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1 GEOTECHNICAL INVESTIGATION
LID 314
1 Penton, Washington
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iConducted for:
Jones Associates, Inc.
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i CWDO Project No. 79-S170-01
May 11, 1981
iComma MGM Ohu peon Inc
P 11'm11 f,e. 11'Wl
Converse WardDavisDixoii
May 11, 1481
Jones Associates, Inc.
2700 Northup 'day
Bellevuo, Washington 98004
' Attention: Mr. John Walton
Subject: Geotechnical Investigation
LID 314
en
Rentoonn,,
R Washington
Gentlemen:
We are pleased to present the results of our geotechnical investigation
for the referenced project. This study has been accomplished in accord-
ance with our proposal letter dated August 17, 1979.
The proposed construction of new roadways and widening of existing road-
ways will require surcharging to minimize post-construction settlement.
We have recommended installation of settlement platforms to monitor per-
formance of the surcharge. Suitable pavement recommendations are pro-
vided for new roadway sections and resurfaced sections including the
' oossible use of filter fabric.
We appreciate the opportunity to be of service to you on this project
and would be pleased to discuss any questions that may arise from this
report.
Very truly youri
CONVERSE WARD DAVIS U!XON INC.
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C,v1.co>.t 1' � r►.1�-c• ..mac.
' Vincent J. Perrone
ect EngineeJ
Robert L. Plum
Principal Engineer
VJP/RLP/cec
' Convva wvtl O..a Drwn iM
M:
' 1.0 INTRODUCTION
This report presents the results of our geotechnical investigation for
the proposed road.,ay construction in Renton, Washington. The purpose of
our work was to determine soil and pavement conditions and provide re-
commendations for site preparation and pavement design.
' the scope of our work included field investigations, review of available
soils information, laboratory testing, engineering analyses and con-
sultation, and preparation of this report as described in our proposal
letter dated August 17, 1979. Our work on this project was interrupted
for reasons described in your letter to us dated November 6, 1979.
2.0 PROJECT AND SITE DESCRIPTION
The proposed project area is located west of SR-167, south of 1-405,
north of Southwest 41st Street and east of Longacres Racetrack in
Renton, Washington. The roadways involved in this investigation are
shown on the site and exploration plan, Drawing 1. The total length of
' the project is about 2.8 miles.
The surrounding topography is flat with minor noticeable variations in
elevation due to existing roadway embankments and/or drainage ditches.
Areas of virgin ground appear to be either below water or in a saturated
' condition much of the year. The existing vegetation in the project a:ea
consists of wild grasses, an occasional alder, willow and cattails.
Much of the general site area has been or is being developed. This
development appears to consist or up to six to eight feet of fill with
subsequent construction of light industrial buildings and pavement
areas.
The proposed construction will consist of the following:
i1. Widening existing roadways,
2. Constructing new roadways,
3. Raising grades to sufficiently place new pavement,
cenra.ae ware Pall*Moen,IM.
2
4. Resurfacing existing paved areas,
$. Installation of underground utility lines, and
6. Installation of stream culverts.
At understand that the proposed road construction will involve widening
existing paved roadways along the East Valley road and Southwest 16th
Street. New roads will be constructed along the Southwest loth and
Southwest 27th Street alignment and will require as much as an eight to
ten foot raise in grade in some areas. All finished roadways will have
1 three lanes and a width of 36 feet except for Southwest 27th Street west
of Lind Avenue which will have four i4hes and a width of 44 feet. New
roadways will have a ten-inot shoulder on both sides of the roadway.
Widened East Valley Road asd Southwest 16th Street will have six-foot or
wider shoulder on each side of the roadway.
We understand that buried gas, water storm drain and/or sanitary sewer
lines either presently exist or are planned for various sections of the
proposed roadways. Two 2n.-inch diameter oil lines and a 60-inch diam-
eter City of Seattle water line currently pass beneath East Valley Road
at approximately Stations 66.40 and 66+80, respectively. In addition,
two new culverts will replace the existing culverts at the Sprinqbrook
Creek Crossing at approximately Station 23+50 on Southwest 27th Street.
We understand that these will be corrugated metal arch culverts 114 feet
in length and 138 inch by 83 inch in cross section and installed at an
invert elevation of 3 to 4 feet.*
A general summary of existing and proposed utilities follows:
' East value Road
Storm Drain
rope osedTr full length of roadway except between Stations
67.30 to 69+00.
Sanitar Sewer
.xis ng ran beginning of project to Station 67+60.
' Gas
Msting from beginning of project to Station 53+60.
`Reference elevation: City of Renton datum
canWrat Ward Daiwa Dig".Wit
•3
waar
Mk myy from be 'ginning of project to Station 53+20 r Sta-
tions 67+20 to 80+00.
' pr000sed from Stations 53+20 to 67+00 and Staticns 90+00 to
Southwest 16th.
Southwest loth Street
Storm Drain
ropD—'pstTTor full length if roadway.
San It!,
Sewe
�eull length of roadway.
ras
Existing for full length of roadway.
Water
1 reopvsed for full length of roadway.
Southwest .9th Street
Storm Drain
rophosedfFom beginning of roadway to Station 42+00.
San itery Sewer
ropose�frac beginning of roadway to Ststion 35+00.
1 water
.Proposed from beginning of roadway to Station 29+10 and Sta-
tions 29+90 to 37+30.
Southwest 27th Street
' Storm Drain
rop�`osedf6r full length of roadway.
t $anitar Sewer
.s s ng rom eglnning of roadway to Station 33+00.
' water
7roposed for full length of roadway.
' During the course of our investigation we were provided the following
information:
calla.#wall paw%CA",,mc,
' 4
' I. Aerial photograph of project area with project stationing.
Scale: 1 inch • 200 feet.
2. Project drawings titled `LID 314 Cross Sections" sheets 45
through $0.
3. Drawing tiled "Springbrook Creek Culvert oetail."
3.0 : _)SURFACE EXPLORATION AND LABORATORY %H IING PROtj4ll
Our subsurface exploration program consisted of excavating 45 backhoe
test pits and drilling 15 borings with a rotary drill rig from :,uqust B
through September 7, 19'q and reviewing additional existing ubsurface
information obtained for other projects in the project area. Numerous
peat probes were made along the proposed alignments to aid in defining
camp-essible soil thicknesses. Additional neat probes were performed on
February $, 1981 on Southwest 27th Street at the Springbrook Creek Cul-
vert crossing. The approximate locations of our boreholes, test pits
' and peat probes are shown on the Site and Exploration Plan, Drawing 1,
in addition to the approximate locations of subsurface explorations
performed by others.
Representative soil samples were obtained from the borings in
conjunc-tion with performing penetration tests and grab samples were taken from
the test pits. The penetration test consists of driving a 2.4-inch I.D.
sampler with a 140-pound hammer falling freely for a distance of 30
inches. The numher of hammer blows required to drive the sampler mix
' inches is recorded and are shown on the boring logs. The explorations
were observed on a full time basis by a geologist frog our firm, who
made a log of the soil, encountered, evaluated the difficulty of
drillinglexcsvation and recovered soil samples. We have modified the
logs presented in Appendix A to reflect the results of laboratory
examination and testing of the samples.
cew"M wwa 0e14 oiwm.I".
' •5-
Peat probes consisted •f manually pushing it one-foot It � by one-inch
diameter sampler att.'we^ to approximately 1/2-inch lameter rods to
refusal. A specimen was tsually retrieved from the tip of the sampler
for inspection. The difficulty or ease of probe penetration is an
indication of th. nresence of soft cohesive or peaty soils.
The soil strut: shown on the logs were obse wed at individual borings or
test pit locations. tctual conditions between the exploration locations
may vary from those shown on the logs.
The laboratory testing program consisteo of moisture densi ,, determi-
nations, grain size analyses, unconfined compression tests, Proctor
Compaction tests (ASTM D698-18), California Bearint. Ratio Tests (ASTM
DIM), and consolidation tests. The moisture density results ara shown
on the logs and the consolidation test results, grain size analyses,
Proctor compaction tests California Bearing Ratio Tests, and and un-
confined compression tests are presented in Appendix B, The results of
our California bearing ratio tests and unconfined compression tests are
presented in Table B-1.
We conducted a pavement survey by walking the alignment and observing
the condition of the existing roadway along East Valley Road and S.M.
16th Street. The results of this survey are discussed in Section 5.0.
4.0 SUBSURFACE CONVIT10NS
' 4.1 General
The sit, lies in what is generally referred to as the Kent Valley. Sub-
surface conditions typically include a relatively thick sequence of
recent alluvium consisting of `oose to medium dense sands and silts with
local deposits of nrganic silts and peaty. The soils geMrallr grade
denser and with less organics with depth. Due to the nature of alluvial
deposits, the soils generally exhibit considerable variations over short
distances both laterally and vertically.
Cana ne W ve Oea�D+.an.iec.
' Based on the borings and test pit Ihfarmation, the area appeers to be
underlain by four general general soil wits. These inriude:
' 1. Fill
Much of the area, particularly the esi ..; oadway and
shoulder areas, are ,MorlAin by fill . Tho r,r,4".
r
� density of the fill enraunterM in our explorations Has
1 quite variable and incl ded demo sand and gravel, medium
dense silty sand and m,'+ m densp 'nos ettto . w •. r-i
ness of the fill a,S''t va a ut er f,•cr to i ss th•-
one foot.
' 2. Organic Soils
The natural soils encountered In much cf the area consisted
of soft organic silts and beats. The peats varied from
fibrous to fine-grained while the organic silts rarged from
slightly to highly organic. These organic soils .ore gen-
erally soft to Iirn, due to consolidation by tl ,.eight if
1 the overlying fills. The thickness of the unit was quite
variable ranging from less than a foot to over eight feet.
Comparison of the thicknesses of the organic soils encoun-
tered by the probes in virgin areas with that encountered
by the borings in fill areas indicated that the unit may
have been compressed 12 to 36 Inches by the weight of the
fill.
1
3. Loose Silts and Sands
Underlying the organics, we encountered a layer of loose to
medium dense silts and fine silty sands with local zones of
eorganics and lenses of clean sand and gravel. This unit
was also quite variable in thickness ranging from zero to
over ten feet.
4. Lower Sands
Underlying the organics and upper loose silts and fine
sands, all the boring: encountered a stratum of medium
dense granular soil generally consisting of medium to fine
fcaawna Ward na.1C o,.oa Ihc.
sand with some shells but locally grading to den-., sand and
gravel. This unit extended below the depth of our deepest
boring at a depth o+ 52 feet.
1 1.2 Alignment :Cretigraphy
Pased on the exploratic s, the general natu-ai soil coiditions (unde•.,-
lying any existing fill and pavement) along the existing and pr'oosed
oanways consist of the following (numbe-s indicate approximate thick-
ness of tech deposit):
East Valley Road
a` Southwest 41st Street to Station 45400
5 to 8 feet - peat and organic silt
2 to 3 feet - loose silt underlain by sands
1 b) Station 45400 to Station 60.00
8 to '1 feet - peat and organic silt
3 to 5 feet - loose tilt underlain by sands
c) Station 604UD to Station 82400
6 4o 8 feet - peat and organic silt
a to 5 feet - sands
' 4 to 6 feet - loose silt underlain by sands
d) Station 82400 to Station 9G400
10 to 12 feet - peat and organic underlain by sands
e) Station 90400 to Station 44+08
4 to 6 feet - loose silt underlain by sands
' Southwest 16th Street
a) Station 30400 to Station 384176 (East Valley Road)
4 to 6 feet - loose silt unnerlain by sands
Southwest 19th Street
a) Station 20400 to Station 24400
3 to 5 feet - loose silt underlain by sands
b) Station 24400 to Station 25400
3 to 5 feet - loose silts
6 to 8 feet - peat and organic silts underlain by sands
Coe M Wa,d aww outs,wm.
r -8-
r c) Station 25.00 to 2eN06
4 to 6 feet - loose silt un<i-lain by sands
d) Station 28#0C to East Valley Rota
10 to 12 feet - peat and organic silts underlain by
sands
`outhwest 27th Street
a) Station 10-00 to East Valley Road
4 to 8 feet - peat acd organic silts
2 to 4 feet - loos' silts underlain by sand
Springbrook Creek Culverts
our investigations indica a the area of the proposed .inverts
are underlain by about four to five feet of soft peat and
urganic silts above sand. The elevation of the bottom of the
soft material is approximately elevation 0 to i with water
elevations at about elevation 8.0 in the vicinity of the
existino and proposed culverts.
1
4.3 pavement and Fill Sections
The existing fill embankments along tb- proposed and existing road
alignments generally consisted of varyir3 thicknesses of gravelly sand
or silty sand fill. We un6erstand that this fill was placed on the site
from one to about 60 years ago. The East Valley Road and Southwest loth
Street embankments were constructed about 60 years ago and have a sur-
face covering of asphaltic concrete. The following it a general summary
of the age and thickness of existing embankments and pavement sections
based on our subsurtace explorations,
East Valley Road
Section 1 tSouthvest 41 S`.reet to Station 444001
4 to 6 1/2 inches - asphaltic concrete (AC) and asphalt-
treated base late)
2 to 8 inches - sand and gravel
3 112 to 6 inches - concrete
2 1J2 to 4 feet - silty sand fill (glacial till fill)
reportedly placed approximately 60 years
ago.
WnxNae Ware bwaa Ow".W.
-g-
Section 2 (Station 44+00 to Station 67+001
4 1/2 to 5 1/2 inches - AC and ATB
3 to 6 1/2 inches - sand and gravel
4 1/2 to S 1/2 inches - concrete
2 li2 to 5 feet - coal fill reportedly placed approximately
60 years ago beneath paved roadway sec-
, Lion and four to seven feet of gravelly
sand fill adjacent to original roadway
embankment reportedly placed less than 60
years ago.
Section 3 (Stetion 67+00 to Station 94+08)
4 to 7 inches - At and ATB
1 to 5 inches - crushed rock
2 1/2 to 6 feet - sand and gravel fill reportedly placed
approximately 60 years ago.
