HomeMy WebLinkAboutWWP2700374(8) S-374 W Kennydale Interceptor-Alignment -"C" Geotec Rp
7
1
R a saae���
AM
♦ t cCJnom,575
scrennsis J
71 April 13, 1988 t'4!fc, Fg40,+,�4iv}•
�dPJA l CNy'{
s22077.cl .M
City of Renton
200 Mill Avenue South
Renton, Washington 98055
Attention: Mr. Robert Rergstror
Subject: West Kennydale Sewer Extension--Geotechnical
Report
INTRODUCTION
This letter report summarizes the subsurface conditions for
the West Kennydale sewer extension located in the City of
Renton on NE 21th Street. This letter report was prepared
in accordance with Task 8, Geotechnical Exploration for the
West Kennydale Sewer Extension of the Supplemental Agreement
No. 3 to the Agreement to Furnish Engineering Services to
the City of Renton, Washington, for Well No. 5 Rehabilitati,n
Project.
This report has been prepared for the exclusive use of the
City of Renton for specific application to the West Kenny-
dale Sewer Extension in accordance with generally accepted
geotechnical engineering practice. No other warranty, ex-
pressed or implied, is made.
The analyses and recommendations contained in this. report
are based on the data obtained from test borings. The test
borings indicate soil conditions only at specific locations
and times, and only to the depths penetrated. They do not
necessarily reflect differing strata or subsurface conditions
that vary from those described in this report. If different
subsurface conditions are found during construction., recom-
mendations in this report may need to be reevaluated.
In the event that any changes in the nature, design, or lo-
cation of the sewer extension are planned, the conclusions
CHPM HILL s.aHM Oft* 777108M AVM N.E.8Nv. WO ,, gtp 2064"SOX
..� P O.aw 91500.8914 e.WLnh,ptp 48LtV,2050
fIf
J
Mr. Robert Bergstrom _
Page 2
April 13. 1988
S22077.C1
and recommendations contained in this report should not be
considered valid unless the changes are reviewed and con-
clusions of this report modified or verified in writing.
CH2M HILL is not responsible for any claims, damages, or
liability associated with interpretation of subsurface data -
or reuse of the subsurface data engineering analyses by
others.
PURPOSE AND SCOPE
1
The purpose of this geotechnic al letter report is to present
the findinas of our subsurface exploration for the West
Kennydale Sewer Extension. The scope of work included:
o Project coordination of the geotechnical field
program
o Field exploration consisting of six test borings
0 Laboratory testing of selected samples
o Preparation of this summary report which presents
` the results of the field exploration and
laboratory testing program
PROJECT DESCRIPTION
.1
The West Kennydale Sewer Extension consists of approximately
950 feet of 8- to 12-inch diameter gravity sewer pipe. Ap-
proximately 340 feet of the pipeline is located east of
Interstate 405 and 400 feet is west of Interstate 405, with
the remaining 210 feet within the Interstate 405 right-of-
way. Pipe types under consideration for the proposed sewer
ire PVC and ductile iron. Because of the sloping topography
combined with the cuts involved in Interstate 405, burial
depths to pipe invert. will vary between 10 and 35 feet.
Construction methods will include pipe boring, excavation,
and backfill. The new construction will begin at an exist-
ing manhole located at the intersection of Jones Avenue NE
^ at HE 24th Street. The new sewer will extend to the west on
HE 24th, under Interstate 405, connect to an existing sewer
in ME 24th Street on the west side of Interstate 405. The
�j installation of other utilities is being considered within
,j the portion of the p'pe that will be installed with pipe
l� -J
f
�S
Mr, Robert Bergstrom
Page 3
April 13, 1988
S22077,C1
j �
jacking and boring methods. At a minimum, this length will
-+' consist of the portion of the alignment under Interstate 405.
1
- n
SIT£ GEOLOGY
-. The West Rennydale Sewer Extension site is underlain by
dense glacial deposits. Materials present west of Inter-
state 405 consist primarily of glacial till underlain by
glacial lake deposits. On the basis of our test borings,
the till present is a very dense silty sand with gravel and
.i occasional boulders and cobbles. The glacial lake deposits
are hard silts. East of Interstate 405, our test borings
-� indicate the subsurface materials consist of glacial outwash
with localized areas of alluvial deposits. The outwash con-
sists of very dense, well graded sand with silt and gravel
underlain by very dense silt-, sand with gravel. Alluvial
deposits are present locally and consist of interbedded
medium-stiff silt with sand, and medium-dense poorly graded
sand with gravel. Occasional boulders and cobbles may also '
1i be found in the outwash and alluvium.
