravelly sand was
encountered from two to eight feet below the ground surface in Test Pit TP45. A layer of orange-brown, wet,
loose to medium dense, sandy gravel was encountered from three to five feet in Test Pit TP-23.
i
Unweathered till was encountered at the site at depths ranging from three to eight feet below the ground surface
to the maximum depths explored. The till was generally dark gray to gray, damp to wet, medium dense to dense
{ silty sand with gravel, cobbles, and some cementation.
More detailed descriptions of the subsurface conditions encountered are presented on the Test Pit Logs in
Appendix A. The approximate test pit locations are shown on Figure 2.
3.4 Groundwater
Groundwater was encountered in most of the excavations at depths ranging from 0.5 to 8.0 feet below existing
surface grades. The seepage levels observed are indicated on the attached Test Pit Logs, Figures A-2 through A-
15. In general, groundwater will develop as a perched condition above the glacial till.
It should be noted that the test pits were not allowed to remain open for an extended period of time, which would
allow for a more detailed evaluation of the groundwater observed. Also, fluctuations in groundwater seepage
levels should be expected on a seasonal and annual basis. Typically, groundwater seepage reaches maximum
levels during and shortly following the wet winter months.
d
4.0 GEOLOGIC HAZARDS
y
4.1 Erosion
A
{ The soils encountered on-site are classified as Alderwood gravelly sandy loam (zero to six percent slopes)by the
Soil Conservation Service (SCS). These soils are nearly level and undulating; the erosion hazard is slight.
i
3
4.2 Seismic
The Puget Sound area falls within Seismic Zone 3, as classified by the 1997 Uniform Building Code (UBC).
Based on the soil conditions encountered and the local geology from Table 16-J of the 1997 UBC, a soil profile
i
type of Sc should be used.
i
Page No. 3
February 3, 1999
Project No. T-2798-1
Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in
I water pressure induced by vibrations. Liquefaction mainly affects geologically-recent deposits of clean fine-
grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular
friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this
intergranular friction, thus eliminating the soil's strength.
Based on the soil and groundwater conditions we encountered, it is our opinion that there is minimal or no risk
for liquefaction to occur at this site during an earthquake.
5.0 DISCUSSION AND RECOMMENDATIONS
5.1 General
Based on our study, in our opinion, soil conditions at the site are suitable for the planned development.
Residences can be supported on conventional spread footings bearing on competent native soils below the upper
organic surficial soils. Alternatively, if required by desired final building elevations. structural fill placed and
compacted above these native soils can be used to support building foundations. Floor slabs and pavements can
be similarly supported.
i
The native soils encountered at the site contain a significant amount of fines and will be difficult to compact as
structural fill when too wet. The ability to use native soil from site excavations as structural fill will depend on
its moisture content and the prevailing weather conditions at the time of construction. If grading activities will
take place during the winter season, the owner should be prepared to import free-draining granular material for
use as structural fill and backfill.
Detailed recommendations regarding the above issues and other geotechnical design considerations are provided
in the following sections. These recommendations should be incorporated into the final design drawings and
construction specifications.
i
i
5.2 Site Preparation and Grading
To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials should
be stripped and removed from the site. In general, surface stripping depths of about 6 to 12 inches should be
expected to remove organic topsoil. Stripped vegetation debris should be removed from the site. Organic topsoil
will not be suitable for use as structural fill but may be used for limited depths in non-structural areas or for
landscaping purposes.
1
Page No.4
February 3, 1999
Project No.T-2798-1
Once clearing and stripping operations are complete, cuts and fills can be made to establish finish grades. Prior
to placing fill and to prepare building and pavement subgrades, all exposed surfaces should be proofrolled to
determine if any isolated soft and yielding areas are present. Proofrolling should also be performed in cut areas
that will provide direct support for new construction.
i
If excessively yielding areas are observed that cannot be stabilized in place by compaction, they should be cut to
firm bearing and filled to grade with structural fill. If the depth of excavation to remove unstable soils is
excessive, you could consider using a geotextile fabric, such as Mirafi 50OX or equivalent, in conjunction with
structural fill. A minimum of 18 inches of clean, granular structural fill over the geotextile fabric should
establish a stable bearing surface.
A representative of Terra Associates should observe all proofrolling operations. We also recommend field
evaluations at the time of construction to verify stable subgrades.
Our study indicates that the native soils contain a significant percentage of fines (silt size particles). These soils
will be difficult to compact as structural fill if they are too wet or too dry. Accordingly, the ability to use native
soils from site excavations as structural fill will depend on their moisture content and the prevailing weather
conditions when site grading activities take place.
If grading activities are planned during the wet winter months, or if they are initiated during the summer and
extend into fall and winter, the owner should be prepared to import wet weather structural fill. For this purpose,
we recommend utilizing a granular soil that meets the following grading requirements:
I
U.S. Sieve Size Percent Passing
3 inches 100
No. 4 75 maximum
No. 200 5 maximum*
i
*Based on the 3/4-inch fraction
Prior to use,Terra Associates, Inc. should examine and test all materials proposed for use as structural fill.
Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of
95 percent of the soil's maximum dry density, as determined by ASTM Test Designation D-698 (Standard
Proctor). The moisture content of the soil at the time of compaction should be within two percent of its
optimum, as determined by this ASTM standard. In non-structural areas or for backfill in utility trenches below
a depth of 4 feet, the degree of compaction can be reduced to 90 percent.
Page No. 5
9
February 3, 1999
Project No.T-2798-1
5.3 Excavations
1 All excavations at the site associated with confined spaces, such as utility trenches, must be completed in
accordance with local, state, or federal requirements. Based on current Occupational Safety and Health
Administration (OSHA) regulations, site soils would be classified as Type B soils. Accordingly, side slopes on
excavations greater than 4 feet but less than 20 feet in depth should be laid back at a gradient of 1:1
(Horizontal:Vertical). Alternatively, utility trench sidewalls can be supported by a properly designed and
installed shoring trench box.
The above information is provided solely for the benefit of the owner and other design consultants and should not
be construed to imply that Terra Associates assumes responsibility for job site safety. Job site safety is the sole
responsibility of the project contractor.
r 5.4 Foundations
Spread Footings
Residences may be supported on conventional spread footing foundations bearing on competent native soils or
on structural fills placed above competent native soils. Foundation subgrades should be prepared as
recommended in the Site Preparation and Grading section of this report. Perimeter foundations exposed to the
weather should be at a minimum depth of 1.5 feet below final exterior grades. Interior foundations can be
j constructed at any convenient depth below the floor slab.
Foundations can be dimensioned for a net allowable bearing capacity of 2,000 pounds per square foot(psf). For
short-term loads, such as wind and seismic, a one-third increase in this allowable bearing capacity can be used.
With the above bearing pressure and the anticipated structural loads, we estimate total and differential
settlements of about one inch, and one-half inch,respectively.