Section 4 (Station 94+08 to Lind Avenue-Southwest lbth Street)
1 inch - AC
1 3 inches - crushed rock
5 inches - concrete
3 to 6 feet - sand and gravel fill reportedly placed ap-
proximately 60 years ago.
soutnwest loth Street
ai 5 to 10 fret - sand and gravel fill reported placed ap-
proximately 1 1/2 to 2 years ago.
Southwest 27th Street
a) Station 10+00 to Station 23+30
2 to 6 feet - sand and gravel !ill reportedly placed
' approximately 5 to 10 years ago.
b) Station 23+30 to Station 33+10
4 to 8 feet - sand and gravel fill reportedly placed
approximately 1 years ago
c) Station 33+10 to Station 46+23
4 to 10 feet - sand and gravel fill reportedly placed
approximately 1 year ago.
4.4 Groundwater
Groundwater was generally observed in the test pits which were excavated
in filled areas of the Site. Groundwater level% at the time of our
explorations varied from 4 112 feet above to 7 feet below the present
Cams"w.n Slaw Dusk mo.
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elevation of the natural ground surface located beneath the fill. Large
areas of ponded groundwater and marshes were also observed at several
site locations. Groundwater conditions are dependent upon seasonal and
non-seasonal factors which may change and result in different conditions
�t a later date.
' 5.0 PAVEMENT RECONNAISSANCE
rerrelatlon was observed betwee., pavement perfi mane and the various
Pavement sections determined in our subsurface explorations. the
1 following correlations by section correspond to section designatlons
used above (paragraph 4,1) to describe embankment conditions along East
Valley Road and Southwest 16th Street.
Section 1 (Southwest 41st Street To Shtion 44+00)
Numerous refractive transverse and longitudinal cracking. In-
dicative of low strength, unstable subgrade soils, and un-
stable rocking and concrete slabs.
Section 2 (Station 44+00 to Station 67+00)
Some reflective transvers cracking at slab joints and occa-
sional longitudinal cracking indicative of local unstable
concrete slabs. Generally good pavement performance with
' isolated areas showing distress.
Section 3 (Station 67n00 to Station 94+06)
tOccasional minor cracking. Good pavement performance relat-
ing to the stable subgrade.
Section 4 (Southwest 16th Street: Lind Avenue to East Valley
Road)
Some transverse cracking due to refraction of concrete slab
joints was noted towards the east end of this section. At
these cracks the thin asphalt overlays are deteriorating to
some extent. Good pavement performance in general. Suggests
1 stable subgrades and concrete panels.
Cenveru Ware bevu boon,mt.
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i6.0 ENGINEERING RECOMMENDATIONS AND CONCLUSIONS
6.1 Surcharge Recommendations
1 in general the site is underlain by varying thicknesses of highly com-
pressible peat and organic silt. Although organic soils initially
exhibit relatively rapid rates of settlement from embankment loads,
tong-term creep or secondary settlements can exceed three to six inches
over a 20 year period. However, long tern settlements can be minimized
by surcharging "emporary placing additional heights of fill above the
proposed final finished grades.
our recommendations for surcharge are intended to provide a suitable
subgrade for pavement and en-0ankment sections, and buried utility lines
by minimizing settlements. The surcharge criteria was hased on computa-
tions minimizing the post-surcharge settlement to less than two inches.
1 The actual settlement may be nore or less than the theoretic.o value.
In February 1981, we provided you with our detailed surcharge criteria
1 and estimates of total settlement for 96 cross sections along the pro-
posed aligrment. in this report, we have only briefly summarized those
detailed recommendations. 04, cztir„�t_t ^r `�" elevxtinn of the too Of
surcharge shown on the detailed sections and in this report assumes in-
stantaneous placement of the fill before settlement begins and therefore
represents our estimate of the total thickness of new embankment and
surcharge fill, in order to verify subsurface conditions and establish
rthe field surcharge elevations, field observations will be required to
determine the percentage Of total estimated settlements that occur dur-
ing fill placement.
' Our recommendations for the total height of embankment and surcharge,
fill end the extent Of surcharge are shown on the typical sections,
Drawings 2 through 8. ua have limited the extent of surcharge to the
outside edge of the new roadway shoulders to minimize fill quantities,
although additional settlements could be expected in shoulder areas
during the life Of the structure. However, sections of roadway with
buried utility lines beyond the outside edge of the new shoulders should
Ceman.xaw Devi.Due".IM.
-12-
be surcharged beyond the edge of the shoulders as shown on the typical
surcharge section, Drawing 2. A summary of our surcharge recommenda-
tions follows:
East valley Road
1 Station 10+00 to Station 86+00
Height of surcharge approximately 1 1/2 to 3 feet on Cl ied
areas beyond the existing road embankment. Estimated settle-
ments on the order of 1 to 2 feet.
Station 86+00 to Station 90+00
1 Height of surcharge approximately 2 to 3 112 feet for fill on
virgin areas beyond the existing road embankment and approxi-
mately 1 1/2 feet on the existing roadway. Estimated settle-
ments of 1/2 to 2 feet on virgin areas and 0.2 feet beneath
the existing road.
1
Southwest loth Street
1 Lind Avenue to Station 38+96
Height of surcharge approximately 0.3 to 0.5 feet for fill on
+r^ice areas beynno thn exixting road embankment. Estimated
settlements of 0.3 to 0.5 feet.
_Southwest 19th Street
Station 20+00 to Station 23+80
Height of surcharge approximately 0.3 to 0.5 feet on roadway
and shoulders. Estimated settlements approximately 0.3 to 0.5
feet.
Station 23+90 to Station 25+30
Height of surcharge approximately 5 to 6 feet on roadway and
' shoulders. Estimated settlements approximately 3 to 3 1/2
feet.
Station 25+30 to Station 30+00
Height of surcharge approximately 1 1/2 to 3 1/2 feet on road-
way and shoulders. Estimated settlements approximately 1 to 2
feet.
Cx M WaN Caws oft".WA.
' -13-
Station 30+00 to Station 31+87
Height of surcharge approximately 4 to 5 feet for fill on vir-
gin areas and 1 1/2 feet to 2 feet on existing road embank-
ments. Estimated settlements of approximately 3 to 3 1/2 feet
for fill on virgin areas and 0.3 to 0.5 feet for fill on
existing road embankment.
1 Station 31+87 to Station East Valley Road
Height of surcharge approximately 6 to 7 feet for fill on vir-
gin areas beyond misting road embankment. Estimated settle-
ments approximately 3 to 4 feet.
1 Southwest 27th St�.dt
Station 10+00 to Station 12+00
' Height of surcharge approximately 1 to 1 1/2 feet for a raise
in finished grade greater than 112 foot. Estimated
settle-ments appioximately 0.3 to 0.5 feet.
Station 12+00 to Station 23+37
Height of surcharge approximately 1 to 1 1/2 feet on existing
road embankment and 3 to 4 feet for fill on virgin areas be-
yond existing road embankment. Estimated settlements approxi-
mately 0.2 to 0.5 feet on existing road embankment and 1 1/2
to 2 112 feet in virgin areas.
Station 23+37 to Station 32+18
Height of surcharge approximately 3 to 4 feet on roadway and
' shoulders. Estimated settlements approximately 1 1/2 to 2 1/2
feet.
' Station 32+18 to East Valley Road
Height of surcharge approximately 1 to 2 feet for f,nai road-
way elevation greater than 112 foot above the existing road
elevation. Height of surcharge approximately 2 to 3 feet for
fill on virgin areas beyond existing embankment. Estimated
settlements approximately 0.2 to 0.3 feet for filled areas
above existing road embankment and 1 to 1 1/2 feet in virgin
areas.
Cenwm We'd OwN 011W Inc.
as
1 We estimate a surcharge period of three to five weeks based on the
results of our laboratory tests and subsurface Investigations. The
' actual required surcharge period would be determined during construction
based on the observed seta ements of the surcharge.
We recommend that settlement platf;nns be installed to monitor embank-
ment and surcharge settlements during surcharging. This information
will be needed to determine when the surcharge period is over, establish
the required top of surcharge elevation, and verify subsurface condi-
tions between explorations. We recommend that settlement platforms be
installed along the proposed roadway sections at tentative locations as
1 indicated in Table 1 shown below. The actual location of the platforms
should be determined in the field. The contractor should be made re-
sponsible for maintaining and replacing any damaged platforms. A sketch
showing a typical settlement platform installation Is shown on Drawing
g, The platforms should be set and an initial elevation measurement
made at the top of the riser pipe before any fill is placed. Additional
readings should he made at the time the fill is completed, and approx-
imately once a week thereafter until the settlement period is estab-
lished. The elevation measurements should be made oy a surveyor experi-
enced in this type of work and using a level accurate t^ the nearest
0.01 foot. The readings should be referenced to a bench mark located
1 well away from the surcharged areas. We recommend the readings be
transmitted to us for analysis of settlements and to advise when the
' surcharges may be removed.
^.2 pavement Aecomnendations
' Consideration was given to removal and/or pulverizing the existing Pave-
ment. This would minimi.e the development of reflection cracking, pro-
vide a mcie uniform subgrade for the new pavement, and allow for a —re
definitive identification and stabilization (through nroofrollingl of
soft subgrade areas. It is our understanding that due to cost factors,
the existing pavement will be left in place and not pulverized. In our
opinion, a stable pavement can be constructed without pulverization of
the existing pavement. However, by eliminating pulverization, the n,
Conrv,r Nna Oxrn O.w� me
TABLE 1
SETTLEMENT PLATFORM LOCATIONS
I. EAST VALLEY ROAD
Piatform
Number Station Offset
I1 15+00 28.0' West
2 19+00 28.0' West
3 23+00 29.0' West
4 21+00 281.0' West
S 31+00 28.0' West
A 3S+OO 20.0' West
1 39+00 28.0' West
B 43+00 20.0' West
9 47+00 28.0' West
10 51+00 28.0' West
11 55+00 28.0' West
1 12 59+00 28.0' West
13 63+00 28.0' West
14 67+00 25.0' East
15 15W0 28.0' West
i 16 81+00 28.0' West
11 83+00 28.0' West
18 85+00 Centerl int
19 81600 Centerline
20 69.00 26.0' West
Pl 11 91+00 28.0' West
r 22 92+50 20.0' South
1 94+00 28.0' South
11. S.W. 16th STREET
Platform
Number Station Offset
14 33+00 20.0' North
f25 36+00 20.0' North
tenon ww GNa ths".Me.
Table 1 (Cont'd)
Ill. S.M. 19th STREET
Platform
Number Station Offset
26 20+00 Centerline
27 22+50 Centerline
28 25+00 Centerline
29 27K0 Centerline
30 29400 Centerline
31 31+00 Centerline
32 33+50 15,0' North
33 36+00 15.0' North
34 38+50 15.0' North
35 41+00 15.0' North
1V, S.W. 2;tn STREET
Platform
Number Station Offset
' 36 12+50 25.0' South
37 12+50 20.0' 4orth
38 15+00 Centerline
39 17+60 ?0,0' North
40 21+00 20.0' North
41 23+61 20.0' North
42 2S+00 2U.0' South
43 26+50 10.0' South
44 28400 Centerline
45 30400 Centerline
46 34+60 Centerline
' 47 38400 Centerline
48 41+60 Centerline
49 42+60 Centerline
50 45+00 Centerline
CO MM WeN D"s Owen.Inc
-15-
' pavement will have a greater risk of developing reflective cracking and
local tones of pavement distress due to areas of poor subgrade not iden-
tified during proofrolling (pulveritatie Mows a more positive iden-
tification of soft subgrade areas).
Consideration was also given to using a fabric such as (Petromat (Phil-
lips 66) between the old and new pavement to improve the performance of
the overlay. We balieve that this procedure would slow the development
of reflection cracking and minimize deterioration of the subgrade once
cracks do develop by providing a barrier to infiltration of water, We
understand that due to cost factors, a fabric will not be used. Several
alternate pavement sections of equivalent vehicle support capacity would
be suitable. Based on discussions with Jones Associates, the following
sections were developed:
1. Overiav Over Existing Pavement
4" ACP Class B (minimum thickness; actual thickness may be
somewhat greater t: satisfy grade requirements).
2. New Pavement iincluding widening)
4 " ACP Class B
4 " ATB
3 " Crushed surfacing top course
Minimum 8 " Compacted Class B gravel
These recommendations are based on the results of our Investigation and
the following design data/construction requirements:
1. An assurred design traffic index of 6.8 (State of Washing-
ton).
2. A design pavement life of 20 years.
' 3. A stable subgrade prepared in accordance with the recom-
mendations presented below in Section 6.5.
elm t"N'awl Onk Oka.WA.
-16-
Preparation of a stble subgrade (defined as the zone immediately under-
lying the bankrun gravel subbase material) is essential to the adequate
performance of the new pavement. Paving over a soft/wet or otherwise
unstable sbgrade will probably result in rapid pavement deterioration
and future high maintenance costs. The intent is to provide a subgrade
' capable of supporting a fully-loaded ten-wheel dump truck. We recommend
the following procedures:
1. Existirg Pavement Areas
A discussed above in Section 5.0, the existing pavement
along East Valley Road from Station 44+00 to Southwest 41st
Street (Section 41 is in poor condition indicative of an
unstable subgrade and/or unstable rocking concrete panels.
We recommend that this and other pavement areas which ap-
pear to be in poor cnndition be proofrolled with a fully-
loaded ten-wheel dump truck prior to placing the required
bankrun 9r avel . The prootrolling should be observed by a
qualified geotechnical engineer who will evaluate the sub-
grade performance and recommend areas to be stabilized.
Stabilization would consist of removing the pavement and
the underlying subbase nd subgrade and replacing with
offsite sand and gravel fill (see Section 6.5) placed in
eight-inch loose lifts and compacted to at least 95 percent
of ASTM 01557 maximum dry density. Tne required depth of
the excavation will have to be determined during construc-
tion by the geotechnical engineer based on the conditions
of the soils. Alternatively 1f the problem is related to a
rocking concrete panel , the concrete panel could be broken
and stabilized.