�- FIELD EXPLORATION
I
The CH2M HILL field exploration was conducted from March 16
to 18, 1988 and consisted of six test borings drilled to
depths ranging from 21 to 45 fait. The test borings were
..� drilled to approximately 10 feet below proposed pipe invert
levels. The drilling was performed by Renner Drilling Inc.,
-� of Sherwood, Oregon, using a CME 55 drill ric with mud rotary
techniques. The locations of the test borings are shown. on
`6 Figure 1. Per our contract, no teat borings were performed
within the Interstate 405 right-of-way. Disturbed samples
were obtained with a 2-irch O.O. split spoon sampler driven
with a 140-pound weight falling 30 inches. Samples were
visually classified in the field according to the Unified
Soil Classification System by CH2M HILL geotechnical per-
r,.. -, snnnel. Field boring loge were revised as necessary based
�o•.'�'c. on the results of laboratory testing. Groundwater observa-
tion wells were installed in two test borings as noted on
J the test boring logs. The logs of the test borings are pre-
sented in Appendix B.
'^t
.v
fie:•.: ._-.. ___._ �.�,... ..-
K
Y\
f
Mr. Robert Bergstrom
Page 4
April 13, 1988
522077.C1
SUBSURFACE CONDITIONS
Soils present in the borings performed along the alignment
for the West Rennydale Sewer Extension consist primarily of
J dense to hard silty sand to silt, with up to 15 percent
gravel. Locally, areas of less dense sand and silt are
present above these deposits. Detailed descriptions of the
J units present are found in the test boring logs in Appendix B.
Soils west of Interstate 405 have developed in very dense
J glacial tills. Typically, the upper 5 feet was found to
consist of a hard, brown, moist silt with sand and occasional
gravel that grades below 5 feet into a silty sand with up to
15 percent rounded gravel. The silty sand is moist to wet,
brown to a depth of up to 20 feet grading to gray below
this. The color change from brown to gray is interpreted as
( the boundary between weathered and unweathered till. Split '
spoon samples taken in the till from a depth of 10 feet to
the bottom of the till were in excess of 100 blows per foot.
No soil was recovered in sample S4 in test boring B-4, S3 in
B-3 and S2 in B-2. Because the inside diameter of the spit
J spoon limits the size of sample obtained to 1-1/2 inches, i4
is possible a large rock was at the tip of the sampler, ef-
fectively plugging the sample and not allowing any sample to
I I be retrieved. Below the till, at an approximate elevation
of 213 feet in both test borings B-5 and B-4, is a hard,
gray, moist silt interpreted to be a glaciolacustrine deposit.
The silt was not found in test boring B-6, which was terminated
J at about elevation 212 feet. This unit was encountered about
30 feet below preliminary proposed pipe invert depths in
test borings B-4 and ''j-5.
J East of :nterstate 4(.5, dense soils were also found, except
for localized areas rf softer material. These softer mate-
rials were found in the upper 30 to 15 feet of test bor-
ing B-2. The test boring is situated near a stream and the
material may represent a local deposit of recent alluvium.
i
The alluvium consists of wet, medium-stiff silt with sand
overlying medium-dense, wet, poorly graded sand with gravel.
This upper zone of softer, wetter materials was present only
in test boring B-2. Underlying these materials a gray, moist,
very dense silty sand with gravel was found and interpreted
w- to be glacial outwash on the basis of bedding present in
some of the samples recovered. With the exception of bed-
- : 1 ding present, the outwash is similar to the till present in
test borings B-4 through B-6 on the basis of density and
material composition, and it is difficult to distinguish
between the two materials.
s
p'+
t
i
�r r
1�M1aL+u -
�g
1
NO
r�
Mr. Robert Bergstrom
Page 5
April 13, 1908
+� 522077.C1
J
The outwash was also present in test borings B-1 and %-3, M'
and was dense to very dense throughout the entire depth of
the hole where present. The outwash present in B-1 consis-
ted of a mottled brown to gray, wet, silty sand with up to
15 percent gravel. In B-3, the upper 5 feet of outwash con-
sisted of a well-graded, wet, very dense, sand with silt,
underlain by a very dense, moist, silty sand with 15 percent
(ravel to a depth of 20 feet. Blow counts on all samples of
i the outwash below 15 feet were in excess of 100 blows per
foot.