For designing foundations to resist lateral loads, a base friction coefficient of 0.3 can be used. Passive earth
pressures acting on the sides of the footings and buried portions of the foundation stem walls can also be
i considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per
cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation, as it can be
affected by weather or disturbed by future grading activity. This value includes a safety factor of 1.5 and
assumes the foundations will be constructed neat against competent native soil or backfilled with structural fill,
as described in the Site Preparation and Grading section of this report.
5.5 Slab-on-Grade Construction
Slabs-on-grade may be supported on the subgrade prepared as recommended in the Site Preparation and Grading
section of this report. Immediately below the floor slabs, we recommend placing a four-inch thick capillary
break layer of clean, free-draining sand or gravel that has less than three percent passing the No. 200 sieve. This
material will reduce the potential for upward capillary movement of water through the underlying soil and
subsequent wetting of the floor slab.
Page No. 6
I
I
l
February 3, 1999
Project No.T-2798-1
1
Where moisture by vapor transmission is undesirable, an eight- to ten-mil thick plastic membrane should be
placed on the capillary break layer. The membrane should be covered with two inches of clean, moist sand to
guard against damage during construction and to aid in curing of the concrete.
5.6 Lower-Level and Retaining Walls
The magnitude of earth pressure development on lower-level or retaining walls will partly depend on the quality
of the wall backfill. We recommend placing and compacting wall backfill as structural fill. Below improved
areas, such as pavements or floor slabs, the backfill should be compacted to a minimum of 95 percent of its
maximum dry unit weight, as determined by ASTM Test Designation D-698 (Standard Proctor). In unimproved
areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development,
wall drainage must also be installed. A typical recommended wall drainage detail is shown on Figure 3.
With properly placed and compacted wall backfill and drainage properly installed, we recommend designing
unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pcf. For restrained walls, an
additional uniform lateral pressure of 100 psf should be added. These values assume a horizontal backfill
condition and that no other surcharge loading, such as traffic, sloping embankments, or adjacent buildings will
act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction
at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for
these parameters are provided in the Foundations section of this report.
i
5.7 Drainage
I
Surface
Final exterior grades should promote free and positive drainage away from the site at all times. Water must not
be allowed to pond or collect adjacent to foundations or within the immediate building area. We recommend
providing a minimum drainage gradient of three percent for a minimum distance of ten feet from.the residences,
except in paved locations. In paved locations, a minimum gradient of one percent should be provided unless
provisions are included for collection and disposal of surface water adjacent to the structures.
Subsurface
We recommend installing perimeter foundation drains adjacent to all structures that have their main floor framed
over a crawl space or constructed at grade at an elevation equal to or below the final exterior grade. If the floors
are constructed at grade and elevated above the adjacent outside grade, the owner may elect to eliminate the
foundation drains, provided positive drainage is established away from the structure perimeter. A typical
recommended drain detail is shown on Figure 4.
Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of
approved discharge.
Page No. 7
• February 3, 1999
a
Project No.T-2798-1
l _
l
5.8 Utilities
Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA)
or City of Renton specifications. As a minimum, trench backfill should be placed and compacted as structural
fill, as described in the Site Preparation and Grading section of this report. As noted, soils excavated on-site
should be suitable for use as backfill material in dry weather,provided the moisture content can be controlled to
facilitate proper compaction. If utility construction will take place during the winter, it will be necessary to
utilize suitable wet weather fill for utility trench backfilling.
5.9 Pavements
I Pavement subgrades should be prepared as described in the Site Preparation and Grading section of this report.
Regardless of the relative compaction achieved, the subgrade must be firm and relatively unyielding before
paving. The subgrade should be proofrolled with heavy construction equipment to verify this condition.
The pavement section is dependent on the supporting capability of the subgrade soils and the traffic conditions to
which it will be subjected. For traffic consisting mainly of light passenger and commercial vehicles with only
occasional heavy traffic, and with a stable subgrade prepared as recommended, we recommend the following
pavement sections:
• Two inches of asphalt concrete(AC) over six inches of crushed rock base (CRB)
j
• Two inches of AC over four inches of asphalt treated base (ATB)
The paving materials used should conform to the Washington State Department of Transportation (WSDOT)
specifications for Class B asphalt concrete,ATB, and CRB surfacing.
Long-term pavement performance will depend on surface drainage. A poorly-drained drained pavement section will be
g- P p P g p Y-
subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their
supporting capability. To improve pavement performance, we recommend surface drainage gradients of at least
two percent. Some longitudinal and transverse cracking of the pavement surface should be expected over time.
Regular maintenance should be planned to seal cracks when they occur.
i
6.0 ADDITIONAL SERVICES
Terra Associates, Inc., should review the final design and specifications in order to verify that earthwork and
foundation recommendations have been properly interpreted and implemented in the project design. We should
also provide geotechnical services during construction in order to observe compliance with the design concepts,
specifications, and recommendations. This will allow for design changes if subsurface conditions differ from
those anticipated prior to the start of construction.
4
i
Page No. 8
February 3, 1999
Project No. T-2798-1
7.0 LIMITATIONS
This report is the property of Terra Associates, Inc., and was prepared in accordance with generally accepted
geotechnical engineering practices. This report is intended for specific application to the Maplewood project and
for the exclusive use of Burnstead Construction Company and their authorized representatives. No other
warranty, expressed or implied, is made.
The analyses and recommendations presented in this report are based on data obtained from the test pits
excavated on-site. Variations in soil conditions can occur, the nature and extent of which may not become
evident until construction. If variations appear evident, Terra Associates, Inc., should be requested to reevaluate
the recommendations in this report prior to proceeding with construction.
l
a,
Page No. 9
i
i
AN4Y ST
=At I4"sr
- ST B yf h 1pN 1S QOxI �$ l�ItN'6i COALF D' \
NE SE 11 S7 $
N lap SE 112TH 5T
Nt xE 1 M I,'f� t ,it v0tlY N +300 u u x. SE tg 113TH ti lii a Sq~Ut4
itMI
SE 112TH ST �1
IllN I9 M I IM �
7 < ST /y,V /y r/k n u ��*n r r l I ► N u s '4� 4 Se t/
Icy
-9c3 :+•_` ►•• � E114TH $T FS
> mx I r i<I a < R iE E M —� IApV •a
i e
>I W
NE� H A 5T +""`■^ �� -1 STiiao�_ st usM: SE 1 1 TN $N <'< E E
;^n dN ii NE �;1 SE 11TTN 5T ti sE
9TH ST SE 116TH s<112um
e u .€M Fl
g f � 1P4AARK0= IlaTx`tX < � 12 s
- 0. O N _
y s E e711 S7
`NE)TN RE NE 73H PL 4 < SE 120TH 5T •'"� t� -4•
ST` 51� NEE SE, ST SE 120TN
W I'"5T 7 E ST 9 � j,E �x - COALFIELD STR = x PARX t
TK*
- Tl $E'124TH ST N „ - --
SyE 124TN
Efl �TH
ISE 125TH ST. w STY sS1ST
126M H < < k jZ
co �� PARX N M ST SE 128TH ST SE �Ji 128TH $ t" RIDE
uao �—SE
129TH t :t 15600 NI , ST ^I
< NE 3RD LT
STs <:
< SE 131ST ST
ii J" 12NO
re ^I SE 71 2NO < ST SE y 132NO ST ^b? I
<SE U2N0 SE 172x0 S< I$E 132ND
IST � j Jf IhRO ST "x 13 RO CT F T PL r"8i ST "W' SE
<I _ yJ ---
£ :tr , u+M• , � a SE 134TH ST<^ E <7<• SE 3 3 �.