2. New Pavement
The majority of the new pavement will be placed in rela-
tively thick compacted fill embankments. Fill embankment
constructed as recommended below in Section 6.5, should
provide a firm stable base. In some areas, such as the
Cdetau W O,d Dwu Duon,I-C.
-17-
shoulders of the existing roadways, the new pavement sec-
tion will be placed on limited new fill or directly on old
fill. In these areas prior to filling, a qualified geo-
technical engineer should evaluate the subgrade conditions.
"nor subgrade areas, particularly in shallow fill areas,
may require overexcavation and replacement with compacted
sand and gravel fill to provide adequate pavement support.
This can only be detenained during construction based on
actual site conditions.
6.3 Springbrook Creek Culverts
We recommend that the organic soils be excavated from below and to a
lateral distance of four feet outside the proposed r.ulvert locations.
Based on the results of our explorations, we estimate that there is some
two to four 'eet of organic soil below the invert elevation of the pro-
posed culvert. Granular fill should be placed aad compacted to the
underside of the culvert to provide a firm st.ible bedding. J this ma-
terial is placed in the dry, granular fill as specified in Section 6.5
is suitable; fill placed in the wet should be gravel as specified ii
Section 6.5. After placing the culvert, granula, fill should be placed
and compacted around and to at least two feet of above the culvert.
According to "Handbook of Steel Drainage and Highway Construction Pro-
ducts." by AISI, 1971, a minimum cover of two fee: of compacted fill is
required for HS 20 truck loading. The contractor should have the re-
sponsibility of providing additional rover during construction to avoid
damaging the culverts from heavy earth-moving or paving equipment. Ali
' fill should be compacted to at least 95 percent of ASTM D1557 maximum
dry density.
' Since the culvert will not be underlain by organic soil , the culvert can
be constructed either before cr after surcharging the roadway embank-
ment. The method of construction is the responsibility of the contrac-
tor. Excavation of the organics and placement of the bedding material
can probably be done either in the wet with a clam shell or in the dry
by shoring and dewatering. Placement of the culvert Itself will prob-
ably require shoring and dewatering.
Oo,waow ever,Davie D406 Ma.
-18-
6.4 Placement and Bedding of Utilities
Several different conditions and criteria will be encountered in placing
utilities along the alignment. The general design and construction cri-
teria in these areas include:
t
1. Bedded Below Orga-'c Soils:
In these areas the pipe can be bedded on the underlying
sands.
2. Bedded Within Two foot of the Organic Soils:
In these areas, the organics should be excavated to the
underlying sands and backfilled with granular fill In the
dry or gravel in the wet. The pipe would then oe bedded on
the fill.
' 3. Underlain By More Than Two Feet of Organics:
In these areas, the organics should be excavated to a depth
of two feet below the invert of the utility and backfilled
with either granular fill in the dry or gravel in the wet.
in areas requiring surcharge, the utility should not be
installed until the surcharge is removed. This may neces-
sitate placing fill and surcharge, removing surcharge, and
then excavating through the fill to install the utility.
If the utility is placed prior to surcharginq, excess set-
tlement of the utility will probW y occur. The bedding
material should be compacted to at least 40 percent of ASTM
D1557 maximum dry density,
Backfill above the pipe should consist of granular fill material placed
in layers not exceeding B inches ''uose measure and compacted to 90 per-
cent of ASTM D1557 maximum dry density to within three feet of the
finished pavement grade and to 45 percent within the finished pavement
grade.
Cernrw weN eewe Mxen,ww.
-19-
Installation procedures for the utilities are the responsibility of the
contractor. We believe that the deeper utilities may require shoring
and dewatering,
6.5 Material and Compaction Requirements
1 6.S.1 Embankment Fill
' Fill to raise the grade to the underside of the pavement section or to
construct embankments should be placed In layers not exceeding eight
inches loose measure and compacted to at least 90 percent of aSlsi D1557
maximum dry density to within three feet of finished pavement grade and
to 95 percent within three feet of finished pavement grade.
Fill placed in the dry should consist of well graded granular soil free
of organic and other objectionable material which contains no stones
greater than six inches and which can be properly compacted. Embankment
Slopes should be no steeper than 2H:IV (horizontal to vertical) and
protected from erosion.
During wet weather, fill containing more than about 15 percent silt will
be difficult to place and properly camo.. In these conditions, we
recommend placing well-graded clean granular fill meeting the following
gradation limits;
' U.S. Standard Percent Passing
Steve Size by Dry Weight
' 2 112 Inches 100
No. 4 25 - 100
No. 10 10 - 9D
No. 40 0 - A
' No. 200 0 - 5
damema woe 040A a maw w.
.20.
' 6.5.2 Fill to be Used li-tne-Wet
In some areas, the contractor may choose to place utility or culvert be-
dding material in-the-wet. Under these conditions we recommend that
either a 1 114 inch crushed rock or drain gravel be used. The drain
' gravel should meet the following gradation limits:
U.S. Standard Percent Passing
Sieve Size by Dry Weight
1 2 112 inches 95 - 1DO
No, 1/4 30 - 60
No. 8 20 - SO
No. 30 8 - 30
No. 50 1 - 12
No. 200 0 - 1.5
tSurcharge should consist of earthfill weighing at least 120 pcf (pounds
per cub,. foot) and placed of an elevation determined by the required
' height of surcharge given to Section 6.1. The areal extent of surcharge
shauld be as shown on the typical sections. Drawings 2 through S.
1
M1.0 RFC04IENDATIONS FOR, CONSTRUCTION OBSERVATIONS
We recommend that Converse Ward Davis Dixon, Inc, be reuuested to review
! the design, drawings and specifications and interpret the settlement
platform data to determine the surcharge performance. We believe that
settlement platform installation, monitoring and interpretation of the
date is essential to providing proper site preparation and an efficient
use of time and materials. In addition, we recommend that we be re-
tained during construction to observe the placement and compaction of
fills and pipe bedding and observe subgrade preparation.
' CemNM waN JNw atM.Me.
•zt•
8.0 LIMITATIONS
This report has been prepared to aid in the evaluation of the site and
to assist the civil engineering design of this project. Our conclusions
and recommendations have been prepared in accordance with generally
ac-cepted professional engineering principles and practice. We make no
other warranty, either express or implied. Our conclusions are based on
' the results of the field exploration and on our interpretation of sub-
surface conditions between and beyond the test pit or borings. if con-
ditions are encountered that appear to be different than those described
in this report, we should be notified so that we may review and verify
or modify our recommendations.
Respectfully submitted, .••'' •••'•••
P� 1 PEq,-
CONVERSE WARD DAV DIXON, INC. wT^4
Vincent d, perroM
Robert L. Plum
Principal Engineer
4FSa ONni.�a
wN•n
O"W"o W"er&Oawa,me
Still TST
w•q 10•q
�NU
••..M -qt• M.r M tPis sees
10
' u•q
As
^' to a
_ fi L111O AVENUE 9.1111. ;
i1 � Ilr�a.Pa I
W It
Iihi
r w e0-te
R9Ymond Avanw 9;nngbrook C[Nk:."._._:-rtiq�-
pN•1f� \F[eft«1
N ;Tsi \\l
i too 0 100 eoo txoa t•_
SCALE IN FEET
-T[ -
' '" • Indicates approximate location of tall pit - i' J d•�^ _...1 _ y.:,
Indicates approxim ,e location of bowing
t Indicates approximate location of hand peat probe 3p• ,
Numoer Indicates depth to(dotal
test borings by Sucknem Associates horn 'Office •mevosennx crier.cuvsat oPt«.
• Complex Foundation htvest.gatlon'. June, 19T9 .....•w••.«�. «,.•a•.w win•,+n
Test borings by Hart-Crowser 9 Associates from 'Lind Avenue x„wr«�.«,.u.e•.«�+.+,r«,o+�.«�.,xr«a
S W Sous and Foundation Investigation•. October, 1977 _.
Test Pus by Hart�Crowser ♦ Aswis as front'Reymood Avenue S W SITE & EXPLORATION PLAN
Subsurface Exploration and Oaotechncal"ne«Ing Study',March, 1979
Test boring*by Metropolitan Engineers trim 'Soils PROPOSED LID 314 NOTED
t Investigation for South Renton T unk Sawaf'. August. 1968 Renton, Washington MAY 196l 7!1 h l7f1 Q3
Indicates area of stud(
fq JpNS Associates. Inc. pH
® VJP
COn"�SO 1DMDtxon 1
q•lMetP u•n.w,•n•e we«•e I..."••oun 7•«rw•,bit na s w rhl,long ,•e•n••.mi...Non Mu«un.rn• owgennit«comWbnU ♦rr. -
RLP
RECOMMENDED SURCHARGE
/ PROPOSED FINISHED GRADE
W
Existing Gas
Existing Ground Surface
i
E.ustrng Sanitary Sewer
W 0 Existing Water
W Q
PROPOSED STORM DRAIN
STATION 18-00
RECOMMENDED SURCHARGE
■ m
:o PROPOSED FINISHED GRADE
■ W �
s
Existing Gas
Existing Ground Surface
> to
y
W \
Existing Sanitary Sewer Existing Water
PROPOSED STORM DRAIN
STATION 51 00
TYPICAL SURCHARGE DETAILS-EAST VALLEY ROAD
' PROPOSED LID 314 NOTED
Renton, Washrnpton MAR 1981 ' 9 , i 70
for Jones Associates Inc JM
VJP 2
ConverseWard Davis Dixon R L P
1 RECOMMENDED SURCHARGE
PROPOSED FINISHED GRADE
� to
1
Extstlnq Ground Surface
1 I Lusting Water
W PROPOSED STORM DRAM STATION 86'00
1
1 PROPOSED FINISHED GRADE
RECOMMENDED SURCHARGE
' Existinq Ground Surtace
W l�j
PROPOSED WATER
0
' 1
W
PROPOSED STORM DRAIN
STATION aL-
TYPICAL SURCHARGE DETAILS-EAST VALLEY ROAD
PROPOSED LID 314 NOTL1)
.. r
Renton, Washington MAR 1981
for Jones Associates InC 3M
VJP 3
ConverseWard Davis Dixon RLP
i
PROPOSED FINISHED GRADE RECOMMENDED SURCHARGE
V
+ ;, Existing Gas ..
Existing Water
' W 10 ,� ` PROPOSED SANITARY SEWER \' Existing Ground Surface
W
PROPOSED STORM DRAIN
SSW 161 H STREET
' STATION 33- 96
' P--COMMENDED SURCHARGE`
PROPOSED FINISHED GRADE
t W
' o PROPOSED WATER
C
w 10 ..—
' Existing Ground Surface
tPROPOSED STORM DRAIN
t SW 19TH STREET
STATION 20--62
TYPICAL SURCHARGE DETAILS-SW 16TH & SW 19TH
t PROPOSED LID 314 NOTED
Renton, Washington MAR 1981 79 ' 1 ' u
foi Jones Associates In, JM
P q
ConverseWard Davis Dixon RL
RLP
RECOMMENDED SURCHARGE
20
le
PROPOSED FINISHED GRADE
W 0 — PROPOSED WATER
W Existing Ground Surface
PROPOSED STORE: DRAIN'"
' STATION 24.62
RECOMMENDED SURCHARGE
W -_—
W ]0 -
PROPOSED FINISHED GRADE
At
PROPOSE6 WATER
W
J
Existing Ground Surface
PROPOSED STORM DRAIN
STATION 28- 12
' TYPICAL SURCHARGE DETAILS-SW 13TH STREET
PROPOSED LID 314 NOTED
r
Renton. Washington MAA 1913 , 7 9 -5 1 7 0
tot Jones Associates. Inc 'IV
,a cJP
IV CornerseWardDavisDixon G.at., mcotm.""�^ c1
RLP
PROPOSED FINISHED GRADE
RECOMMENDED SURCHARGE
W 7p
W
o ,
Existing Water Existing Ground Surface
W
-1 PROPOSED STORM DRAIN
I�
PROPOSED SANITARY SEWER STATION 31 -37
' RECOMMENDED SURCHARGE
$ ' W PROPOSED FINISHED GRADE
I 1
W t PROPOSED WATER
PROPOSED STORM DRAIN �~ Exlshng Ground Surface
STATION 35-87
TYPICAL SURCHARGE DETAILS- SW 19TH STREET
PROPOSED LID 314 NOTED
Renton. Washington " MAR 1981 79-5170
for Jones Associates Inc JM .-
'
j✓ ConverseWard Davis Dixon ,=.OINMC. CCn.uIPl. VJP 6RLP
RECOMMENDED SURCHARGE \
� PROPOSED FINISHED GRADE
' I
02
r
W c PROPOSED WATER Existing Ground Surface
W PROPOSED STORM DRAIN
' Existing Sanitary Sewer
b
STATION 11+60
RECOMMENDED SURCHARGE.
W 20y PROPOSED FINISHED GRADE
W t9`1 PROPOSED WATER
' W PROPOSED STORM DRAIN Exlshn 1 Ground Surlacc
Existing Sanitary Sewer
b
STATION 12 .60
TYPICAL SURCHARGE DETAILS-SW 27TH STREET
PROPOSED LID 314 NOTED
Renton, Washington MAR 1931 7t)-S17p
for Jones Associates Inc
P
ConverseWard Davis Dixon 1' INMrtMC4 pllpb RL
RLP
Hi �10MMENDE t) SURCHARGE
^ROPOSED FINISHED GRADE
O I ,,
' PROPOSED WATER
t Existing Ground Surface
PROPOSED STORM DRAIN
' STATION 25- 1 t
Existing Sanitary Sewer
Fit COMMENDED SURCHARGE PROPOSED FINISHED GRADE
t w .