..i The glaciolacustrine deposit was present below the outwash
in both test borings P-1 are P-3. In test borina B-1, the
- glaciolacustrine deposit was found 25 feet below the ground
surface at an approximate elevation of 214 feet. This ele-
�" vation corresponds with the elevation of the top of the cun- .T
tact of the glaciolacustrine deposits and till present in
test borings B-4 and B-5. In B-3, the unit was found at
-+ about elevation 227 feet. The elevation of the top of the
unit in B-3 is 13 to 14 feet higher than what has been found '
in tes• bo; m7 u-1, R-4, and B-5. Th:.s indicates the Con
-
t�ct may be errrtic along other areas of the aliqnments.
_ ! The glaciolacustrine deposit consists of a gray, moist, hard
i silt to very dense sandy silt. Blow counts in this unit
varied from 58 to more than 100 blows per foot.
.1 G"OUNDWATER
Water levels were measured io test borings with observation
wells installed during the subsurface exploration. There
levels are shown in Table 1 . Fluctuations in these water
levels can be expected seasonably in response to precipita-
tion. Water seepage into excavations should be anticipated.
The amount of water will depend on the depth of excavation,
time and duration of construction, and the type of soil
r present. Seepage should be anticipated at the locations of
-1 permeable sand and gravel or near the top of less permeable
soil units.
� J
I
� � J
1 /
t�i
., .._ _ _ ..... e..-�+--..v....n-..'-�-.ar--tea--..r....i.e• _..�---.w ...-....... '�-�!,
ra
ti.
Y .
Mr. Robert Bergstrom
Page 6
April 13, 1988
522077.C3
`1
i y Table 1
-1 WATER LEVEL ELEVATIONS
Approximate Water Depth Below
Test Boring Date Level Elevation Ground Surface
iB-3 4-5-68 229.1 17.9
a
e-4 4-5-PP 24_1 16.4
1
r�
�+ Water levels recorded in test borings B-3 and B-4 are at the
y approximate contact of weathered and unweathered material.
Weathered material tends to be less dense and likely more
J permeable, thus explaining why the water levels may be
present at the elevation recorded. The contact between the
.� weathered and unweathered units will probably be gradual and
irregular and not found at the same depth along the align-
ment. Water levels present in test borings B-3 and B-4 may
represent a perched water level on top of the hard, very
dense, underlying material. Higher water levels, possibly
.� at the elevation of water in the nearby stream, are expected
in excavations near test boring B-2, which is located by the
n stream. Here, the upper 15 feet of subsurface materials are
less dense and interbedded with zones of more permeable
material.
LABORATORY TESTING
Laboratory testing was performed on soil samples selected to
classify the subsurface units and to evaluate their engineer-
ing properties. Laboratory tests include natural moisture
content, grain size analyses, direct shear and moisture
density testing. All laboratory testing was performed in
accordance with applicable ASTM standards. The results of
natural moisture contents are presented in Table A-1 in the
appendix. Grain-size analysis curve, compaction test data,
and plots of the direct Shea- tests are also presented in
the appendix.
i
;s
_J
a
Mr. Robert Bergstrom
Page 7
April 13, 1988
522077.C1
"i GEOTECHNICAL RECOMMENDATION/TRENCH EXCAVATION AND BACXFILL
Excavation
From the extent of our limited subsurface exploration and
published geologic mapping in the area, it appears that ex-
cavation for the sewers can be classified as common exca-
vation. Common excavation can be defined as norrock material
1 that does not have to be systematically drilled and blasted
to be removed from the excavation. Bedrock was not encoun-
tered in the CH2M HILL test borings, however, based on our
knowledge of the characteristics of till and outwash in the
local area. boulcers may be present locally in these
mater-ials in the excavation.
Slope Stability
For the West Xennydale Sewer Extension, excavations for the .+
gravity sewer will likely not exceed 25 feet in depth.
Trenches will have to be shored or side-sloped to applicable
-I federal, state, or local agencies regulations that have jur-
isdicticn. In residential areas with nearby adjacent util-
' "ties, trenches may have to be supported and braced to
_ ...inimize the effecvs of the construction on the adjacent
property and utilities.
- Water inflow into the trenches is likely to occur in the
i excavations. Groundwater control and/or shoring of the
trench walls may be necessary to prevent collapse of the
trench `de walls. Groundwater in the trenches should be
.7 maintair-d below the base of the excavation. ,
-'� Trench Materials
7 Trench Stabilization. Trench stabilization should be used
.� to provide a stable base when soft or disturbed, wet soils
are encountered below the pipe. If the excavations can be
1 thoroughly dewatered, the need for trench stabilization will
J be minimized. Trench stabilization should consist of well-
graded crushed rock having a 2- to 3-inch maximum size and
free from fines. This material will not be available from
the trench excavation.