SE 175M• SC - f
ST is+ � 's F 13STH
SE LPL I SE - 136TH1 ST _ 36TH_� $T 7--" SE 136TH _
N r tF f�EM a 1... g,N T; a § uro I I 131nw
€i R $ n �i<' t'7 rrIRX I �
SSE .. 9 ' •'R• N Pl SE t367H Is <sl I LIBERLSE 138TH ST
$E 4S .A•M i `�.?! a,SE In S ¢• PL I !6 '
S `F'• s r,,,� < SE 139TH
0
I T �
_ _•J SE +oM � b s+0 � W � xLt n •, �� � .. $E,.'"i 140TH $7
r 141ST �hinM El �� H I _ SE. 141ST _ '
`, ST Y; x um I ST ttlEi ` s €3
1 142ND ST= r 5E 1E2N0 ST: I ,LSO SE 142N0 _ # ARKS' <.�SE"
//��6 p N�I sE �•m� I= SE 142No ST 142ND $i
SE 4_'� !1 .1 tt�tuR6.: Y �I n� SE
`� �-.- ura R u Q SE 143 ST N$ ,mar
k4PGEM00� r +S'�< 314TH•P $T1�E off, gx SE tu7H SI�`a d`r�
`.x='�` d Ni D SE 145 =1 !4 G� ` SE 1. tc 1590p S7
GOLF I *•'F� r <a + s I 1
'?a Ei CIi ? lSH:AJIO'• i
y IV+ trCa ISE SF ZL tl lv CL!!I!
t h € ►
9 6 n a ,
IH HID :
5E ! - �
C t5t -'c °M sr •� /ryy-.,� `� fEOAR .r S PL IFS , S .'�ae SE : x•i. n Is;
_`++4q
FNTpy
FS23�7 > R 24
r D
jQ VA a 6i iSF t5z jFr GHQ Av S
AV
,-
F
..........WR............ R/VER
RENTON
FA I RW00[ .. S 1S6M
Si
T15�M 59M
n
} r—
'� EIr Rom•i"st IQOM t� tf S 1
u�\i-e SFti 6in0 n
REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 626, 627, 656 AND 657, 1999 EDITION.
VICINITY MAP
TERRA MAPLEWOOD
-Y •. .•• ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj.No. 2798-1 Date JAN. 1999 Figure 1
, I
-13 �8 73AW 91
TP I � � b
TP-16 i/ ` YI L14 1, II6 ' 111
l � r T,
/ /' \ l lyvI17 f Ilk
4
lyl Iz° n .../
1k ?5' W, r
%
I i J
/�° — Il °e
$ 7
,�5 TP Ile I;YT_l�� TP-1 1 �°
63, i n �+
00 i � � -
4r TP-12 yt' //`
�,�___•. / TP-20_ /'�D � � / �1-4- � ;� - \ � Il�t:i /• y l ' � t°t '� �---� •I _ �`
_ I / t t - r►� : 47 y/g / 1 / L 31j TP-8 b 71
n -D ' TP-10
TP-18 1v _ yorrte�
TP-17 TP-21 /� I �C'�— t�:l� I - -I = v, r
!A' ;/w zfi/- ' Tv ' 14 � l TP-23 N —� I \\ �
j /--�i' TP-22
\ jb
�f TP-27 s ✓ TP-1 I� \ - -� f x�
.47
wmukw
46
" TP-26 ` 1 v+ \ x P 5 i
TP-25 - 1 ��• �( TP-3® �`
-24
•DTP
as anv w.g►i
----j I" 7
30..
LEGEND: REFERENCE: APPROXIMATE SCALE
200 0 200 400 feet
N APPROXIMATE TEST PIT LOCATION CONCEPTUAL SITE PLAN PREPARED AND PROVIDED
BY DODDS ENGINEERS, INC., JOB No. 94168.
EXPLORATION LOCATION PLAN
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj.No. 2798-1 Date JAN. 1999 Figure 2
12" MINIMUM WIDE
3/4" WASHED ROCK
OR PEA GRAVEL
SLOPE TO DRAIN
12"
EXCAVATED SLOPE
_�- (SEE REPORT FOR
APPROPRIATE
i
INCLINATIONS)
COMPACTED STRUCTURAL
BACKFILL
12" OVER THE PIPE
4" DIAMETER PVC 3 BELOW THE PIPE
PERFORATED PIPE
NOT TO SCALE
RETAINING WALL DRAINAGE DETAIL
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj.No. 2798-1 Date JAN. 1999 Figure 3
BUILDING SLAB
d<°
a °
°
\ `. ':.COMPACTED,
. . ��STRUCTURAL�:�
\ ° BACKFILL
a
a
° O O O L~
d $ O O
4" PERFORATED PIPE
3/4" WASHED ROCK
OR PEA GRAVEL
NOT TO SCALE
TERRA TYPICAL FOOTING DRAIN DETAIL
MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj.No. 2798-1 Date JAN. 1999 1 Figure 4
APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
Maplewood
SE 132nd Street and 148th Avenue SE
Renton,Washington
On November 24, November 25, 1998, and January 20, 1999, we performed our field exploration using a rubber-
tired backhoe. We explored subsurface soil conditions at the site by excavating 17 test'pits to depths of
approximately 6 to 12 feet below existing surface grades. The test pit locations are shown on Figure 2. The test
pit locations were approximately determined by measurements from existing property lines and surveyed stake
points on-site. The Test Pit Logs are presented on Figures A-2 through A-15.
A geologist from our office conducted the field exploration and classified the soil conditions encountered,
maintained a log of each test pit, obtained representative soil samples, and observed pertinent site features. All
soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described
on Figure A-1.
Representative soil samples obtained from the test pits were placed in closed containers and taken to our
laboratory for further examination and testing. The moisture content of each sample was measured and is
reported on the Test Pit Logs. Grain size analyses were performed on fourteen of the samples, the results of
which are shown on Figures A-16 through A-22.
Project No. T-2798-1
MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION
Clean GW Well-graded gravels, gravel-sand mixtures, little or no
GRAVELS Gravels fines.
Jrn (less than GP Poorly-graded gravels, gravel-sand mixtures, little or
O c� N More than 5% fines) no fines.
U) �'v� 50% of coarse Silty gravels, gravel-sand-silt mixtures, non-plastic
fraction is GM
p Gravels fines.
W Ca larger than No. With fines
•— 4 sieve
Z E GC Clayey gravels, gravel-sand-clay mixtures, plastic fines.
o
cw Clean
C7 i1' SANDS Sands SW Well-graded sands, gravelly sands, little or no fines.