-
Existing Ground Surface
' PROPOSED STORM DRAIN
PROPOSED WATER
STATION 34 -62
TYPICAL SURCHARGE DETAILS-SW 27TH STREET
PROPOSED LID � 14 NOTED -
' r Renton, Washmyton MAR 1951 79-5170
tot Jones Associates Inc JM •'
VJP 8
ConverseWdrd Davis Dixon •-,�Mw«c n.wunn • Vip
1
a
' CAP
' 2` MIN.
tUP OF
,
' —2" DIA. BLACK IRON PIPE,
THREAD BOTH ENDS, PROVIDE
AND INSTALL COUPLINGS AS
1 REQUIRED
' 2 LAYLR. OF
2' X 2' X 3/4" 2" X 5'Y" BLACK IRON FLOOR
PLYWOOD FLANGE
'_. —SAND LEVELING PAD,
EXISTING IF REQUIRED
GROUND SURFACE
1 5 BOLTS REQUIRED.
WASHERS EACH BOLT
-NOT TO SCALE-
TIPJCAL SLTTIENENT ciATFORN DETAIL
i a
Fenten. .a0ingtOn 79-5120-03
_ far JW*L_A&&=iLt".
ConverseWardDavisDlxon g
' SUMMARY —
*•nll,.ae8/29/79 BORING NO.
0 e
,H I<.1•W\. .•r\\M r.\\N\!!M '
'� !1 Y\N NI\\IM, 11MW1N5\W?Ny1 W!\V111 it.\gg{`N i11.11 �1 ,����
NA W,NW\N♦ U\N\ M�1 Y!.{N\{Nl..hW YI M!\ i'
K'MM •'} M{NYe01.\N„N..N{HN\.NIYN EW11Np\NWaNN{ �{`t
Rl\ �F �Y l\eY.nW\ ' •i
o 0.9"4lavement section,
' I 1 •(GR) FILL (Sandy-Gravel) with abundant-coal fragments: 11-5
2 moist, med. denser
._ 3-3-3
11 3 --14L SILT, mottled brown and orange, abundant organic 4-3
fragments and fine roots.
a 1-1-z z
- -•------------- --- ------
10 5 Sp SAND, gray, fine to medium; moist, mad. denser -5-9
grades coarser with depth.
6 --------------------------- 10-2 31
i Gp SANDY GRAVEL, gray, fine to coarse (to 1" dia.);
7 moist, dense. 11-2 31
' 1
23-24 22
SP/Pt SANU,gray_med. to fine with abundant roots and
-and stems, some peat with coarse
10 sand and fine gravei:moist, 3.,-75
' med. dense.
25 11 Gv SANDY GRAVEL\ gray, fine to coarse (to 2" dia.): 48-60 87
moist, very dense.
Itottom of ill hole at depth 261;' .
' tompleteu august 29, 1979.
s
,k
m+w
', Kgntim, l:aantnytun 79.6170
or Jones Associates. Inc.
,
ConverseWardDavisDwon nYY,..nnit. CVn.ul{",, q-1
SUMMARY
eut ee,\.,e
8/29179 ooRING No. 2
t.n,yy,V,w1.•n a I,q.., . . «Ir,w..,.,.«u«.••.r .., B/ t� e�.
hp1 t1«,u,N �'NIN•1<,HOB=,w1,u,lioUurvw
w, W. 4Q
L,t
aTar".0i11"lta «wan•g1,,,,•\n rt•„wbat,w,N«e,1,,,Nluowe. d, , ;'.
e` P t,.tvte,ew b4
' ---- ------------ 0-8", pavement section.
1 (GM) FILL (Sandy Gravel), brown, with some silt, fine 38-4
to coarse (to Y'dia.);moist,
2 dense to very dense. 30-6 76
s 3 63-5 79
i
-- ------------------------------------------
4Sm 12-11
FILL (Silty Sand), gray with some gravel ; Ip_1
moist, med. dense,
Pt PEAT, brown, fibrous, numerous small twigs
6 (up to 1"). 4-5- 10
' 7 Pt/MN PEAT and ORGANIC SILT, brown to gray-brown, with 4-4-. 7
peat layers;very moist,firm.
-•--- -------o medium; moist, dense. 15.31
occ. organic layers(lmm thick), 32-4 52 3
' 15-16' .
i ?p 1 grades very dense, at 18', 2 8
11 SC CLAYEY SAND, gray, medium to coarse with little I?
gravel; moist, dense.
SM grades to `',LTY SAND.
2a 12 46-59
GP SANDY GRAVEL, gray, fine to coarse (to 2"dia.); .
very dense.
1 33-78 I
30 6" med, sand layer at 301,' .
l (hole caving at bottom). 72-50 77
Bottom of drill hole at depth 3IS'.
Completed August 29, 1979.
s
r
Rrnton .a iir�tor 79-5110
for Jones .+isotiates, Inc.
ConverseWardDavisDixon q_2
Wr.N„4N 8/30/79 SUMMARY SommeNo, 3
\.!!WyH-by 1!!h,1\tN lNprN p,w•1 IN,N 1N tr!N �f 1 e4(y (�t
t uW NN'H•y 1y,w yllly rlNb Y,MN..r Nu4
tlb Wr INNI.,,w,{tNN.N•„ty NNNt N t.u,1..ry�.,O..rH• y!
o V•• '}� � .NbNryb t•4.hOrt.i„bN N•4h lWn„H tNls. H a! L`
I - --------------- be. 12
brown,
2 GP FILL (Sandy Gravel), bro , with trace silt, fine 67-64
' to coarse (to 2" dia.�;moist,
very dense.
s 3 (grades to gray at 2' depth). 30.21 20
4 Pt PEAT, brown, fibrous with small twigs (to ',"); -6-6 9
wet, soft,
'o - -PE,AT,gnd OkGANIC SILT, brown to It brown, some
6 organic fibers within silt; 3-8.1
moist to wet, soft. I
7 SP SAND, black,fine to med;moist, med, dense to loose 14-8- -6
i6 28-52 43
ML SANDY SiLT. gray, very fine; moist, hard. i
grades to very moist, stiff
9 at 17Y, 2-7.7 B j
' 10 ML SiLT, gray slightly organic; wet, suit. I.1-1 1
grades to CLAYEY SILT.
...........................................
11 SC CLAYEY SAND, gray, little fine gravel, abundant 1-2-4 7
shell fragmtints;moist, loose to
a 12 ____ ---------------med. dense. -'--__'-'--'-"' 7-15- 4
eGM SANDY GRAYFL, gray with little silt, fine to
13 coarse (to 2"dia,kwet, very dense. 49-33 3:
1.49 52 _
Bottom of drill hole at depth 31y'. j
Completed August 30. 1979.
1
� '-C➢ L10 314
Menton, Washington 79-5170
for ,tones AfAociates, Inc.
ConverseWard Davis Dixon aw ,t. c,Mv,bw„ A-3
SUMMARY
e.e[wai[e p/31/79 BORING NO. y
f.,t lM„cN• • U fN•N rw\N<inM N.M\IN.N iM N M � \*` f� '
hWNN .VK 1NIWI1f\tN".Hff wV.Y gt1tNM. KiVNN
YM N}e Ott. Mtf\Vitt'\i\fr,.l•r.f i,:p t, !,V•.t ltNlsrvN,wf„VII.,f N;Y,i �..
p
t y' ,paveawnt secs�cn
1 SILL (Coal), black, angular with Abunaant flat I4-1 16
and elongated fragments (to 3")
trace of red clinker1 ll ight- 7-7'
,feight; moist, mad. @ense.
3 -- ------------------------------------------ 6.5.
4 Pt PEAT, brown, fibrous with leaves, twigs and 1-p- 4
roots(to 1"kvery moist, soft. I
5 pttOl PLAT and ORGAMC SILT, tan, non-fibrtus. liynt- �. 2
weight;very roist, soft.
6 --- SILT, gray with few organic fibres, massive 2-5- 5
ML (no bedding); moist, firm,
' __grades coarser with depth.
.............
1 Sv black, medium to fine, numerous inclusions
of brown fibrous organics; 9.15 9
Md. dense to dense.
................................... 3-3-
:LT. with some organic fibres and
occ. shells, nussive; mist.
soft
11 .... . .. ....................................... 1-Z• 7
SM
'= ;A';D, gray, fine to medium with trace-little
silt, occ. shells; moist,
loose.
3X . grades to fine to medium
with trace coarse and tilt,
occ. organic fibres and wood
fragments; med. dense. 10•� tl
35', numerous shells; dense.
ac 14 Bottom of drill hole at depth 411,'.
i Completed AUQust 11, 1979.
Renton, ;lashington 79.517U
for %one% Associates, !rc.
COnverseWardDavisDixon ,.o,Ke"aVtantun.ww A-4
SUMMARY page 1 of 2
so 8/31179 7
o.•a .w..Y BORING NO. d/ It'
twN WYrYY4 W as\w•N W, N,.ry\M rwa M,N Na\r rN to f 6
r.W Maa!y N YM WYr.<,U,Yiba\a nU algUtHNa NY•. . a a
N W.H.Na N ea.t,.<N y\Y.rw•q.N.Na V MYt �N Nq ♦� 1
OtYf• +.a' Y� OUgn i P„Wr.l✓W V Y,e N, 1.N,r4N\NWHHa\ �(jY
C
. ^....._..i)-ii"9 pavement section
+ ;
1 _ goal), black, angular with abundant flat 17•i 16
and olongated fragments (to 3"), 8.8-
trace of red ckinker, light-
5 3 weight; moist. med, dense to loot -4. 2
- -
-_Pt _PEA brown, fibrous with wood limbs (to 1") , with
» some leaver, twigs. roots;moist 1.2-2 a i
to very moist, sofa.
1-2 3
'1AL' 'SILT1;gray,;rrq oryanics.or begarny__soft;;;;;-;;;
1 6 _.SF_ :SgHO,-grAy._very_fIne, trace organic fi boas a*isst,at. 12-i1 IS
Sp SAND, black, fine, no organics,'bedde�'
•a, 7 -• --------------2" of gray-brown SILT at 1311'. 2-2-3
till -I..T, gray•brown, with some slight bedding and
trace organics; very moist, soft.
1-2-3
numerous organic fibres to the
extent of being pockets/lenses
of peat• -7-7
becomes moist purplish-grey at 19'
orly occ, organic fibres, firm. 10.6- 1
._•. .................. .....
54' SAND, black, fine; wet, 10ose, 3-'.-3
becomes gray at 26'.
... .................y----------------- ------
SILT, gray-brown with trace organic fibres;
1� very moist to wet, loose.
F ..................................... .----
30 13 SAND, grayfine to medium with occ. shells and 3!6
organic fibres; very resist to
1- wet, loose. 9-&
(gray silt at 31s' in sample shoe) .
33' , with numerous shells.
35' , with trace silt, numerous
shell; and trace organics.
i
(continued)
Rt+nton, r+ashington 79.5170
?or 30nes Atisociates\ Inc.
ConverseWardDav:sDixon ,,. ,.f»,fHm.Nm,.Yw 4
-5
SUMMARY page 2 of z
oac ee 4.ce 801179 WRING No, j
•�.,ww....`14 4u.,r,u 4u•.Y 4.,4n eY�Y 4a4 n •n A f`.
, tN YiuM lrNWr a,loft,, \PtYNHp4
�N`« re �. «y.i.:ceiY.ti...«i�aa•i'•4+Y 4u.•w 4.,�„a.�.t 4u. iJ. ���
t n•.t4YOyY t4t444nY4 �1L-s
raar
St7 • • upa.ew
16 7.17 9
Sp , gray, fine to medium with trace coarse
and organics, some shells;
dense.
00 li grades to med. dense. 8 8-
18 8-9-
! Rcttom of drill hole at depth 51Y .
dated August 31, 1979.
t55
I
1
I
i -
1
Converse WardDavisDlxon L401,o.m:NCM.WIMh A-6
SINS
SUMMARY
. l onuas 8l31179 \ORINO NO. 6
on iwm. ii..nl i.,.0 rw,N u,o a,at rw Ntn r.! '�
fiW it of,..n 1�n.o,a1 bM NNtaN tpgiil tr qi wi,gw �l� i� t.
.� N1,1.'r0•, O'.n a n.M Ot N,uN IWNNw Iwt4MtN! i C .� ti l4tV i1,OM
--------
' pavvient section. 4
s0-2; 28
FILL (Silty Sand), gray green brown mottled with
(SM) trace clay And little gravel 19-1 la
3 (to 1"dia.A mist, very dense. 3-6-
S
5 Pt PEAT, brown, fibrous with leaves, twigs and roots 2-2-4
(to V); very rraist, soft.
10 6 PtJOI (with organic silt at 10' ', soft.) 1-3-4
.... ...........................................
' 7 SP SAND, grey, very fine, trace organics; moist, 3.4-4
loose_
ML SILT, gray, trace of organic fibres, no bedding;
's B ---- ---------------moist. soft. 6-8-9
9 SP SAND, black, fine with occ. organic fibres, twigs; 11-19 37
moist, loose.
18', grades to dense.
to
10 22' , very dense. 25-25 52
25
2", med. dense. '-11•
Bottom of drill hole at depth 29'.
9 Completed August 31, 1979.
CD LID 314
nenton, Washington
�__.. for done& Ass4Ciates,lnc._
ConverseWardDaviSDixon n.maea<acomwuou A-7
SUMMARY page 1 of 2
o.R Orin LLn
9/4/79 BORING NO. ]
e.w,w,.n• .w.rt,nv...r.rt.au•¢.a•.m aMw.w n ua �O +� t�
a«taon.0 w. wn.v.nnn ttli v;nw
OlM w f�• ,y. ..unnm u.n. � .nr s. t.v..H.mrww u[aHmo �d 4�y'c��1
__- 0-14", pavement sect.on.
1 F1LL (Silty Sand), gray, occ. organic gragments 3-21 16
',SM) and gravel (to 3/4"); moist to
2 _-_ - ry mel-----ve moist,_ d. dens44 (14" to2y) -3-3
s oose (2's-4' )•
3 pt PEAT, brown, fibrous with twigs (to "); -6-5
' very mois' soft.