"7
i
r.
r
r
Y
k
Mr. Robert Bergstrom
Page 8
April 13, 1988
,.., S22077.C1
J
Pipe Base and Pipe Tone. Pipe base and pipe zone material
should be use t�o provide firm foundation and lateral support
for the pipe. The pipe base material should be a minimum of
-- 4 inches thick. For flexible pipe, pipe zone material should
extend a minimum of 10 inches above the top of the pipe. If
ductile iron pipe is used, material for pipe base and pipe
zone should be 3/4-inch minus, well-graded sand and gravel
that is not sensitive to the addition of moisture, with less
than 5 percent fines, compacted to 95 percent per ASTM D-1557.
For PVC pipe, gradation and fines limitations are the same;
however, the maximum grain size should be limited to 1/4 inch.
Pipe base and pipe zone material should be compacted at opti-
mum moisture content. This mat-rial will not be available
from the excavation and will have to be imported.
Trench Backfill. Soil from the excavation will likely be
suitable or trench backfill. Where surface settlement is
critical and should be kept to a minimum, trench backfill ,
.+ materials should be limited to sand or silty sand. In paved
�'.. areas, the trench backfill should be placed in maximum
'7 8-inch lifts and compacted to 95 percent per ASTM D-1557 to '
1 within 3 feet of the top of subgrade (below road base course '
materials) . The remaining 3 feet below the top of subgrade
.� should be backfilled with material meeting the requirements
of pipe base and pipe zone and should be placed in 8-i h
lifts, and compacted to 95 percent per ASTM D-1557,
Dewaterino
J
Groundwater was recorded in observation wells located in
^+ test borings east and west of Interstate 405 at an approxi-
mate depth of 16 to 18 feet below the existing ground sur-
face in both the till and outwash deposits. It appears this
water is perched and located in the less dense, weathered
materials which overlie the harder, unweathered units.
Based on tLe density and consistency of both the unweathered
and weathered units, and the amount of tines present in each
of these units, we suspect water inflows into the excavation
will be small and can probably be handled with sump pumps at
most locations. However, if more permeable lenses of sand
and gravel are intercepted in these units in the excavation,
water seepage will be higher and may require shoring and/or
wells for dewaterinq.
Ingle
1
we
Yr.
Mr. Robert Bergstrom
Page 9
April 13, 1988
522077.C1 ,'A�tl
�9
J a_�•
In addition., east of Interstate 405, near the proposed pipe-
line alignment, a small stream is present. In test bor-
ing B-2, near this location, saturated deposits of silt with
sand and poorly graded sand with gravel are present for a
total thickness of about 30 to 15 feet. The lateral extent
of this unit appears to be limited as it was not encountered
in test borings B-1 and B-3. Prior to construction, diver-
sion of the drainage and dewatering may be required to
- minimise water inflow into the excavation.
i
-+ GEOTECHNICAL RECOMMENDA^IONS/DIPE BORING
-I At a minimum, 210 feet of the West Rennydale Sewer Extension
will be installed in a casing that will likely be jacked and
bored in place. The portion of the line affe,ted will be
the section within the Interstate 405 right-o'.-way.
} `1 Subsurface materials present at pipe boring depths include
very dense till and outwash, hard glaciolacustrine deposits
and alluvium. The units have been described in detail on
the test boring logs and in the section Subsurface Condi-
tions. West of Interstate 405, the material at pipe boring
- , depths consists of dense glacial till. East of interstate .�4q.
405, both outwash and glaciolacustrine deposits are present. t
No subsurface data were avai -.able within the Interstate 405 'r
right-of-way. with the subsurface information obtained from
this exploration, it appears pipe jacking and boring below
Interstate 405 will be within outwash, till, or glaciolacus-
trine deposits or along the contact of the outwash and/or
^� till with the underlying glaciolacustrine deposit. Drilling
through both materials was slow. Blow counts in the till
and outwash at pipe construction depths were in excess of
300 blows per foot. Blow counts in the glaciolacustrine
}f;•, deposits varied from 58 to greater than 100 blows per foot.
The outwash and till are primarily denser, coarse-grained
y, deposits of silt sand with P y gravel and occasional boulders.
M.,., . The glaciolacustrine deposit is a fine-grained silt to sand
silt. On the basis of what was found in our test borings,
it appears the contact between the till and/or outwash with
'¢�ry the underlying glaciolacustrine deposit is abrupt rather
than gradational.
_+y i
+ �o
ti F
4
IPA
Y
A'e
i
Mr. Robert Bergstrom
J Page 10
April 13, 1988
M7 822077.C1
Pipe boring and jacking below Interstate 405 in this mate-
rial will likely be time consuming because of the hardness
and density of the materials present and the possibility of
intercepting a boulder in the face of the pipe bore. Re-
moval of these boulders may create voids around the outside
of the casing. Grout may be required to fill these voids.