0
� c Z (less than Poorly-graded sands or gravelly sands, little or no
c More than 5% fines) SP fines.
< cz 50% of coarse
O
� '" fraction i5 S(�/� Silty sands, sand-silt mixtures, non-plastic fines.
U g smaller than Sands
No. 4 sieve with fines
SC Clayey sands, sand-clay mixtures, plastic fines.
Inorganic silts, rock flour, clayey silts with slight
J C:o SILTS AND CLAYS ML plasticity.
a)o
O cv CL Inorganic clays of low to medium plasticity, (lean clay).
E o CD Liquid limit is less than 50%
� o Z Cn OL Organic silts and organic clays of low plasticity.
Q c�
co i.N MH Inorganic silts, elastic.
U a� SILTS AND CLAYS
ca CH Inorganic clays of high plasticity, fat clays.
Z_ �° U) Liquid limit is greater than 50%
[Z OH Organic clays of high plasticity.
HIGHLY ORGANIC SOILS PT Peat.
DEFINITION OF TERMS AND SYMBOLS
w Standard Penetration 2" OUTSIDE DIAMETER SPLIT
Q Density Resistance in Blows/Foot I SPOON SAMPLER
rf-
0 Very loose 0-4 2.4" INSIDE DIAMETER RING SAMPLER
o Loose 4-10 OR SHELBY TUBE SAMPLER
Medium dense 10-30
z Dense 30-50 1 WATER LEVEL (DATE)
< Very dense >50
Tr TORVANE READINGS, tsf
Standard Penetration Pp PENETROMETER READING tsf
Consistency Resistance in Blows/Foot
J DD DRY DENSITY, pounds per cubic foot
U Very soft 0-2 LL LIQUID LIMIT, percent
`o Soft 2-4
H Medium stiff 4-8 PI PLASTIC INDEX
.J
F Very stiff 6 32 N STANDARD PENETRATION, blows per foot
Hard >32
TERRA UNIFIED SOIL APLEWOOD CLASSIFICATION SYSTEM
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2798-1 Date JAN 1999 Figure A-1
Test Pit No. TP-1
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft.) Soil Description Contentoho)
0 TOPSOIL;_ wdark brown, sandy SILT with organics,moist. (ML)__________________
Reddish-bron,siltyfine to coarse SAND with gravel and cobbles,damp,
organics_ (Veryweatheredtill)(SM)
------------------------------------------------
Brown and gray mottled,silty fine to coarse SAND with subrounded gravel
and cobbles,somewhat cemented,loose to medium dense,damp.
5 (Weathered till)(SM) 15.8
--------------------------------------------------------------------------------------------- i
Gray siltyfine to medium SAND,with coarse sand and rounded gravel and
cobbles,dense,wet. (Till)(SM)
1 0 11.2
Test pit terminated at 10.25 feet.
Groundwater encountered at 7 feet.
15
Test Pit No. TP-2
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
Soil Description Cont Ne nt
0 TOPSOIL;dark brown,sandy SILT with organics,moist. (ML) __
-- ---- - -------- --- ---------- --- ------------ ----andg�-ave----
�S�ange-brown,siifyfiine SAfVD,-trace me i-di_um to coarse sand !----- 32.4
and cobbles�rgarncs,loose,damp._�Veryweathered till)_(SM1----------------
Gray and brown mottled,silty fine to coarse SAND with sub rounded gravel 12.3
and cobbles,somewhat cemented,loose to medium dense,damp.
5 (Weathered till)(SM)
----------------------------------------------------------------------------------------------
Gray silty fine to medium SAND with coarse sand and rounded gravel and
cobbles,dense,moist. (Till)(SM)
10 7.7
Test pit terminated at 10.25 feet.
No groundwater encountered.
15
- TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-2
Test Pit No. TP-3
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
eft•) Soil Description ContentN
TOPSOIL_Dark brown,sandy_SILTwithorganics,moist._( -
Reddish-brown,silty fine to medium SAND with coarse sand,gravel,and 55.5
cobbles,organics,loose to medium dense,damp. (Veryweathered till)(SM)
----- ----------------g-—-------------------------- ------------(----)--------------- 31.6
46
Brightorange and ra fine sand SILTwithclay,stiff,wet. ML LL=31
5 PL=31
PI= 15
------- ---------------------------------------------------------------------------------------
Gray,siltyfine to medium SAND with coarse sand and rounded gravel and
cobbles,dense,wet. (Till)(SM)
11.3
10
Test pit terminated at 10.25 feet.
Groundwater encountered at 3.5 feet.
15
Test Pit No. TP-4
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
Content
nt
(ft.) Soil Description Co(nt
TOPSOIL;dark brown,sandy_SILTwithorganics,moist. (ML)
-
Reddish-brown,silty fine to medium sand with coarse sand,gravel and
cobbles organics,loose dam (Very weathered till SM
Gray and brown mottled,silty fine to coarse SAND with gravel and cobbles,
somewhat cemented,loose to medium dense,damp. (Weathered till)(SM)
5 15.8
---------------------------------------------------------------------------------------------
Gray,siltyfine to medium SAND with coarse sand and rounded gravel and
cobbles,dense,wet. (Till)(ML)
1 O 11.5
Test pit terminated at 10.25 feet.
Groundwater encountered at 4 feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants �Proj, No. T-2798-1 Date JAN 1999 Figure A-3
Test Pit No. TP-5
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft.) Soil Description Content
0 TOPSOIL;dark brown,sandySILTwithorganics,moist__(ML)__________________
Reddish-brown,silty fine to medium SAND with coarse sand,gravel and 29.5
cobbles,organics,loose,damp. (Very weathered till)(SM)
Gray and brown,silty fine to coarse SAND with gravel and cobbles,some 13.9
clasts of somewhat cemented fine sandy SILT,medium dense,damp.
5 (Weathered till)(SM)
----------------------------------------------------------------------------------------------
Gray,siltyfine to medium SAND with coarse sand and gravel and cobbles,
dense,moist. (Till)(SM)
11.7
10 Test pitterminated at 9.25 feet.
No groundwater encountered.
15
Test Pit No. TP-6
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft.) Soil Description Content
0 _TOPSOIL;dark brown,sandy SILT with orclanics,moist._ (ML)
Reddish-brown,siltyfine to medium SAND with coarse sand,gravel and 38.2
cobbles,organics,loose,damp. (Veryweatheredtill)(SM)
Gray and brown,silty fine to coarse SAND with gravel and cobbles,some
clasts somewhat cemented,loose to medium dense,damp. 13.5
5 (Weathered till)(SM)
-----------"----------------------------------------------------------------------------------
Graysiltyfine to medium SAND with coarse sand,gravel,and cobbles,
dense,moist. (Till)(SM)
12.4
10 Test pit terminated at 9.25 feet.
Groundwater encountered at 7.5 feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-4
Test Pit No. TP-7
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft ) Soil Description Content
0 TOPSOIL_darkbrown,sandy SILT with organics,moist__(ML)__________________ 22.1
Reddish-brown siltyfine to coarse SAND with gravel and cobbles,organics,
loose,damp_(Very weathered till)(SM� __ _ -_ _
Gray and brown,silty{ne-----------
ray SAND with gravel and cobbles,some clasts-
somewhat cemented,loose to medium dense damp. (Weathered till.)(SM)_
Gray,silt fine to coarse SAND with gravel and cobbles,dense,moist.