4 (12" Jaye; =f completely -2-4 5
decomposed peat at
5 244
�0
6 --- ------------------------------------------- 1-1-1 3
' 7 Sp SAND, gray and black fine to medium; moist, 10-12 20
med. dense.
Is-
8 14-21 28
i
20 9 (with fibrous organics in tie - _1 .
sand)
sand grades finer with little
or no silt.
i
is 10 19-26 30
i
'o SC CLAYEY SAND, gray fine to medium with trace _3-5
fine gravel Ito 11'dia.) ,
abundant white she" `ragments, i
occ. organic fibres; :r:oist to
very moist, loose.
35 12 11 15 16
� medium dense.
6
Ira
Fenton, Washington 79-5170
for Jones Associates, Inc.
ConverseWardDavisDixon Gaofadmlaal cnMuoam,
A-8
' SUMMARY a e of 2
.
+.T{o+fuse 4/4/74 BORING NO � d�
\.1f IVYYNr[M [t BNr tf VN 40f[r�M 0.. �f ll.�+Y f..V.1N �b
.1w KM�[VK 11W.WiKt(OfOfM1Wf w.fv(U N.b4\K.,'fK i f _
uo w.teWt a\uf[Kfr'W'n.,N(Nfgl.r nW.t.f[n•
4 Y PYqu M1rK V try4 iPOJNN IKWYt4l0 (fy
4D
' 1 SANDY GRAYEL,gray, fine to coarse (to 1"dia.� 434 -53
GP trace silt, abundant shr11
fragments; moist, very dense.
5:
Bottom of drill hole a. depth 50y' .
Completed September ;, 1979.
�I
I
I
70
,L
15
- i
�en.�n, na ShinYCn
for o,':=s �SSccia CAS. Inc.
ConverseWard Davis Dixon A-9
SUMMARY
e.ra ean,an 9/4/79 BORING NO.8 F
an lwW,..w nl aa.N..[.Ko.K lr...1 w+a lw✓..[ / r to tq.
` .W MIU.✓N �plMl6ltONOyN W.aPtN..PpatK..gN �, �l` .��
'<..N l� .'0 W.t..Nt . t\K1.10.�..tY ININI\I rtW. t.l a..• j 4Y4
JI,. •C • OLaO-.,,u...,ngl..MK N.W. M1pONplKavvgga G'.. � 1i-
�
1 D.1a': pavement section. Iv-2 le------
(sm) FILL (Silty Sand), gray, fine to medium with
2 trace fine gravel, nroist, 1-1-1 3
med. dense to loose.
3 PEAT, brown, fibrous with numerous woody 4-2- -3
Pt fragments; very moist, soft.
5 SM SILTY SAND, gray, fine with numerous organics; 2-3
moist, loose.
u --- ---------------------------------------- 13-12 ii
SP SAND, gray and black, medium to fin%moist, dense.
i5 7 with occ. fine sand and snit
layers i":" thick), and trace 13-14 22
Organics.
37 ,
Bottom of drill hole at depth 21',' .
Completed September 4, 1979.
IS I
GOnverseWarC Davis Dixon GIOUc n1u1COMullanp A-10
SUMMARY
BORING NO. 9 ^
"MI--V Y.,• .. rt\O.nr.,.q Yf[YrN(11w1(.1\YrN
(W 0.`..r,,,bfY[(KI ti.O PrN1 w,.O,\11r yN tKUgY � L • p
N; t :• r,'K.,(\YrY fN I.NM{H •\('! • jT
r pf.." .• [t\t[4,f t:. NM\t 1Y.. [OY ri r..f IR1V.rIN.. Q.., Rb '(.1
ocl
?
c
t O FILL (Silty Sand), brown, trace gravel (to 3"dia.), 18-5 1,
occ. pieces of steel, concrete
and blacktop; moist, dense to
red. dense. 12-20 35
s 1'1-3' , concrete chunks.
14-12 12
G ----------------- wood fragments in cuttings. 10-12 7
5 Pt PEAT, brown, fibrous; very 1121st, soft. 9-8-7 I
ti Ct/OL PEA1 ana QRGANIC SILT, Drown-tan, lightweight; 1-1-2 4
7 - .............. very moist, soft. 8 2
S^ SAND, gray to black, medium to fine; mcist,
med. dense.
1 is F tnin beds of silt (1-2"thick) Z 3
and layer of organics('." thick),
sand grades from fine sand and j
silt to medium sand; loose 9 to dense. 7 12- 9
' 10 -2-3
and SAND, bedded sequence (approx. 1" thick,
11 SM/w. some 6-12" thick), fine sand, -3-3
some organics throughout, occ.
12 shell fragments; moist, loose. 4_8
I
1's
numerous shell fragments.
1.2-4
11121,
1
,ray to black, medium to fine, trace coarse;
moist, dense. 2-15 28
bottom of drill hole at depth 361%1.
Completed September 5. 1979.
ken,cn, aasnington ;9-5li'J
for Jones Associates, Int.
ConverseWardDavisDixon n.•wtnm(tic•Y.un.nn q-1 1
' SUMMARY
o.Ya o.ruae 9/5179 BORING NO. 10
. r;p{w wu u, .lt a„ ,r ,q Y[urM O,IaN YN,M.M YI rN ��^ re(O f.♦
� ,N el PrutiM �W,wq(1 tcV nrM Y.,InM..f 1,M.,M.b1r Y'J
q,YI Ur1.at 1M La1MlM M1Ya, fM IN• p
B' Ibl.,tl N,.uN,r14tl,OtM tfV., V
p Karo,e� Cti�1 7 i
` ia
FILL (Silty Sand), brown, fine to medium with
1 ;Sht) trace gravel (to 3"dia.% PS-45 46
mist, dense.
5 2 (Ili-5' , very gravelly)
17-27 26
qPt PEAT, brown, very fibrous with woody branches
1 (to 1" thick),twigs and roots; 1-2-2
rp ..... ....... -------very moist, soft.-_-__- --.
I
6 ML CLAYEY SILT, gray, numerous roots, plastic; 1-2-4
7 --very moist, soft. 6-I6- 8
+5 SF SAYD, gray to black, fine to medium; mist,
8 dense.
1-11- 3
r grades coarser with cepth. 1'-`'' 31
a i
25 10 fine medium
_ 18-38 58
Bottom of drill hole at depth 26's'• j
Completed September 5, 1979.
t 3Q
I
® CUfivefSeWard Davis Dixon t,eeraeniarceNwe«p A`12
SUMMARY
e..a o+n.au 9/ 6/79
BORING NO. Il
' ..ys Yww...w u•a..,r.a .un..sr t ........+.•..a d! �e�< �
WIitY... l.... .... it[rw\.... ... le Y+i
+ ...w. .oe me..�..,a Iaw[a nw .a....
iiQ 9.
,mot ++d. wuu.ao \ s. .c.w� ennHw1ra2
it,
0
FILL (Silty Sand), brown and tan with little
1 (SM) gravel (to 3"diaJ; moist, 130 '
very dense.
' 2 grades to nedium dense. 52-6 -61
3 35-21 13
4 ..... ........................................... 12-5-
PEAT, brown, fibrous with woody branches (to
Pt 1" thick);soft,very moist. 3-2-3
6 with gray silt lenses (to 1/12"
7 1" thick). �/g 2
' 8 i-_ -�llL9S�YI.trecg 9rgiRjSa:-m-,Pj
_CL _ _ SILTY CLAY,yraY,trace oraanicsiplastic;moist,so_f_ 1-1-2
1 9 PEAT, brown, fibrous with gray silt lenses 1-24
Pt (to 1" thick).
10 ---' -------------- 12-7
11 SAND, gray to black, fine to medium, bedded in 1_-14 14
iSP 1-2" layers; moist, med. dense.
20
1
25 12 grades to very dense. 4-54 65
Bottom of drill hole at depth 261,' .
' 30 Completed September 6, 1979.
6
1 '
'S
i
,J
ED LID 314
Renton, Washington 79.5170
for Jones Associates, Inc.
COnverseWatu.:avisDixon c.0.0.1[ac.na.1ta.to A-13
SUMMARY
sln o+nil♦ 916/79 BORING NO. IZ
jrnl\r ..... .. •u e.a.. .,\.ei,nx c. ,r\eww ex o !,\ 3� ���♦ .�\� i
' � .�wae., , .i lrewx.ei eeruaw w.perill..e..w iwi.,aw �. q ♦ .
. s....xwu., nw.ne«.,.,,.\ ua\..ua,re\.... s •� g4
(1...M i♦ wi\l,.ie l L\u,\, L,IIw e. Li lu it fex llNw L,L eY,ll.l0 �6 � 4�♦
0 ♦� ♦e nev+r,ow •,4
SILTY SAND, rust and red, fine to medium; moist �I
SM -------- -- --loose to dense. 2-113 14
' SAND, rust, fine to medium with trace fines;
5 3 SP moist, loose. -3-4
-4-4
' s-3-
' wet.
1 color change to gray-black. 4-4
large wood fragments in cuttings.
(sample cot through 7" of wood.) _6-6
Bottom of drill hole at depth 211�' .
' Completed September 6, 1979.
5 , I
,I I 30-
L
i5
40-
Renton, Washington 79- 170
for Jones Associates, Inc.
ConverseWard Davis Dixon n.oNe+ L. CVn.un.+,. A-14
SUMMARY .
BORING No, 13
j rw a.en..w r, ^wena uwiw.wanu..a�u.w.new �, 4.` .
r � we w.owew,• n.u..nx.,re ra uw+a. . rn• ,r. S �
r SM _ iLTY SAND, gray, fine; mist,_loose_-
1 --- ----.--_- --•- _----- -4-6
SP SAND, bro-.+n, fine to medium; moist, loose.
r '
---- ----------- ..-..--.------.
} 2 SM SILTY SAND, brown, fine; moist, loose. 3-4-4
1 '
--- --------
' 0 3 3.2-2
SP SAND, gray to black, fine to medium;
rmoist, loose.
4 5-6-6
I
r5 5-2-4
zo
r6 2_10_
r
30
22-25 40
`Bottom of drill hole at depth 311,'.
Completed September 6, 1979.
13s
x
40t
p C1tt N..
79-5170
for Jones Associates,
ConverseWard Davis Dixon r.pwCVlC. bpp.p,.O,a A-15
INS
' SUMMARY
71"9 BORING NO. 15
IN,
i i un.no+
F LL (Saniy Gravel), brown with some Silt;
(GM) very ,aoist, dense to med. dense. 0/6"
15/3"
grades gray, less gravelly
2 with trace organics. 6-21 IS
' grades sandier. 14-13 15
- --- - - -----------------------------------------
4 -3-4
Pt -r..7, brown, fibrous with roots and branches;
very moist, soft.
5 1-2-3
--- ------------------------------------------
y
6 Pt/SP SAhD/PEST, black fine sand mixed with peat, 3-3-3
branches (to i" thick); wet,
' loose. 1/16"
fibres to V.
20 "'- ------....................................
' B SP SAND, black fine with silt pockets (to 20,' -2-1
depth); wet.
9 GP GRAVELLY SAND, black, fine gravel (to 3/4" dia.) : 3-27 32
wet. tery dense.
I
' GM with some silt. 16-13 22
Bottom of drill hole at depth 312' .
Completed September 7, 1979.
a5 �
j I
I i
s
Renton, Washington -. .
for Jones Associates, Inc.
ConverseWard Davis Dixon - -o,.a..,a. raxun.ew A-16
SUMMARY .
>.,{t.a{• 9/7179 soRING No.14
••A\NWIa • i,\\4r,. ,W•\<,•IM II i,I N1..N. ,W �� �rf• l�w
VtWI•..W,y.\\JIIWt<I•••.\\w,I V1l1.f\lYl
Ot n... �• •,\ t.,.N • v\H[Pl urn rW l .W{M . Ltq IN♦ J' ��♦
,W,t..tt ♦ ri.r. •iM1VM IR1W111{♦ F.. �pl 4l
FILL (Sand), brown fine to medium with trace
,Sp) silt; moist, med. dense to loose. 7_9.
5 2 3-3-
°. -1-2
-•-- -----------------------'--------- -------
'o PEAT, brown and gray mottled, fibrous
4 Pt/0' with organic silt; very -3.3
moist, soft.
5 -3-3
' �5 '- ----------------------------------------- I
E ML .51LT.._9ray_with_ tract gr9anicswery-moisttsoft__- -2-4
Sp SAND, black, fine with trace silt; wet, loose.
ML . 'SILT gray wet:ray; wet, stiff.
1 B SA14D, black, medium with trace fine;wet, loose 0-4-
SP to med. dense.
9 black, fine to medium with -4-1 �
little silt
' 10 GP SANDY GRAVEL, gray subrounded, med. to coarse 2-34 50
sand, fine to coarse gravel
9d wet, dense.
Bottom of drill hole at depth 29'.
Completed September 7, 1979.
a_.
zsrtingtpn
for ones Associates, inc.
ConverseWard Davis Dixon n.o4 n,aHCcrow,.M1 q-17
LOG OF TEST PIT NO. 1 I
' Location Pevatlom
' Surface Conditions
4
DESCRIPTION REMARKS
~ Co
5 SPna .
' _7 1 4" crushed rock.
1
5.9 5 Gravel sub-base, natural
2 32.E 2 --
----
33.9 3 FILL (coal nine waste), with abundant coal
-
-------------e feces.
1
_ ce
SILL , orange-tan, organic; stiff.
4 - - -
5 Bottom of test pit at 4'.
uo groundwater encountered.
6 Completed August 2,;, 1979.
1
8
1 q
10
11
12
a 13 I
14
15
1
1�
ConverseWard Davis Dixon G.ewchmcni q-18
LOG OF TEST PIT NO. 2
Location. Elevation
Surface Conditions
Y
f Y ,oa. DESCRIPTION REMARKS
N
__-__ J rs ,ndl t.
1 - -- ------------- 5" Lrusned rock.