Pipe boring along an irregular contact can potentially de-
flect the casing and affect the grade. water seepage into
the pipe bore may occur in all units present throughout the
entire bored alignment.
Near test boring P-2, the upper 30 feet of material is of
lower density and consistency and likely more permeable than
the surrounding material. Additional caving and seepage
problems may result if the jacking trench is located here.
The jacking pit should be located in an area that has ade-
quate depth and bearing to support the lateral jacking
loads. It appears the saturated alluvium present in test
boring B-2 may not be adequate for these purposes. The
dense till and outwash encountered in our investigation will
probably be suitable for this purpose.
tlm/se6133/001
1
i
i
1
1
M
a
.,__........_..,....__
' a
% .
it I
Y!i
_..
7-
.JV A 8 �.z
_ 25 W
a'` i 297 :.BZ
C^ a O
I fI 1
24TH ST 086 065 Bi NE 24TH ST
I
� � F
NOTE: BASE'•:.AP ►KEN FROM JCITY bF; NTON�
LEGEND:
061 Taat Boring location and numoor SCALE: 1•-600'
FIGURE 1
LOCATION OF TEST BORINGS
22077C1 WEST KENNYDALE SEWER EXTENSION
e pit^
Jim
I
Appendix A
RESULTS OF LABORATORY TESTING
**6133/002/1
Table A-1
RESULTS OF NATURAL MOISTURE CONTENTS
Natural Moisture
Depth Content.
_ Borinq (feet) Sample (w%)
J B-1 5,0-6.5 S1 12.1
10.0-11.5 S2 10.6
150-15.5 S3 18.4
20,,0-20.3 S4 11.3
25.0-26.0 S5 15.1
e B-2 5.0-6.5 S1 25.5
1n.0-11.5 S2 9.2
35.0-15.9 S3 10.3
20.0-20.4 S4 14.1
5.0-6.5 S1 9.7
B-3 12.9
15.0-15.2 S2
20.0-21.5 S:a 24.1
20.0-26.5 21.7
30.0-30.9 S6 22.4
35.0-36.5 S7 19.7 _
35.0-36.5
B_4 5.0-6.5 Sl 13.0
10.0-10.8 S2 10.5 I
15.0-16.5 S3 11.6
20.0-20.2 Sot
25.0-25.8 S5 12.4
30.0-30.5 SG 7.1
35.0-36.0 S7 10.0
40.0-40.3 S8 8.0
45.0-46.5 S9 21.5
B_5 5.0-6.5 Sl 14.7
10.0-10.5 S2
15.0-15.3 S3 10.3
20.0-20.3 S4 9.2
25.0-25.3 S5 10.7
30.0-30.3 S6 8.8
35.0-35.1 S7 8.0
40.0-40.8 SB 21.6
s-6 5.0-6.5 S1 12.9
10.0-10.9 S2 9.3
15.0-15.3 S3 11.7
20.0-20.7 S4 10.5
25.0-25.2 S5 12.1
aindicates no recovery of soil in split spoon sampler
ee61331002/2
J
�4
U S Samara S w Sze tin i--t—U S Sianoara &rove Numoe,s Hraromele
z/e 4 B 16 30 40 50 100 200 a•'•'•
-. 70 l
W so
i � I
u¢i 50
Z 1
H
-1 Z d0 ,
iiiLLL \
30 C
20
10
0
100 50 10 5 1 0.5 0.1 0.05 0.01 0,005 0.001
GRAIN SIZE IN MILLIMETERS
CCAASE F NE OAASE r.iED51M FINE
C SILT OR CLAY
COBBLES
-� GRAVEL _ SANS
Symbol Sample Source Classification
i J --0-- 8-1,S2 SILTY SAND ISM) WITH GRAVEL
I
Particle Size Analysis
' n
I
i J
r -
1
uS Sta-aa,a Sieve S.ze,- ',:S S•anmrO Sieve Numbe,s—f-- Mytl,ome'e'
100 3 1'h 3/. 'o 4 8 16 3040 50 100 200
a90
^� 80
To
3 I
-J m .1...`. _. ... _ .. . ._. -.. .. _
,
w 50
Z
c
w 40 ,
,c.