5 (Till)(SM) 12.0
Test pit terminated at 5.75 feet.
No groundwater encountered.
10
15
Test Pit No. TP-8
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft.) Soil Description Content
0 TOPSOIL;darkbrown,sandy SlLTwithorganics,moist. (ML)
Reddish-brown siltyfine to coarse SAND with gravel and cobbles,organics,
loose,damp. (Very weathered till)(SM)
--------------------------------------------------------------------------------------------
Grayandorange,silty fine to coarse SAND with some clasts somewhat 11.5
5 cemented,with gravel and cobbles,loose to medium dense,moist.
(Weathered till)(SM)
-bra--sift-fnetocoarseGAND wiifi-ravelandco6bles dense moisi.- iQ SM - 12.9
Test pit terminated at 7.75 feet.
10 Groundwater encountered at3feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-5
Test Pit No. TP-9
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft.) Soil Description
Content
0— TOPSOIL;dark brown,sand SILTwith or anics,moist. ML
Reddishbrown silty fine to coarse SAND with gravel and cobbles,organics, 23.1
loose,damp. (Very weathered till)(SM)
Gray and brown,gravelly silty SAND with cobbles,some clasts somewhat
5 cemented,loose to medium dense,damp. (Weathered till)(SM) 10.9
Gray,silty,fine to medium SAND with gravel and cobbles,dense,damp.
(Till)(SM) 15.9
10
Test pitterminated at 10.25 feet.
No groundwater encountered.
15
Test Pit No. TP-1 0
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft.) Soil Description Content
Q TOPSOIL;dark brown,sandy SILTwith organics,moist. (ML)
Dark reddish-brown,siltyfine to coarse SAND,with gravel and cobbles,
organicstlgosezmoist__Veryweatheredtil)(SM) 40.5
Gray and brown,silty fine to medium SAND,with coarse sand,gravel and
cobbles,some clasts somewhat cemented,loose to medium dense,moist.
5 (Weathered till)(SM) 14.1
------------------------------------------------------------------------------ --------------
Gray,silty fine to medium SAND with gravel and cobbles,dense,damp to
moist. (Till)(SM) 10.8
Test pit terminated at 8.25 feet.
1 Q Groundwater encountered at 3.5 feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-6
Test Pit No. TP-11
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft•) Soil Description
Content
TOPSOIL_dark brown,sandy SILT withorganics,moist. (ML)
- - - - - - - - - - ------------
Reddish-brown,silty fine to coarse SAND with gravel and cobbles,roots, 184
loose to medium dense,damp. (Very weathered till)(SM)
---------------------------------------------------------------------------------------------
7.8
5 Gray and orange,fine sandy SILT with clay,gravel and cobbles,firm to stiff,
moist. (ML)
LL=30.5
---------------------------------------------------------------------------------------------
25.3 PL=24
Gray and brown,siltyfine SAND with clay,gravel and cobbles,medium dense PI= 7
10 to dense,moist. (Till)(SM)
21.0
Test pit terminated at 11.25 feet.
Groundwater encountered at 8 feet.
15
Test Pit No. TP-12
Logged by: MS
Approximate Elev.
Date: 11/24/98
Depth Moisture
(ft.) Soil Description Content
0 TOPSOIL;dark brown,sandy-SILT withorganics,moist_-(ML)_..................
Reddish-brown,silty fine to coarse SAND with gravel,cobbles,organics, 31.1
loose,moist. �Veryweatheredtill)(SMZ
Gray and brown,siltyfine to coarse SAND with gravel and cobbles,loose to
medium dense,damp. (Weathered till)(SM)
5 10.6
---------------------------------------------------------------------------------------------
Gray,siltyfine to coarse SAND with gravel and cobbles,medium dense to
dense,moist. Till SM 8.5
10 Test pitterminated at 8.75 feet.
No groundwater encountered.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-7
Test Pit No. TP-13
Logged by: MS
Approximate Elev.
Date: 11/25/98
Depth Moisture
(ft ) Soil Description
Content
07 TOPSOIL;dark brown,sandySILT with organics,moist_(ML)
Reddish brown siltyfine to coarse SAND with gravel,cobbles,organics, Z
Gray and brown,gravelly silty SAND with cobbles,loose to medium dense, 12.5
wet. (Weathered till)(SM)
5
---- -----:-------------------------------------------------------------------------------- -
Gray,silty fine to medium SAND with coarse sand,gravel and cobbles,dense,
moist to wet. (Till)(SM) 10.2
1 Test pit terminated at 8.75 feet.
Groundwater encountered at 1.5feet.
15
Test Pit No. TP-14
Logged by: MS
Approximate Elev,
Date: 11/25/98
Depth Moisture
(ft.) Soil Description Content
0— _TOPSOIU dark brown sandy_SILT with or anics moist._(ML)___ (/�)
15arF reddisi�=brown,§ilty fine fo coarse S f�1D wit'fi gravel an
organics,some clasts somewhat cemented,loose,damp to moist. 21.9
�Veryweatheredtill)(SM)
------------------------------------------------------
Grayand brown,silty fine to medium SAND with coarse sand,gravel and
5 cobbles,loose to medium dense,damp. (Weathered till)(SM) 6.9
Becomes more cemented and dense at 8 feet. (Till)
13.4
10 lest pit terminated at9.25feet.
No groundwater encountered.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 TDate JAN 1999 Figure A-8
Test Pit No. TP-15
Logged by: MS
Approximate Elev.
Date: 11/25/98
Depth Moisture
- (ft.) Soil Description
Content
TOPSOIL_darkbrown,sandySILTwithorganics,moist._(ML-
Reddish-brown siltyfine to coarse SAND with gravel and cobbles,organics, 34.8
-loose.moist.--(Very we@ithgredXLID(S M)--------------------------------------------
Dark brown,gravelly SAND,trace silt,medium dense,wet. (Weathered till)
(SW)
5 8.5
--------------------------------------------------------------------------------------------
Gray,silty fine to medium SAND with gravel,and cobbles,coarse sand, 11.0
dense moist to wet. ill SM
10 Test pit terminated at 9.25 feet.
Groundwate seepage at2 feet.
15
Test Pit No. TP-16
Logged by: MS
Approximate Elev.