7.4 1 FILL (Sandy Gravel), gray, trace Silt;moist,dense.
' 2
FILL (Sandy Gravel) with trace clay; very dense,
3 moist.
4
5 FILL (Gravelly Sand) brown with trace silt. -
7 37.0 3 SILTY SA4D, gray, tine; soft, wet. ,
9 3ottom of test pit at depth 8'.
10 Ao groundwater encountered.
' Completed August 23, 1979.
11
' 12
14
15
Rot�sLe L;D 314 e^� ^
Renton, 1lashington
_ f0" ;SSdciateS. Inc.
y ConverseWardDav(sDixon agglYe MGgICOMYilgnb q_19
LOG OF TEST PIT NO. 3
Location Elevatrom
Surface Conditions!
� U
DESCRIPTION P,EMARKS
1 FILL (Sandy Gravel), brown with trace 5111; I
moist, med. dense.
2 ---------------------------
grades gray.' 3 ______________
1 5 41.6 1 ML SILT, gray; wet, soft.
6 2 grades with v.fine to med.
J - sand
a16. 3 with-gepih=..........
'
$ Pt PEAT, brown, fibrous, fine roots and branches
(to 3"); wet, soft.
j9 -- ------------------------ ----P-------------
82,6 4 ORGAW C SILT, mottled brown and gray with
' 1l) OL occ. lenses of eat;
wet, Soft.
11
12 —
'+ 13
Bottom of test pit at depth 12' .
14 Groundwater seepage encountered at depth 2 3/4' .
Completed August 28, 1979,
1 15
}
Renton, hashington 79-5I'O
for 'ones Associates, Inc.
COnverseWard Davis Dixon 6.m.ebna.rC...Wr.m. A-20
LOG OF TEST PIT NO. 3A
Location• Elevation
tSui face Conditions
u
nr .ae DESCRIPTION kiMARnS
G c �
•2"_cruShed•roe�,-
1 FILL (Sandy Gravel), brown with trace silt, gravel
to 6"dia. ; very dense, moist,
grades gray.
3 '
4
5 Bottor of test pit at depth 3+,1.
6 tlo groundwater encountered.
Completed August 23, 1979.
i 4
10
11
12
15
FP7k)PV L' t.t1) 3i4 rON(I NO
Renton, 'Jashington 79•S RO
for JOncs
COnverseWardDavisDixon A_21
LOG OF TEST PIT NO. 4
Locafion Elevation
Surface Conditions
u � 2 ? DESCRIPTION REMARKS I
0
FILL (Gravelly Sand), brown with trace silt.
moist, med. dense.
2 ........................
3 with sore siht; wet, loose.
4
' S
6
7 o.c I -- ------
' SILT, mottled gray with brown organics, fine i $ ML roots and decayed branches;
.--- wet,--* -----
9 IJs. 2 PEAT, brown fibrous with lenses of grey SILT,
10 Ft roots and branches (to 4").
12
'.atom of test pit at depth 11
' 13 ,,ounduater seepage encountered at dc;!r
1rpleted August ?6, 1979.
14
I,
i
3
,a
'da5hfn4ton
cnes Associates. '
ConverseWardDavisDixon A-22
LOG OF TEST PIT NO 4A
1 ( Location Elevation-
' Surface Conditions
� V —
DESC4IP'ICN RE&InRKS
4 N
1 SW F:L, :.-ravel iy Saitj): ''nt-1 -'Cn Se. :RI' t.
2 .. ........................................ 1
G.6 S� FILL (Sand), it. brown with tract gravel end
3 Pied, dense to dense,moist,
` 1
1 5 .,atom of test pit at depth 3'.
+o ground .tar encountered:
^lete�y August 28, 1979,
6
1 a
1 9
1 10
■ ' 11
■ 12
.t 13
14
1 � 15
i
-•5".CC`tell.
1 ! Corn'c-seWardDavisDixon A - 23
LOG OF TEST PI`' NO. 5
Location E'evation
rSurface Cor,ditionst
Y Y
DESCRIPTION REMAPKS
� � N
Asphalt; 3" crushed rock.
1 - -------------------------------------------
FILL (Gravelly Sand), brcwn with trace silt
and gravel (to Vila.).
moist, aced. dense.
3
4 --------•-•----------
1 5 grades gro—
' I ' Pt .PEAT.-b r0wn-fibrous._roots'and branches(to -.'.I.
ORGAAIC CLAYEY SILT, gray with some fibers;
wet, soft.
9
10 — ....................... ..................
11 "au - SILIY SANG, gray, v.fine to fine sand;wet,
med. dense.
12 _
1 '
13-
14 ,tom of test pit at depth 12' .
, ;4ndwater encountered at
15 at IO','.
6 pleted August 28, 1919.
{ I
Converse WardDaviSDixon owN...... A_24
LOG OF TEST PIT NO. 6
Location EIevation
Surfaca Conditions
6 �
n� _o E DESCRIPTION REMARKS
0 c $ ( v+
5" Asphalt; I'," crushed rock.
- -------------`--_ ___.- _ .- .
Saa-d)--, brown with trace silt;
mist, dense.
---------------------------
grades gray.
3 cobbles (to 6"dia.)
I t)
5 •-- ------------- -------,----------------------
FILL (Coal), dK. brown to black.
6 - ---------------------------------------
' 22.7 3 S1, FILL (Sandy Silt), gray with trace organics, fine
roots; wet, soft.
8 00.8 ;
PEAT, brown, fibrous with fine roots and branches
(to 3"), with interbeds of
°4'8 ORGAN', SILT (t, 5"thick);
wet, soft.
10
11 60.3 6 SILT, gray with trace organics, interbedded
12 ML with fine sand Jayers.
'z 13 — ------ -- - -----
114
Bottom of test pit at depth 13' .
I ! Groundwater seepage encountered at depth l:'
i5
E I Completed August 29, 1979.
1{ Piezometer installed, slotted at depth 10-13' .
1
Pentoc, .;ashi,, i%: 79-5170
for Jones Associates,!,
1 wny wo
Converse\NardOamDixon cao.m . co . A-25
0
M- - M
LOG OF TE T PIT NO. 7 I
Location Elevation'
Surface Conditions
Qu
,p a° E $ DESCRIPTION REMARKS
o R_ 5
1 1 Gravelly Sandi, brown, with trace silt,
4.0 1 Sk, occ. branches; moist, dense.
■ 2 ,- - ---- --
-----
-•- -
�1 (Silty Sand), brown with trace gravel;
2 Sld moist, very dense.
3
4
' I
grades gray
- ----- ----- --- ----------------- ,root laver
5 113. 3 at 5' .
' I Pt PEAT, dk. brown, fibrous with roots and branches
6 (to 3"); very moist, soft.
occ. thin lenses of medium
J sand (to I," thick).
8 ------------ - grades - wet.
DRGAMC SILT, mottled gray-brown layers, little
9 1.;93 4 JL fine to med. sand layers (to
1"chick) and v.fine roots;10
wet, soft.
-- ---------------------------------------- ---
j 11 130.5 5 SP 12 SAi;O, gray, fine; wet, loose.
� I i
,a 13 Bottrm of test pit at depth, 11',' .
Gros. .water seepage .,countered at dep;n 9 ;/4' .
14 Compieted August 29, 1979.
15
LID314 . •
Renton, Washington
for Jones Associates, Inc.
ConverseWard Davis Dixon A-26
=- I - --
LOG OF TCST PIT NO. 7A
Locationz EIeveion
Surface Conditions!
u
£ 0 2 n DESCRIPTION REMAR\S
E 0
6" Asphalt, 31;' crushed rock.
1 FILL (Gravelly Sand), brown, fine to med.sand.
2 S4 coarse gravel (to 6"dia.);
' _ _ dense -mitt _
3
4 ottom of test pit at depth 2'.
'io groundwater encountered.
5 Completed August 29, 1979.
6
7
e 8
! 9 �
' 1G
11
12
�a 13
�I14
15
o'wwnq NO
vConverseWard Davis Dixon 6ruNcnnoaCa...wants A-27
t
LOG OF TEST PIT NO. 8
Locotion E Ievation=
' Surface Conditional
V
ae DESCRIPTION REMARKS
�O c �
t ' I ILL (Gravelly Sand), brown with trace silt.
S..
t 2-
3- .------------'------------
4 grades gray.
5 saving, 3.._-6,
j 6 ' S11Ia 3rAY.wi th_fi -.Sd@Q:.!°Et 38fG•___...__._ .
276 I - --
,,,i PEA'i, fibrous with interbeds of ORGANIC SILT; root layer at
ifiS 611.
8 ;), wet, soft.
9
10 40.1 3 SP SAND, gray fine; wet, loose.
tI 12 Bottom of test pit at depth
6 t Groundwater seepage encountered at depth 6' ,13 3_4 gp,.
ly Completed August 29. 1979.
t 1 I
E 15
ty
t
Converse111ard Davis Dixon 4�ehc�nl<UCenwlhnh A-28
LOG OF TEST PiT NO. 8A
I l ocation E ievoiwn
Surface Conditiors,
Y Y
•-FpY .p DESCRIPTION REMARKS
' 3j_ Asphalt, 6_
i 1 12.0 1 (97, - 16'- concrete - (old highway).
._ftLl_ 2Si2�_Ql ck, fine, with soma gravel.
2 37.8 2 FILL (Coal chips) dense, very moist.
3
4
i 5 c3. 3 FL --- — -'---------- -
1 II6� Bottom of test pit at depth 5'.
Groundwater seepage encountered at 4 1�:•
8 Completed August 29. 1979.
9 I
1
10
I 11
112
,r 13 i
14
1 15 L
1 rectos, t.as� �ra[ n
''cr "'nes -ssocieate< Inc.
CorlverseWardDaviSDixon A-29
LOG OF TEST PIT NO. y
Location Elevation:
Surface Conditions
4
DESCRIPTION REMARKS
V
1 FILL (Gravelly Sand), brown-gray, with trace
silt and organics, branches
2 (to 2"). occ. lumber, bricks
and concrete debris; P. Jst, ca viny
'led. dense. throug Bout
3 fin.
4 -------------------------------
5 'EAT, brown fibrous, grading to PEAT/ORGANIC
- SILT, branches (to I");
' 6 wet, soft.
1 8
9 ----------------- ------
145.4 ORGANIC SILT, red-brown, roots and charred
to wocd to 1" ;wet, soft
SANO, black, fine %itn trace silt and organi..
11 s2.4 3 wet. loos< __ _
12-
�?J BOttOr Pf test Pit at depth 11'.
oroundw,..er seepage encountered at depth 4'.
14 Completed August 30, 1979.
L
:; II
Convers^WardDUISDixon a.ei.camcadae. A-30
LOG OF TEST PIT NO. 9A
Location Elevation
Surface Condi4ionst
Y V _
f „av B DESCRIPTION REMARKS
L Li
1 �(10_, ls") concrete. (old highway)
2 FIIL (C+ravelly Sand) with trace silt.
- - -`-------------------------------"--------
FILL (Coal).
3
1 y
I
i 5
Bottom of test pit at deptn 4' .
6
I Io groundwater encountered.
7 Completed August 29. 1979.
i
8
G
1�
11
12
1r 13
s
I! 15
8
t�a 1
CoonverseWardDavirDixon A-31
' LOG OF TEST PIT NO. 10
' Location, Elevation
Surtape Conditions
f ? �
C .$EE DESCRIPTION REMARKS
A
G ~ V
I1 FILL (Gravelly Sand), brown-gray, trace silt
and organics; moist, med. dense.
■ 2
�1 3
' 4
' S
6 357. 1 "' oEAT, brown, very "fibrous"mat_."--.-"---_""""
137. 2 Pt grades non-fibrous, brown with
trace wood chips (to 'i").
S . - "- "
fibrou_ layer.
9 141. 3 grades to ORGAN IE.SILT, gray and brown;wet,firm.
10 OL
! 11 SP S1N0, Dlack, fine with trace s4lt; wet, loose.
2 5.8 4 --- —
12
'; 13 :nttom of test pit at depth I1"'.
Groundwater seepage encountered at depth 10Y ,
3-4 gpm.
14
6ompleted August 11, 1111*
s 115
t +
Y I
a
Rencvn, ilashington 7F- 00
for Jones Associates, Inc.
rPm�MO �_
ConverseWardDamlClixon G,,W1,11cd A-32
J+►+a..Ar+fi
LOG OF TEST PIT NO. 10A
Locafioni Elevatiam
' Surface Conditional
O d
L c DESCRIPTION REMARKS
1 5" Asphalt, 5';" gravelly sand; dense, sl. moist_
1 (10'd-16") concrete, (16-191,") sand, brown, fine.
I2 FILL (Coal); med. dense, moist.
3
- - -- - - ------ --
4
542, 1 Ft L PEAT with organic silt.
6 Bottom of test pit at depth 4',' .
Groundwater seepage encountered at 4'3
7 Completed August 29, 1979.
9
10
11
12
■a 13
■� I ` ly
Renton.
Rentoo n, :tashington 1-9-5170
for Jones Associates. Inc.
ConverseWardDavISDixon A-33
LOG OF TEST PIT NO. 11A
Locolion E Ievation:
1 Surface Conditions+
e
��
a° DESCRIPTION REMARKS
5.' 6_' Asphalt, 5'," sand and gravel- -
1 t114i-16") concrete, 06.18It_) sand: brown. .____
_ . - - ----- -- _ ._ __ _
2 (IB';23_�) coal_and gravel_ (231C26})sand and_9ravel .
1 FILL (Coal), black.
3 - -- ---
4
Bottom of test pit at depth V.
5 ,io groundwater encountered.
Ccmpleted August 30, 1979.