30
20
1 10-
0.
i 100 50 10 5 1 0.5 0.1 0.05 0.010.005 0,001
GRAIN SIZE IN MILLIMETERS
' ��nug ry; -mac, r• c. c
COBBLES GRAVE SaNC N. SILT 0�; rLAN
Symbol Sample Source Clamficat,on
I
--(D-- B-2,S3 SILTY SAND ISM) WITH GRAVEL
Yartie,a Sl:a Analysis
`r
ti
i3 3 I y Y
U S Stanwd S,eve S,ze i,n l—+�—U S Stanowd S eve Numoe,s Hya,oTete
— 3 1v2 3a ' 4 8 16 30 40 50 100 200 -
100 • .___ , ._. .
I _ •C
90
_ eo
70
u
w
eo
i w 50
Z
210
I
0
100 50 10 5 1 0.5 0.1 0.05 0.010.005 0.001
GRAIN SIZE IN MILLIMETERS
CCARSE FINE CJAFSE VED'JV I FINE $ILT OR CLAY
GOBBLES GRAVEL SAND
�I SymDOI Sample Soutce classification
B-3,S5 SILT (ML)
(
I -+ Particle Size Analysis
AIL-
u S Sianm,a Sec,Sze, u S Siaaaa,a S.eve Numt>e,s Hyo•r+e!e
3 1Y: s/ '/e 4 8 16 3040 50 100 200 -
J80
n
70
O
.7 80
iZ 50
UW 40
1 � �
J 20
1 10
0100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001
GRAIN SIZE IN MILLIM-TERS
J COBBLES COARSE I °. 1COAASEI MEDIUM FINE
GRAVEL SAND SILT OR CLAY
JSymbol Semple Source Classification
0-4,S3 SILTY SAND ISM)
a'.
Particle il:a Analysis
.,.fir'• '.,. �
iyrY
' ya
iy
A^ '
r
t
,I
J � I � n}
U S Standard Sieve S ze on i�J S Slanaarc Sieve Nvmpers Mydromete,
^ 3 1Yz 3/. °/e 4 8 16 3040 50 100 200 a>.'•'. ;.
j2.
a
80
60
70-
j
3 80 ...------ --. ._ _
� L
\ I
I \ .
50
— Z
j LL a �G
7 ypZ� 40 �\
6 i
30 s
20 i
I I s
10
0 ;I i I
100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001
GRAIN SIZE IN MILLIMETERS .
COARSE "NE OARS MEDIUM FINEJ! '
COBBLES GRAVEL SAND SILT OR CLAY
Symbol Sample Source Classification
V
-� B-6,S4 SILTY SAND ISM)
Particle Size Analyele
Any
k
�a
i
9t■.ir
Y,
1
t ^
J -eC
.40
A . 'sg
. .__ .__ o
' n50 ¢2G
a
W
1 ¢40
cc
B -_ - - ---
�p NORMAL STRESS(psf x 10001
1
J
LG
3
C U.2
i HORIZONTAL
I DEFORMATION(in.)
oID
c
J w
z
Z
Q
= UD.0
N
8rC
�1 W
Y
U
—_
'1 T
1 Bodo ~ 0.1 0.2. 0.3
HORIZONTAL
DEFORMATION(in.)
O -370
C =0
Direct Sher Test Report
13-3,S4,S 5-Combined Sample
J
J
50
J � �
_40
cc
-
. . rn __. A --- -- -
�`^ 22o
:r - - - —
'! W3.o - - -- - - -
Z G NORMAL STRESS (psf x 1000)
r
1.0
1
HORIZONTAL
DEFORMATION(in.)
c
_ w
z
-� a _ A
J x s U 0 9G
.0
rn
9
2
r
HORIZONTAL
-7 DEFORMATION(in.)
C= 275 PSF
i
-- Direct Sheer Test Report
B-4,5,6-Combined Test Results
I '; 1
t
MAX. DRY DENSITY,
) MAX -ALBS;CU FT
OPTIMUM MOISTURE,
-- % MOISTURE = t .' Od
�6, x 62 4)
x 62.4 x tOD Dd
ti
ILD Z z 7Q �F�a 16 CM�V"y
�1
t
h
ti
N
/Gt7
W
J
y
J
90
OD
o /o ZD 3�) 40 50
MOISTURE 601J7VU7-
Y
OF DAY DVJ 17 y
Compaction Test Results 'C}I.v�
B-4.5,6-Combined Simple
J
Moor. Affilik . +r
low Ak
Appendix B
LOGS Ov TEST BORINGS
Ilk
a
4
t a
t S
i +y`
.z
___---------------------------.________.______ _
••••__„_ :PROECT NUBBEP; SCCO".L1 B^ Y __-_-____________________'_._:._..-__._....-_.__.