Date: 11/25/98
Depth Moisture
(ft.) Soil Description Content
TOPSOIL�daricbrown,sandySlLTwithorganicsmoist, (ML)
Reddish-brown,gravelly silty SAND with cobbles,loose to medium dense, 11.2
damp to moist,roots. (Very weathered till)(SM)
---------------------------------------------------------------------------------------------
5 Graywith orange mottling,fine sandy SILT with clay,coarse sand,gravel and LL= 18
cobbles,stiff to very stiff,moist. (ML) 14.2 PL= 14
PI= 4
---------------------------------------------------------------------------------------------
Graysiltyfineto medium SAND with coarse sand,gravel and cobbles,
10 dense. (Till)(SM) 7.7
Test pit terminated at 10.25 feet.
No groundwater encountered.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-9
Test Pit No. TP-17
Logged by: MS
Approximate Elev.
Date: 11/25/98
Depth Moisture
- (ft.) Soil Description Content
TOPSOIL;dark brown,sand SILT with or anics,moist. ML
Reddish-brown,silty fine to coarse SAND with gravel and cobbles,organics, 30.6
loose,damp to moist., (Very weathered till)(SM)
Gray and brown,silty fine to medium'SAND with coarse sand,gravel and 12.6
5 cobbles,loose to medium dense,damp to moist. (Weathered till)(SM)
Becomes cemented and dense at 8 feet. (Till)
10 14.6
Test pit terminated at 10.25 feet.
No groundwater encountered.
15
Test Pit No. TP-18
Logged by: Ms
Approximate Elev.
Date: 1/20/99
Depth Moisture
(ft.) Soil Description Content
0 Topsoil-Dark brown, moist, sandy SILT with organics. (ML) 40.9
-----------------------
-Ffeddish=browri,-moist;sTtyAND witfi-g�ave(arid co6bles,loose:- 29.2
Gray, moist,silty fine SAND with gravel and cobbles, loose to medium 11.6
dense. (Weathered till) (SM)
5 Becomes cemented and dense at 4 feet. (Till)
10.3
Test pit terminated at 7 feet.
1 Q Groundwater seepage encountered at 1.75 feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-1 0
Test Pit No. TP-19
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
(ft•) Soil Description
Content
0 Dark brown, moist,sandy SILT with organics. (ML) 64.4
- - - - ------------ - - - -- ----------------------
Ffedifsfi=brown,-moist to wet,silty�aN6witfi-gavel-andcob6Tes;loose. 31,g
-plea!weathereriSill�2mV---------------------------------------------------------------
Gea ,damp to moist,silty SAND with ravel and cobbles, loose to 11 3
medium dense. (Weathered till) (SMj
Some cementation at 3.5 feet.
5 Becomes dense at 5 feet. (Till)
11.4
Test pit terminated at 6.5 feet.
1 Q Groundwater seepage encountered at 1.25 feet.
15
Test Pit No. TP-20
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
(ft.) Soil Description Content
0 Topsoil-blackish-brown, moist,sandy SILT with organics. (ML) 33.1
---------------------------------------------------------------------------------------------
Reddish-brown, moist to wet,silty,fine to medium SAND with coarse 28.1 =
sand,gravel and cobbles, loose. (Very weathered till) (SM)
---------------------------------------------------------------------------------------------
Gray,moist, silty fine to medium SAND with coarse sand, gravel and 13.1
cobbles, loose to medium dense. (Weathered till) (SM)
5
Some cementation, medium dense. 9.7
Test pit terminated at 6.75 feet.
10 Groundwater seepage encountered at 2 feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-11
Test Pit No. TP-21
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
eft•) Soil Description
Content
0 Topsoil-Dark brown, moist, sandy SILT with organics. (ML) 30.3
---------------------------------------------------------------------------------------------
Reddish-brown, moist to.wet,silty fine SAND with medium to coarse =
sand, gravel and cobbles, loose. (Very weathered till) (SM) 30.9
---------------------------------------------------------------------------------------------
Gray, moist,silty fine SAND,with gravel and cobbles, loose to medium 13.5
5— dense. (Weathered till) (SM)
Some cementation at 7 feet, medium dense to dense. (Till)
14.6
10
Test pit terminated at 8 feet.
Groundwater seepage encountered at 2.5 feet.
15
Test Pit No. TP-22
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
Content
eft•) Soil Description N
0 Topsoil__blackish_brown,-moisttsandy SILT with organics,__(ML)_____________ 28.2
Reddish-brown, moist to wet, silty fine SAND with medium to coarse
sand,gravel and cobbles, loose. (Very weathered till) (SM) 22.1 1
---------------------------------------------------------------------------------------------
17.0
Gray, moist, silty fine SAND with gravel and cobbles, loose to medium
5 dense. (Weathered till) (SM)
Some cementation at 8 feet, medium dense to dense. (Till)
10.2
10
Test pit terminated at 9.25 feet.
Groundwater seepage at 2.5 feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-12
Test Pit No. TP-23
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
(ft•) . Soil Description
Content
Topsoil-Dark brown,moist,very silty SAND with organics. (SM-ML)
.6
----------------------------------w--et-,------silty-,-----fine---to----------medium---S--AND------with---------coarse----------- 25
Reddish-brown, moist to 25.6
sandZ grav_el and cobbles loose._-Very weathered till) (SM�----------------- 1
Orange-brown,wet fine to coarse sandy GRAVEL with trace silt, loose 11.4
5 to medium dense. (GP)
Dark gray, moist to wet,silty SAND with gravel and cobbles, medium 13.2
dense. (Weathered till) (SM)
---------------------------------------------------------------------------------------------
10 Gray,moist, silty fine SAND with gravel,cobbles, medium dense. (SM)
Medium dense. 13.1
Test pit terminated at 11.75 feet.
Groundwater seepage encountered at 3 feet.
15
Test Pit No. TP-24
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
(ft.) Soil Description Content
® To soil Dark brown moist sand SILT with organics. t&
-----p----=--------------- ------- -----y---------------------=--(---)----------------- 33.0
Reddish-brown, moist,silty fine SAND with medium to coarse sand, 31.1
_ graveLand_cnbhles,-roots-_-(Very-weatbemdiill)-_(SMI------------------------- 1
Orange and gray(mottled), moist,silty fine SAND with gravel 22.5
__and cobbles, loose_ (SM)_____.________ _ _ _ _ __ _ _ ______ _ __ _
Gray, moist, silty fine SAND, at 4 feet some cementation and medium
5 dense. (Weathered till) (SM)
Less cemented at 6 feet.
Medium dense. 14.4
1 Test pit terminated at 8 feet.
Groundwater seepage encountered at 2 feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-13
Test Pit No. TP-25
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
(ft.) Soil Description
Content
0— --Topsoil- -Blackish-brown,-moist-to-wet,-sandy-SILT- with-organics.-(MUOL)- -
69.2
-------- - ------------------- ------- -- ----- ------- -- -------- ----------- --- ------
18.5
Dark gray, silty,fine to medium SAND with coarse sand, gravel and
cobbles, moist,loose to medium dense. (Weathered till) (SM)
5
Becomes more cemented and dense at 6 feet. (Till)
14.3
10 Test pit terminated at 8.75 feet.
Groundwater seepage encountered at 0.5 feet.