1 I6
8
9
' 10
I 11
' 12
1a 13
1 I 14
15
,� I epft Nn
ComrerseWard Davis Dixon n.n ech c, Cn . n. A-34
LOG OF TEST PIT NO. 12
Location Elevation
' Surface Conditions'
4 1 = DLSCRIPTICN REM A. kls`
C p � J.
brown, fine with x: >.
fine to coarse gravel, ocL. fine
root)xiA Sgrir tt d@brii;sl,__
1 n„ist, med. dens-.
grades to mottled gray-Drown;
3 moist.
4
S graces gray; wet, loose. ......
6
i 93.8 1 Pt PEAT, mottled brown-gray, interlayered fibrous
8 heat and ORGANIC SILT;wet,firm.
46.a Z
' 9 increasing fiber content, roots
10- and branches (to 1").
1 I 11
12
't 13 -----•-. --- ------------------------ ----.
SILT, gray and brown, tittle organics.
1,- wet, fire.
I
- -
i�
r ConverseWardDavisDlron c..h.a, me.m..n.M. A-35
LOG OF TEST PIT NO. 12A
) Loaatim EIevatlont
Surfaos Condihoriv
DESCRIPTION REMARKS
O c �
6.6 1 5---sonal---�---'`avelly — - - - --- - - .. -.._ . _
1 (91,-15")concrete, (15-17', )sand, clean fine to
' 2 :A15:Z�'):EIt1:::coa1'6odyr6vel-------------
37.1 2 -ILL (Coal)
3
' I 5 E�ottom of test pit at depth 3,' .
'io groundwater encountered.
6 Conpleted August 30, 1979.
?
1 I 9
10
11
1?
,t 1i
i 14
15
poucl Np I
fbr �onpc .`ci 'nc.
ConverseWardmml)(xon A-36
i
LOG OF TEST PIT NO. 13
Location Elevation
' Surface Conditions
i 4�+ DESCRIPTION REMARKS
_ N
i1 FILL {Silty Sand), it. brown, v.fine to fine.
S,y with little fine to coarse
JJ gravel, organics to 6" death;
iI moist, med.dense.
---------------------- -
i 4 grades gray; wet, loose.
caving. '-S'4".
i 5
6 PEAT, dk, brown, fine and fibrous mixed, roots
(to 3';"); wet, soft.
8 with lenses of ORGANIC SILT,
mottled gray and brown with
i
9- trace organics (to r,"); wet,
f'rm.
10 i
+I' S1liY SAI;D,black tine, tr, organics aL l0y' ;.
3SM_ wet. _-
12-
3 I Bottom of test pit at depth 111.
i 13 Groundwater seepage encountered at depth 10,
CorPleted August 31. 1979.
14
15 �
a
i�
7n_sl.
COnverseWardDavisDixon c.a.<...aco..wr. n A_37
LOG Or TEST PIT NO. 13A
Location Elevation
Surface Conditions
a DESCRIPTION REMARKS
Qw N
5.0 1 __t-__ __ ... _ ____ __�,_____--------------------
1 Il7") Sand, brotm, fine with some fine gravel;dense, moist.
27.0 2 (10-15`s')concrete, (15!,-20y")Sand, brown-gray with some fine gravel
' �__ _ (20.26"��Loand Srevel
---------------------
2 �1_
I
36.2 3 FILL (Crushe Coal).
3
4 — -
5 Bottom of test pit at depth 3'9".
6 Groundwater seepage encountered at 3'9".
Completed August 30, 1979.
fi
9
' 101
1 111
121
14
�: 13
15
' m.enton, ;;ashinuton 79-:;'0
for ,tones Associate, Inc.
' ConverseWard Davis Dixon Geat.thn,t'I000011n11 A-38
LOG OF TEST PIT NO. 14
Location Elevation,
Surface Conditions
Y Y
' LL ae DESCRIPTION REMARKS
a c 0 N
FILL (Silty Sand), It brown, fine to med. with
some gravel (to 3"dia.);
moist, med, dense.
2
3
4
------------------------ -
gray; very moist, med. dense.
5
6.151.4 1 ---
---------------------------------------- -
Pt PEAT, brown, fibrous with roots and trai,ches
89.0 2 (to `,') interbedded with gray-
brown ORGMIC SILT; wet, soft.
8 55,9 3 ML SILT, gray with lenses of sand (to ,"thick)
occ. v. tine organics; wet,soft.
9
'
10 -- ------------------------------------ -
-3i ... I. grade, to SWQ, black, fine clean;
_- -_med. dense.
12
Ip 13 Bottom of test pit at depth 11'.
Groundwater seePage encountered at depth 5' .
14 Completed August 31, 1979.
15
s
kentoa, 6'a s!.,.,�.:on
`cr .'orec gssa fates, In;-
v^Y� ConverseWardDaVISDIXon A-39
LOG OF TEST PIT NO. 14A
Locofion, E levotiom
Surfuce Conditions
Y Y
DESCRIPTION REMARK'
ps 'o�
( Gravelly S --_-' ._-_ __ _
Sy-8'_") and, br3wn; (31,10")Asphalt.
2ncrete.(15.13") Sand, dk brown,fine with s me fine gravel.
--- ----------------------
' 2 FILL (Sandy Silt), brownwith ;ome gravel.
3 11
5
Bottom of test pit at depth 4' .
6 ;o groundwater encountered.
Completed Augua 30, 1979.
8
9
' IlU
11
17
i r 1314
I
, I 15 J
tR,nton,•'.ivhingtoo
'ar "Co " Associates, Inc.
ConverseWard Davis Dixon O.cweenrcNCnn..Nnb A-40
U)G OF TEST PIT I 15
Location Elevation
Surface Conditions`
° o
DESCRIPTION REMARKS
(Silty '�aii:.,, 1 .. ...,< +. _ root layer, J-6"'•
fine to coarse gravel lto 2-, I
2 - sl, noist, loose.
3
4 (Sand), gray, fine to mod. with sow' caving, 4-5' .5 to coarse gravel; wet, loose,
gray and brown, fibrous (to
6 w•et, soft.
grades to 0kGA4IC SILT, mottled gray and brown,
1 trace fibers; et, soft. aving ,64Y .
8 :'t grades to PAT, gray and brown, fibrous (to 2');
wet., soft.
9
10 51.1 3 4'_L SILT,gray,-Tittle sand_-occ_-branthes;wet_-fin?_ j
11 36_1. 4 p SAID^black, v.fine to fine.occ. branches to 1"1,
1 12
t 113 dottoc. of test pit at de?th 11'.
Groundwater seepage encountered at 5' .
14' Completed August 31. 19"t•
1�
;s !
i ConverseftrdDavisDixon A -4 1
le :1
1 LOG OF TEST PIT NO.15A
' Locai.on Elevation
' surface Conditions,
DESCRIPTION REMARKS
cj W1N
_ Azpnaltt6.concrete patch............ . _
1 (',-Ii")Sand and Gravel.trown.1.-m. sand, f.
............. den}pamo:`_
2 (}7_Zi")_,1@nd�_Ql qck, fine.
FILL (Silty Sand). Drown-gra) -ottled, with trace
3 fine gravel; sense, moist.
1 4
1 i 5
i
1 6 Batton of test pit at depth
1 Ad groundwater encountered.
Completed August 33, 1979.
9
' 10
Ill
I12
r 13
� 14
r nttn ,;,".ic,tnn
`er : :nc.
ConverseWard Davis Dixon A-42
0
LOG OF TEST PIT N0. 15
' Localion EIevotlon
Surface Condihons
{ ' u DESCRIPTION REMARKS
nrown r,ith trace tine to
' coarse gravel (to 3"j; „Dist, caving, 11-3j'.
med. dense.
2
4 grades gray.
' S . --•-----•................................. ,riginal ground
.. dK. brawn, fine with some fibers, roots, ,jrface at
branches (to 1"16 At mat.
6 wet, fina.
7
8 --------------------------------------
Z _ gray, inorganic; moist, firm.
. ......................................
' 4 ' qra �. fine to fine; wet, ined, dense.
'_�._._Y-.._ ine to .- ------__..._--..
t 10
11 ,ton of test pit at depth 9',' .
' I:ing conditions encountered below 9,'.
12 .: groundwater encountered.
+pleted September A, 1979.
13
14
1 i
.ol�n Ne
Convers ekVard Dam Dixon a.CNCYOiC,ICOMy11Pb q-43
LOG OF TEST PIT N0. 16A
' Location Elevation
■ Surface Conditions'
1 4
g 2 b DESCRiPTION REMARKS
---------------------
=
Sannd.— o.
�1Prto")Cont re'..e.
Llbc2l" -------_---_---------
FILL
2 (Silty Sand) brown-gray muta ed, fine with
trace fine gravel.
-----------------------
t 4 - -------------9rades-girayt-----
217. 1 -PEAT, dk. brown with some fibers; wet.
5
6 6ottcm of test pit at depth 4'&'.
7 No groundwater encountered.
' Completed August 30, 1979.
8
1 9
10
11
12
,+ 13
I
14
Rento'l, dasn;ngton _...
for tones Associates. Inc.
/� COnverseWafdDavisDixon A-44
i
LOG OF TEST PIT NO. 17
Location'
Surface Conditions' Elevation
$ DESCRIPTION
REMARKS
1 Sw FILL (Sao",, brown, fine to med, with little
gravel (to 31y'dia.), fine
loose.
2 roots (0-6" depth); moist,
3
' 14
5 gray; wet, loose. caving conditio
-
Pt
PEAT, fibrous, roots and branches (to 2");wet, soft.
8
9 96.6 2 -- -----------
OL
grades to ORGANIC SILT, gray and brown;
wet, soft.
11 30.1 SC SAq� ray, fine to med., trace silt, occ, fine
' :suing 10'3"_
roo s; we oose.
1 12
1 t Bottom of test Pit at depth 10y',
13 Groundwater seepage at I 10',Completed August 31. 1979.
i 14
15
1
1}
,.entan, dashin '°^" °
" 9tor;
---_ ne �ssnciatas, Inc. 79-5170
1 Converse WardDaVISDixon o°°,°th,,,cwo� ,° ,
A-45
ocation� LOG OF TEST PIT N0. 17A
!
E Iovation
' Surface Conaitions
f 7v
^? DESCRIPTION REMARKS
5.9 1 - --2-'_Ai i..�'ilSU:---- ------------- _—
1 (4'i-12Gravelly Sand,brown,f.•m.;ned.dense, moist,
(12-14") Asphalt, (14-19") concrete.
2 (°-2G', nd, black med with some Travel
' (21,"-4' ) FILL (Silty Sand), Drown-grty mottled,
3 fine with trace gravel (to ';'dia.k
t dense, moist.
4 (4" cobble at 3L')
t E Bottom of test pit at depth 4'.
.lu groundwater encountered.
7 Completed August 31, 1979.
9
10
11
12
is 13
14
15
1�
1�
' ^rrton, Washington
iOr'Ps Associates, Inc.
GonverseWa
rd Davis Dixon A-46
a
LOG OF TEST PIT NO. 18
Location Elevation
' Surface Conditions'
n� as DESCRIPTION REMARKS
C N
1 1 It. ar:oo, Tine with some fine to
coarse gravel (to 31'dia.),
' 2 occ. concrete and organics
0 12" depths slightly
moist, loose.
3 increasing moisture content.
4
............................
5 grades gray; wet, loose.
6
7 3''m' 1 PEAT, fine with fibers as roots. Dark and
r.
branches (to 3/4"); wet, soft.
8
9 --------------------------.
SILT, gray, occ organics, branches;
10 OL wet, firm.
11 -.. -------'. c---------------------- ....--
SP SAUD gray, fine to ned, with little fine ravel
12 and trace trace organics as roots;
I
wet, loose.
t 13
14 Bottom of test pit at depth ll')'.
Groundwater seepage at depth 11'.
15L Completed August 31, 1979.
D
1�
Renton, ,.asrnngton 74-51'
for ,;ones Associates, In;.
ConverseWardDavlsDixon c.m..w "oeaww" q-47
LOG OF TEST PIT NO. 18A
Loo "7, Eievahon
Surface Conditions•
U
CC t de � DESCnIPTIOh REMARKS
K N
'. ATS, 6ravel' , ..
; Con"
lspnalt, (1�-20',") cre,e. -
9.4 t (20+1.231) Stay Sa^d, b,4(.
2 (23-27") travel',, '- 1c , S t to. f11,c, dense, wet.
23.8 3 (27.38") Sandy Silt, Grwr,•7ray mottled with trace I
gravel (to 2• ).
4
L'otton of test pit at depth VV.
Groundwater seepage encountered at 2'9".
6 Completed August 31, 1979.
1 1
8
9
10
I 11
12
tt 13
]4 II
1r l
3 I
ConverseWardDavisDixon A-48
LOG OF TEST PIT NO. 19
Location Elevation
' Surface Conditions
u
a L aF DFSCRIPTION REMARKS
FILL (Sand), brown, fine with some fine to
coarse gravel (to i"dia.),
trace silt and organics as
fine roots; moist, loose to
3 med. dense.
4
' S
grades gray.
6 ---- --- - --- --- _
bl.9 1 Ft PEAT, brown, with fine root fibers (to I/V);
J wet, soft.
... .............................................
0
$ ``0o OL ORGANIC SILT, mottled gray and brown;very moist,
Finn.
9 SA;), ,Trap, very fine to fine with trace to
little silt; very moist, loose
10 v._ _ tp_rxtd_ dense..
11 Bottom of test pit at depth 10'.
No groundwater encountered.
112 Completed August 11, 1979.
r 13
14
' 15
1�
Renton, dashington
f— Jone5 Associates, Inc.
ConverseWardDavisDixon 6«weaw.ieawwaww A-49
r
r LOG OF TEST PIT NO. 19A
Location Elevation,
rSurface Conditions!
�J DESCRIPTION S RErn4RrS
N
._... J_ .__ •__ ... ....u�
d.6 1 ...............
1 1 1 r ann,
h'Y'�''n t.-m•.graye` to 2_j d, ise, moist.
3.fiy:Lt:- - --- . ._
r 2 q:.,. Sand. ore .}. 1.- . r, -n la:,,`. _. ..__.