_ -AI , NL'rFE;: B-: SK° OF: :
ON9 N;
'••':''• SOIL IORINB L0B
., ---------------------------.--------------.---------
PROJECT: IAOS UNOER[ROSSINE - AENipN SEYEA -'""""`"""-"-__"""--'-""-"-'
ELEVATION: ':39 FT, DRI,LIOk: NE RW STAEE' • SEE NAF
` ` N� ` y DCAI.L INfi LdITPACTpF: aENMEA OAILLIME
's 1 Y�A�EF LFVE1 Ak DAAIEEWIPNENT; I10i-A01PRy-STAFF 51
3�IB B_-----___-•__FIN15Ft y1B/Sq lDG6EA: S.M.4'70'.W
SAMPLE_____.. S`B SOl, DESCRIPTION :S COMMENT-
;.. DEN. __ _
BDELON TH ipr[ E TM SOIL
COLOR ROIS70AE _____..
i IIM$RVAI:' ---------' 11 DENSITY 01 IR U DRILLEFTNI OF RASlhc
;SURFACE !MURDER : C b•-b'-b': CONSISTiNCY, 1! 0: DRILLING RATE BRILLINE
IPT1 ;FT; II'1;: 1R) MINERALOGY, USCCSL6ROUPCSYCRBEL aC S' IMS,TRUNEENT10ST [
- }.0 ' -.
S: •( t 15-18-1P7 SILTY GAME Witt 6AAVEL, aottbd brwn arc I
bra), wt. OMfe, app'o:wtel, b[t fine _.
.. cp-s: re,,.e[ src. aG it-s:u 1
!+ - ••• , I aep L: {!a:t1: i' aDG'va:ea lei, 1C. ` _.
! I 1l7' minus gravel IO.twst?n SMI.
SC L0 .M-:P-D/; Saw as above except •ery dmse ISM
>J 11.5
I 13 •-1 1 ,
D- :4.} 1 B} SILTY SAKI mitt GRAVEL, mottled bro and ;
I 15. i f100a1 gray mot, •ery dznse, gprmlNtelY w 151
slif tly plastic salt, apprul" 'Y 70,
: fine to curse gra:wG and, approaiutely :
151 PB' minus gravei, Meddk
: IODt•ish')'srl.
SI 16.3 5 v
1 �•3 Saw as above (SM). -•
1 k.
23.0
25
� 85 :LC :APoorulwte cortact of
D1 b' (lP0•I I SILL milk SAND, qn exist, urd, sand ,Outwsh milk
Ir :ones of clear said, apprm:wtel) 751 : :Blaciolicustnne
' I shghtlY plastic milt approaleately '51 :00poslt. _
wdlw gqrain:6 sand IbtlauAlicustrme
drP gtl!Ml 1. _
-wissm
30 1 I
yM
s. wr
.... . I T
--------------- - -------------------_-----------------------------------
.......:_ 1,NWECI NAEF: S_.:".:: .._..-_.__. NOR% RSR6E9: G-: SNEE': OF. .
C6'C' •;p-
tPROJECT:1 2v„S 90NE 00RINfi LOG _
1F ____________________________-._-____-_-___-.-__________________________________
PROJECT: 1109 IRmERCRO651MB- RFMTON INNER DAI'L10N: NE RACP R:FKE' - SEE MP
fi, DRLLIMG CONTRACTOR: KFNNER OAtlLiM6
^, WATERING AEIA AND EWIPRENT: NONORO1ARr -CAE SS
WATER---------
--- -----LEVEL ONOND -----DATE MN STARE ------- _ •FINISH:_ 3l.D118 • 1OGSEA------ -------L:P
-
SARPLE SIG. 1 SOIL DESCRIP71011 ;5 ; [ORIENTS
..................... PER. --------------------------------------------;r --_-____._--
1 DEPTH ; 1 TYPE ; R 1 TEST I SOU NAPE COLOR MOISTURE :R L' DEPTH OF CASINE
J 4IKLON
RFACE :IMIERVO::"MR 1 C 1 6'-61-6 CONSISTihCCl. SOIILL STRKTTUREE :0 6: FLU!?ILOSS RATE'fSTRAN!IMF
(FT) IFTI 1 !(FT): tad; NINERAL06Y, USSS GROUP SYRFE. 1L ' INSTRIIIIENIITION
J i
Ile
s: .f : }•1-1 SlU Nitt SAW: wttleE to, the aarar,
1131 : wc, - rlil stl}t aRa lwtsIY 75 i-
_i vadiue Piatlt $-It, aDyrmua;ai
NE,w gruneo saee IOl luvlw>11n: . --
' 10.0 --,
l 10
C l;-1P-1: NO RECOVEFI - recrove to recover suPlt
(23; PVp Y GRADE[ SAND bath GRAVEL, Dril, --
a bet, wolus 6Mse, ipf,oelsitelY 601 -
11.7 1 1 Whom to coarse grained san0,
-t aoRronsateh 20% 3/0' onus grave:
IPllu,iva'1 SF-
IS
S? IP.B 30-50.,5
-'�15.11 i i100.1 SILTY SANG Pith GRAVEL, olive grit,
mst, very Wait apg'oNiaatelr 301
@ad1w OlastAc sift, tPProo6sately 511
1 Nadia@ to coarse g•aim sano,
aDRroasatel, U1 1/2' a,,us grace:
tw0^itShl.