15
Test Pit No. TP-25
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
(ft.) Soil Description Content
Topsoil- Dark brown, moist to wet, sandy SILT with organics. (ML) 58.2 V
Reddish-brown,wet,silty fine SAND with coarse sand,gravel and 46.6
cohhles,Jonse_��Le v�eatheretit�l) ------------------------------------------
Gray, moist moist to wet,silty fine SAND with gravel and cobbles, loose to
5 medium dense. (Weathered till) (SM) 14.5
Becomes a little more cemented, medium dense.
10 Medium dense 14.9
Test pit terminated at 11 feet.
Groundwater seepage encountered at 1 foot.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-14
Test Pit No. TP-27
Logged by: MS
Approximate Elev.
Date: 1/20/99
Depth Moisture
eft ) Soil Description Content
Topsoil-Dark brown, moist,sandy SILT with organics. (ML) 43.3
Reddish-brown,m(Very weathered toist to wtsm,et,silty SAND with gravel and cobbles,loose. 21.6
Gray, moist,silty fine to medium SAND with gravel and cobbles, loose 15.3
to medium dense. (Weathered till) (SM)
5 Less medium sand and gravel.
Medium dense. 12.7
1 Test pit terminated at 8 feet.
Groundwater seepage encountered at 2 feet.
15
TEST PIT LOGS
TERRA MAPLEWOOD
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2798-1 Date JAN 1999 Figure A-1 F'
SIEVE ANALYSIS HYDROMETER ANALYSIS
SIZE OF 1' C 1 1••1GRAIN SIZE IN MM
N WIN
M SEE!
mom mom r■MMILWIN Imm�hVIIIIEW-
�
���■� ■o
012
mom
ON
mom■�iOMMEW
MOM
•
® •• 1 • Description •Moisture' �®
• 1nt
silty SAND with gravel
1silty gravelly1
SIEVE ANALYSIS HYDROMETER
SIZE OF I• / 117.1•ISM
CD
CD 1
mmm IN
1 mimmimmmommomm
IMMINIMMIN
MENNEN
MEN
.. �����■ems■�����������■�����■■■■����
Description
• 1 ���■■I�■I�1■I■�1■��II■■■1■I■���■11■■■■��■����■11■■�����■■■■���� 11
• • • • • • • • • •• • • • • • •
•
• 1silty sandy
• 1 1silty SAND with gravel
HYDROMETER
SIZE OF OPENING IN INCHES GRAIN SIZE IN MM
CD OMM MEN M_�■��11� ��� ���1_0���� ��MW� 1
MME
CD 11ism
IMINNOMME
OX
� �■fie. \\��� ��e�■■0��■■■■■����
WMEmomm■�i■��i••■�■��_m�
• 111110 am ee ■��■��� � !'��■■����■■■■■Mamma
��■ice■ii��ii■�in■��■11■1��■. ter•-■■�i�■■■ _ a■■I._si�iais��niii����
Description
• 1 gravelly1 with silt
• ' • 1 gravelly /
SIEVE ANALYSIS HYDROMETER
SIZE OF OPENING IN INCHES
11 eettt� �ttt■■ttt•e��eti�e�t. .�ee�te�ettt�tttt�t�•e.�e•�_t■■■t■��ett■tttttttttt� 1
■e■■���_�■11�■.��eel���■■■■ee■■■■ee■■e■.■■■ei����i�el�■■lee�
ee�e.�lel■ ■.■■■.���e���ee�ee■ee■ee�e■.�e..e��■■■e.�e.MEMO
■ee■■.���■.■■■.�■e►lM■■���e■�■�e■■■■�e■.�■.e.�■■■■■.�■.■■■■
e■�■.�el■�e.■�e.�ee.►��■�■■�■■■e�■e�.■.�el■�e�■■■■e.�es■e�
► e■e■e■1e•eele■eel�leel�e���eet■��eee■e�e�eee■.e.MNet■■ee.■■■■■IMEN e■
'' e■� �e.�e.e• .oe.en��ee.�ee�■e�e�ee�e■.�et■�■■■■e.m MEMO ,
1 ■■■■■elm■��■. ■��e. ■e►��■■�■EEimmimmm
■�e■�ee.■■���■■■■.���
• � ■■■■■.�■�■■e.�■���e■��■■■.�e■■■.e■wee■■�e■■■ee.■■��■.�■■■■.�e.eee■
MIMMIN
IME
■■�■.�el■�■sue■.���e.��■ee•�emmemmeee■.■.■■■.ee�■■■■■e.��■e�
■■■■■elm■�e■■■i■1■.�e.����■■e■■\��■■�e■■1�■.��■■■■■I�■.� •1 s•
■■e■■■1�■.e■■el■1■el�■el�� ■■►��ee■■e■el�■e�l■■■■■Imeei
e■■■e■I�e.■■■.■1■el�■■i��MMMM� ■■■��ee■■.■eI�■eO�■■■■■I�eelee�
• 1 ee■■■elm■.■■■■1■1■■1�■■1���►�■■■■���e■ele■■.-m■■■■elm■■l
■■e■■■1�■■1■■■■1■1■.�■■I�S���■e.■■L:�e■el■■■.�■■■■■■I�eel■■� 1
ee■■■els■el■■eelel■■i�e■1���■■\�■e■ee■tt►�e■■1�■.�■■■■■el�■elee■■
• ee■■e■I1Meele■■. ■■1�■■1■■MMEME eeet 1MIMee■■e►�e■■I�e.�■■■■eel�■elee�
eee■eel�eele■eel�eel�eeli��eeer��ee■■e�:7■■I�ee��■■■eel�■■lee�
1 .■ee■eel�eele■■el�eel�■el���ee�e\�ee■eee��eel�ee��■■■■el�■■lee�
e■■■■■I�e■1■■■.�■.�■■1��� ■e►7e�.■■I■■■.�■■■■■■1■■■.■■e■ .1
• ■■■■■elm■ele■■■lel■el������■■\►�■e■■.■■le■■.�■■■■■■1�■elee�.. e■■■■■i�■el■■■■1■1■■1�■.���■ems■■■■\��.■el�■.�■■■■■.�■el�
• ■e■■■■i�■■I■■■.�■■Ike.��-■■■■■■■■■1.��.■i■■■e��■■■■■1�■■lee�
• 1 ■■e■e■i�■■I■■e■i■1■elm■■I���e■■■■a■■■e■\��■el■■■e��■■■■■1■■eele■� .
e■■■■■I�e�■■e■I�e■1�■.OM Je.MO■. m■■■■.m■■1■■�
• CSC=C:�C:::C���=CC�:::�CC::::::CC�
1 ���■■��■Itt■1�1��1e��11■■■t�l����■11■■�■.�■���■■11■������■■■����� 11
• 1
•
,• 1 • ® Description • , �®
SIEVE ANALYSIS HYDROMETER
OF OPENING IN INCHES Wavy,Iv awc aElm omm�=
1 '1
MML
CD
:3 WEE
MEMMmE
MEEIIm
■E■_ 201
���■._.