I>.S 3 �4,ty"' IM-,hrpwn, f. kiln trace raeel. aravet
3 - g . .. .
r '
1 Bottom Of test pit at depth 2-8%
5 No groundwater encounterad.
Completed August 31, ;97?.
r � 6
7
r I8
rn
10
11
r 12
rj 13
14
r 1 15
r�
r 4 ConverseWardDavis Dixon �-
A-50
i
1 LOG OF TEST PIT NO. 20
Location
' Sur}ac• Condifiontt E levnhon
- DESCRIPTION REMARKS
c N
i1 FILL (Silty Sand), brown, fine with sale gravel
and occ. debris; slightly
moist, dense.
-----------------------------
1 3 mots'
4 very moist, gray.
' S caving Condit,
encountered,
1 6 depth.
7. 109.( l
1 8 Pt PEAT, brown with some fibers layers; wet.
9 2 M SILT, gray with occ, organic inclusions;
10 .- very moist, firm.
■ 11 _ 3 SP SARO, black, -fine w'th trace silt;wet, loose.
12
l Bottom of test pit at depth 11'.
1; Groundwater seepage at depth 1Oy'.
I 14 Completes: September 1, 1979.
1
15
r
I PROKSEO LID 314
Renton, Washington �.,.ei .
for Jones Associates to '°-SI7O
COrNOMOWardDRIVISDuron -
A-61
l LOG OF TEST PIT NO. 21
Location Elevatrom
' Surface Conditions
Y Y
DESCRIPTION REMARI. KS
L � N
FILL (Silty Sand), mottled brown and gray,
1 fine with some fine to coarse
gravel and oce. organics
1 2 as branches and debris.
moist, dense.
4
5
' 6 96.0 1 - -- --•- - --- ._....._
Ft/) FEAT, mottled brown and gray with lenses of
' organic silt (to 3-10" thick;,
53.3 ?I 0L branches (to 5")p wet, tinr.
8
ML S1LT, gray with-traca organics; very moist,yfirm.
SANG, black, fine, trace_silt; wet, loose.
11 Bottom of test pit at depth 1011'.
12 Groundwater seepage encountered at depth 10'.
Completed September 1, 1979,
,s 13
I 114
15
I
�OPO%U' t.1D 314
enton, Washington 7i-5170
'or Jone' AssoCr,•..:. 1nC•
-. .. �
ConverseWardDavlsDlxon o«.»• •.io.•.wu•a A-52
LOG OF TEST PIT NO. 22
Locationi Elevation
' Surface Conditions
<' Y
f = �s DESCRIPTION REMARKS
1 ,i.il;, and), browr, fine with son,
fine to coarse gravel;
moist, coed, dense.
Caving Condit n
3 011ce entered,
5' depth.
4
t 5
5
1
.... ..... ..... ..
8 `lg' 1 RC AT, brown, fibrous; ,yet.
9 t
10
12 SILT, gray with Oct. organics as inclusior .
wet, firm.
,s 13
14
15 �Backhoe excavation to depth I1' . �-
Refusal of hand probe at 15' in black f' < sand. I
4roundwater seepage encountered at P,'.
Co;,p:eted September 1. 1979.
WVuSU LID 314
Renton, 'dashingtor ?9.517D
for ,!orr5 Ad SO iAt 's, ;nc.
�� ConverseWardDavtSDixon a•<,•<M,wa�Canaunam< A-5�
� LOG OF i
Locofion; TEST
Con 'PIT N0. 23
Surface
� dihons
o
Elevation:
'^ OFSCRIPTIpn� _
REMARKS
Y i
5 Met.
1 6 _
slur; -•••....
AraY, trace` organics; «et. soft. '
SAND.---------- .
1 black, fine
Q — — trace sil
oottok� pf rt
'_..— we , loose.
10 -
lj ,, Pled September aMcounte ea -.
1. 1979, at acptn 3
1j 13
� ' 14
i
e�v��i VfSDfX0,1 peaMeM�tr��r n
Mm ql�
�r"1 Aa
A"54
LOG OF TEST PIT NU 24
Location, Elevation,
Surface Conditional
DESCRIPTION REMARKS
' fine with trace
1 dve , cc. coarse gravel , ;rdLe
organics as fine roots; slightly
2 resist, rw dense.
3 --------------•-•------____----------------
r o PEAT and ORGANIC $117, Bottled gray and brown;
4 SL. t+ rust firn,
C '�fibruvs ^eat tense at 5',' ,
7 fibats <2').
6
1 ...............................
B µt SILT, Bray with trace organics;
wet, soft.
9
to SA'iD, black, ' •
fine, trace_silt;we4ned, dense.
12 Bottom of test Pit at depth 10y'.
t Groundwater seepage encountered at 10'.
i 13 Coi^pleted Septenoer 1, 1979.
14
15
D}
:n:
ConverseWard Davis Dixon A-55
LOG OF TEST PIT NO. 25
Location Elevation
' Surface Conditions
E See ° B
� DESCRIPTION REMARKS
1
(lll (Sand), Drawn, from with trace sil;
fine to coarse gravel (to .
' 2 dia.); moist, very loose.
3
' 4
t i 5
I
' Bottom of test pit at cepth 6'.
Standinq water at depth 6y'.
8 Completed Septamoer 4, 1979.
g.
10
11
12
,t 13
� 14 —
15
1�
' M1. . I, rONfl n
ConverseWardDavtsDlxon A-56
LOG OF TEST ri i NO. 26
' Locationi Elevation
Surfoce Conditions
Y V
DESCRIPTION REMARKS
1 FILL (Gravelly Sand), drown, fine with little
Silt and occ. cobbles (to G"dia.);
2 occ, organics as fine roots
(<1/8"), and concrete debris;
3 moist, loose to med. Case.
' organics more abundant below lb' .
4
5
1 -- ----- ----- ---------------------------- -
ML SILT, mottled gray and brown with some
8 organics as decayed and very
fine roots.
■ a �
■� 0
11 SAWD, gray, very fine; wet, loose.
12
13
14 Bottom of test pit at depth 1311'.
' 15 Groundwater seepage encountered at 10.' .
CnI,pletpl Septviiber 4, 1979.
PROPOSED LID 314 °
Renton, Washington 79-517O
for Jones Asw iat Ps, Inc. �.
Dow.*"*
ConverseWard Davis Dixon a.swwaw« A^67
LOG OF TES r PIT NO. 27
1 Locafion Elevation'
' Surface Conditions
I Y
1 n.- '� c 2 DESCRIPTION REMAPK.,
Q.0 0
1 FILL Drom:n Me with trace silt an'
fine to coarse gravel (to 2"dia.);
2 moist, loose Lo med. dense.
i 3
1 4
1 5
1 6
7 '
1 a MLA SILT, mottled brown and gray with some organics,
as thin branches and roots,
moist, stiff.
1 9
1 10
11
1 SILT, gray with trace organic inclusions;
12 ML wet, firm.
In I r3
14 - -- ---- -- --- ----- _..
15 Bottom of test pit at depth 14' .
tlo groundwater encountered.
Completed September 4, 1979.
1�
wpH a
Po5EG 314
Ren ent_oc, Washington
shington 79-5170
fir ) nps Ss Sf,ciaty3. inc,
1 ConverseWa rd Davis Dixon �A-58
LOG OF TEST PIT NO. 28
Location Elevation
Surface Conditions
d «° c. DESCRIPTION REMARKS
N
ORGANIC SILT, brown with gray layers of silt,
1 79 6 1 trace fine organics; slightly
moist, firm.
2
3 --
4
SILT, gray with trace organics as inclusions
' 5 R•.. any occ. branches; wet, stiff.
6 i
7 - - ----------------------------------------
SAND, gray, fine with Oct. organics;
very moist, loose. _
9 f Bottom of test pit at depth 8'.
1� Groundwater seepage encountered at depth 4.' .
Completed September 4, 1979.
11
12
,j 13
14 I
1 I 15 J
Rent ... ..
P.entcn, dashim7ton
for 'ones Associates, Inc.
ConverseWard Davis Dixon O.a.onoleHton.Nunw A-59
LOG OF TEST PIT N0. 29
' Location Elevation;
1 Sur!ace Conditions
V V
DESCRIPTION REMARKS
' 1 .Mack fine, with trace organics;
slightly moist, med. dense.
I2
3 SILT, brown and gray mottled, some layers of
4 51 2 OL orgaincs, moist, stiff.
5 Pt --------------------------------------- -
6 SILT, gray with trace organics and thin fine
7 ML sand lenses (to 1")� moist.
Stiff.
8
9 ' - ---'_SAND, black, fine with trace silt; wet,
0 10 loose to med. dense.
Bottom of test plL at depth 10'.
1� Groundwater encountered at depth 9,.
completed September a, 1979.
lj
15
1�
r t:,
conversewardDaVISDixon 6.cfecp, pCen.Wb A-60
LOG OF TEST PIT NO. 30
Location= Elevation
' Surface Conditions
DESCRIPTION REMARKS
t L�
� O N
5eno anv, crave;; brown, f..m. .
] ' asphalt
7-22") Sand and Gravel;brown f.-m.whittle s '
. . ......_ o .- -----
2 FILL {Coal chips)
4 Bottom of test pit at death ?y (30").
No groundwater encount"_red.
5 Comp'leted September S, 1979.
6
� 8
i
9
iJ
11
f I i 12
13
1 14
■� 15
■
79-917p
'noes associates, Inc.
ConverseWard Davis Dixon a.aweeew. ee...unn A"61
r
LOG OF TEST PIT NO. 31
rLocotion Elevation
rSurface Conditions!
CESCRIPTIJN REMARKS
rFILL (Gravelly Sand) with little Wi, gravel
to 3 brown; moist, very
rdense.
.. .......................... ----------------
rFILL (Sand) mottled FILL (Coal), with
brown and gray with some silty sand;
rj little gravel; moist, dense.
moist,
dense.
r
<ottom of test pit at depth 50" (4-2").
r ) groundwater encounL-red.
:nnpleted September 4, 1979.
r �
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TABLE R-1
Unconfined Compression Test Results
Natural
1 Depth Water Shear
Boring Sample in Content Strength
Number Number Soil Description Feet (Percent) (psf)
4 4 brown fibrous peat 6 1/2 255.9 4-50
4 6 gray, wet, fine 12 35.4 500
sandy silt
5 4 brown, fibrous peat 7 1/2 249.2 .192
6 5 brown, fibrous peat 7 1/2 565.1 612
11 7 gray, wet organic 12 46.6 410
silt
California Bearing Ratio Test Results
Remolded Dry Remolded
Boring or Density Water Content CBR
Test Pit Sanple Soil Description (pcf) (Percent) value
TP-13A 3 Coat (fill) 59.2 28.4 38•
' 59.2 30.0 13
58.0 32.0 6
$9.5 35.8 7
t47.8 40.0 0.5
TP-17A 2 Mottled brown and 112.6 17.4 66
gray fine sandy 11U.7 12.0 23
silt with trace 107.4 19.8 47
gravel (fill) 102.4 21.9 8
-Note: Sample not soaked
1
tComm Wua Oowa O{ten,1".
r--.r
t — CLAY-- ——SILT— SAND— -- GRAVEL
fIA[---►ft----ME01W--
SIFVE SIZE gUtIOEP 770 21%1 140 100 EO iU 7^
10 1 ft' '�� I" I y 7- 7"
100
Iil � l I i �" I i IIII !
060
WV
i i l l i
0 005 Ol 05 01 03 lfi 500
PARTICLE DIAMETER IN MILLIMETER,
• Test Pit 5. Sample 1 - -�—_----"
GRAIN-SIZE DISTRIBUTION CHART
n Test Pit 12A. Sample 2 "��� •.-r+.ew
Kenton. Adsh.n')t0 79-5170-03
o Test Pit 11A, Sample 2 toy Jones Associates. Inc _ - -
-
Test Pit 18A. Samples 6-33m CorW4K eWardDav1SDuvn omwc�mc°"'-- B-1
LOAD IN r-PS PeR SQUARe POO'
[ t 5 LC
' 11 Boring 4, n 5, Depth 8y
Moisture Content:
:
before • 419.5%
— —�-- after 319.21
.,w ..�..,. ...t. _ Cry Density A 13 pcf
20 Y - Description. PEAT
x
u 40
i ""' _ i• t .H
1 y
♦
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� ♦ i ...wry.,._..._.. 1
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PRC'
Rent .,, ,, n'•„ � �i J .�.i
for Vanes Associates. Inc.
_ DI.aOO Nt
ConverseWard Davis Dixon B-2
LCAC '.n ctPS PER SQQA%t +LOOT
5 ! 0 2 ! 4 5 10 40
Q
2 ' f
[r.
Boring 5, Sample 8, Depth 174'
Moisture Content: I
�` `• _ before • 42.21,
after = 79 Q;
■ '_"' Dry Density . 86 pcf E
* 7r. _, _ __ __ ,. -� Description: MANIC SILT w/PEAT
w _
13
Hr h• 4
t It ~ -
« 18
s 7
4 17jj``''
91
&E . ■ _. 4
� e -
C 0 N 5 O L I D A T O N T E 5 T S
y, ConverseWardDavisDxon „n,. S-3
LOAD IN KIPS PER SQUARE FOOT
it 07 03 01 0 I 5 iC 50 30 K
C
10 Boring i, Sample 5, Depth 8-10' _.
••---- Moisture Content: "-
12 -- _...._..._»...._._._. - Defore = 349.2;
after ,
1
,�,y-•r,,,,,,,,,, Dry Density 16 pcf
"'-'- "-- Description: PEAT
:.
16.
23
r ........y w— ..
z 22 k.
. 3 1
y
3 w
34 �1 1
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• .n TURATION WITH WATER '
c 0 N s 0 L c A T i 0 N T E • T S
for Junes Associates toe.
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ENDING
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FILE ,,,,E I., I D 3 /4
.51iataeltnueaL
c�iwe�a#o-n�
OWDL) TA
79 -5/ 70 - 0/
ill' la�. 11) 1981