mom Mm
► / ���■■I�■I�1■I■■I vll■■■1■I■���■1■�■�� ■���■■11■■����■■■■■NME WOMEN 11
•
Description Moisture
Content (% om
• • • • • • • • • • • • • •
• • • • • • • • • •
•�1
•
® •• 1 •
•
• 1 ME M
SIEVE ANALYSIS HYDROMETER
R, ANALYSIS
SIZE OF OPENING IN INCHES
�� w�_�w■■ri■�iiiii��� �w�wwwws■■wwa�■■■■■ww�w.w �
Cb
CD
Z�wtwwwwww�■■www��■■■■ww�ww■
j wttww�w■w■w��■w wwwtww�wwtt■tw�■ttw■■wwww�■tt■■wwwtttw
twwwww■■w■wl�■w�www��w�■twww�■■■■ww�■■■■■www
.� wtw�ww■■■w��■wl�wwwww�■w�wwww�■■wwww■w�■■■■ww�w■w �
w�w�www■w■�■wl��w��w■wwwwww�■■www■ww■■■■■ww�w�
w�w■www■w��■w�■�w�� ww�w�■■www�■■■■■www■w�
w��www■w��■w■�w■■■www�Zwwwww�■■waw■�■■■■■ww�w�
w�wwww■w���iw■�■ww�wwww�wt■�wtw■■wwww��t■■■ww�w�
► w��www■ww►�w■■�w��w�wwwww�■■�ww■�■■■■■�w�w� �
:� w�■wwaw■www■�w■wwwwwwww■wwwwww�■■wwww��■■■■wwtwww■ .
�wtt■wwtw■ww■►���ww���ttwwws■■wwws■■■■■ww�wtw
• w■ww■www■ww■��i�wwwww�ww�wwwww�■■www■ww�■■■■ww�w■w �
■ w��www■w■�■■w►��■■��w�wwwww�■■ww■■�■■■■■ww�s
1 w■w�www■w ■w��wwwwwww wwwsw�■■www�■■■■■ww�a �
• ww• www■ww■ww��a���i�wwwws■■www■ ■■■■■ww�tww
w■w�sww■ww■w ���www■■�w�twwww�■■wsw■�w■■■■■ww�w�
w■ww■ww■w■ww■w�■��a■�s■�wwwww�■■wwwww■�■■■■ww�ww■
wwtwt■ww■ww■w■■s��;��wwww��www�■■wsw■ww�■■■■www■ww■
.� www■www■ww■ww��s���wlwwwwwe■■wlww�■■■■■ww�w� ,1
► w�■wwww■ww■www►�w�ew�w�wwwww■■w�■■ww■we■■■■■ww�■�
w�■www■w■ww■w �www���ww■wwwww�■■www■�■■■■■ww�wtw •
www■www■www■■��ws�►�awwwww■w■�www■ww■■■■■ww�ww■
■■w��www■ww■1■ww►�■ww■���wwwww�■■www■�■■■■■ww�wtw .
��www■ww■wwwst►����w�wwww��swww�■■■■■wwww�
. w� tsw■w■■■w■ww�■r www►-�wwwwwww■■■�wlw�■■■■■ww�w�
w�■T■www■ww www ►��.■■wwwwww�■■www�■■■■■wwww■w
.. wit■■www■wwl�www■www_�■►�wwwwwtww■■wws�■t■■■ww�tttw •
.1
twwaww■w■ww■wwwww►�� �wwwww�■■www��■■■■www■w�
• w■ww■w■sw■ww�wwwww►� ��www�■■www��■■■■ww�ww■
• � ��wsw■ww■ww�wwwww���;.�www■w■■wwww��t■■■ws 1
w��www■ww■w■w www■ww���ww■►.�■wwwwo■■www■ww�■■■■m=
w��w■ww■ww ■ww�■� ■�ww�■■www�■■■■■ww�w�
• w�w■www■ww■ww�w��► ■►�www�■■wwwww��■■■■ww�w�
w�ewww■ww w■wwsw��w�G�www�■■www■��■■■■ww�w�
� w�w■ww■w■ w■ww�wwwwwwww►� :�w�■■w■■w��■■■■w■■w■w� .
w��w�w■ww■ww�w��wt►�w■e.�w�■■ww www ■■■■www■w■w .�
• w��w■ww■ww■wwwwawww�lww��wtwr■■ww�i�■■■■■mm�w
•. w�w■ww■w■ww■www■ws�w��w►�w�■■www■��■■■■www■■�
w�aww■w■ww■wwuww��w■w►.�I��_�■■www��■■■■w■■�w�
. 1 w�w■ww■w■ww■ww■wwwww�w■■��www��■MEM■ m■■■■www■tww .
��ww■w■ww■■�ww■w tw��e�w►��w��■mmw�Mm■■■www■w■w
_ w��wtww■ww■ww�w �s■■a��w�■■�ww��■■■■w■■�w�
• miimiimw�i��� Mii �Immmmmm�
� �w�■■iw■iw�■i■�i■wwN■■■�■i■w�w�m■■■■.w■ww�e■��■■sw�www■■■■■■ww�w� 1�
• o
Description
•
sandy GRAVEL
• gravelly SAND with silt
SIEVE ANALYSIS HYDROMETER
SIZE OF OPENING IN INCHES WHUTRUMMI 0
/ �■ ■.CSC .
IN IN �11` ■ �N�.■■■■ �
■■� NO ME1m ■m u��a MEMEMEE �■�■■■u■ ups '
ul,M■.B■E! mm�-m■� �■■.0 �.■■■■=iu. m
_ C■�� MESr■i�■�IIINLI���5■�i�� i �■L
SIMON
IN IMEN
MINE IN mmmm���ommmmmm MEN
MINE MINE■■.IN MR- _�_......��_�_
MINE El ME am
ME IMONEWINEEN
MEN
ONEi� 7■.��EME■■■■■.ENH�
■. 0_� ��►MN ■.SWNM.■■■■.ONINM
� '1
�M .m ■■1,� 1■ ►�e�l.■�5..1,=C..■■■.uEENEEM
H!E OR �!��■■.11111 IN S.NEH� ,
1ON _
.. ENIESEMINME
=_ N��.��._H_ � EWINE
�N�•�_S■.=110�EININNEWIN_■■■■■.EN1!•� . •.
�111�1aMINIMS
1111 ! • mIN MEN M N.�N�■■■■■.�H�
011M
MEEMONEW
MEN
IMEEM
ENIM
a no
• MN ..■ ■ ��e���ommmNWNEINEM!�■■■■■.SIH�
WINE mm �� ■■.NEM�■■■■■mmmm
MINEmommmommimmm
�u■u.■■ MEI,�■■. ■■■■■mm�e
. 1
MINEIM
���■■I�■I�1■I■�1■��II■■�1■I■���MMM
■11■■■ mmm1■■����1■■■■o��� 11
•
Description Moisture
' Content m
1
• 1 •
•
sandy
• . 1 with gravel