1 20 --i- t -+—f•—�1 -
SI 10,11 SONS' --
t 20.1
n tYOvt IBMI.
1 25
1
30 --
{
3 _
IFF::E:' MCNSE4: EC:C-'.0 FOA;hC N;IABER: B-• SnF": OF:
CN:N !:Li
SOIL WIN LOB
___________________
PROJECT: 1105 UXOERCRp551Y4 -REXTOh SEYFR:OCATIOP: XE RACT ETREE• - SEE RAr
OR LLIN6MVATION4 T17 FT,00 IRlU1N6 CONTRACTOR: KENNEP BP;LlIN6 '
OR LE NETAOt ANO EWIaRENi: XUO ROTARY - E SS
BRIER I----YEL ANC DATE: NR pp ` FIYISN; JttB/R. LOSSER: 6.O.AVCLIO
_..__________________________.____.'. ,- STAF-. =11t=18___...________._____0�5 I C-------
' SAlIF1E I SL. SO BFS[ _��_____._____ ____________ __ __________
RIFT! c
DEPTH 1 ' TYPE : R EST SOIL UK. COLOR XO;STUSE X U_-BEFiN OR CAME,
I RELOY IINTEhALI AND E I------- CONTENT RELATIVE BENSTII OR ;1 0; ORILLIN6 RATE WILLING '
!SURFACE I IWKF : C 16`-6•-6•� CONSISTEXCf, SOIL STRUCIORs 6; FLUID LOSS TEST AND
I IFTI I (FT) :(FT); INI RINERA_06f, USCS GROUP SYI1IEL ;L ; INSIRUIENTETIOII
I
` l f
'LS il-2R-JT: HELL PADEI Pat uitr slli, tan, let,"I..
de^u, ud:ue t: carp grarNed sere, I __
lout. ^, m u-•,• ua
;grtwsh'.ISbSr 1. _
a J
10.0
L
1 s: e.l I sBYS
10.1�1--T (100s1 1 SILTY SAND Y:th PAVE,. olsvf grA!•I
wut verY Oensp Itoreusetely
I e,IynklY Alat:c sat Appros:ptelY !S3
i.: eLNS gravel (W�ush?)ISs:.
• 7 13.0 I --,
\I IIOP•1 NO RECOVEPY - for ro,01
1 20.0 t
M -1 I i i
! SA ::.5 JS-wu• Aq rra:ute contest of
(IOOv) ; SILT, gray, wilt hard SILyhtly glestic I IWtgsh nth
I6Laolecustrine Wows IIIC). 31awlecustrsw 6 slt.
t
I 75.0 -
tbJl-FEI j
1691 SILT, gray, ,at herd, :ones of 4p to
sedan grained ua Mimi strsne
- 26.5 : degeSit)ML). .
_ r
JOWIW --,
W,,.
er...rrXi. r►,ddl�R-rw � —.�., sc� �. slit+
r: 5
a
a.-
4
5
t i
Y ..
i
AOL" IL
.e
...................... ...............•___-_..--._---------_.____._________--T"------------- --
-- IPF—EC' MUNI-;: SC:N7.:: ROAIN= k'PEA. 1-7 SHEET: . . .
:.w.' SOIL ----M.. -- ---
1 PAOSE^,T: 1405 UM7ERCROSSIAi - WON SENEA LOCATION: WE "4TH STREE' - SEE NAP
EI�A ELTICN: •:R"FT. O6:LLINS CON'RACTORo DEMMER GRILLING
ORILLINS METHOD AND EOJIPPExT; RUD R014Av - CRE S`.
1 HATE; LEVEL AN; DATE: R` START: 3/18I89 FINISH: 3111115 LOSER: 6.N.A',:LI:
•_ ____________________________________________________________ ________________________ -__-.-__-_____._ --:--.--.---.
SAMPLE SID. c
SOIL DESCRIPTION CDNP.MTl
• ---------------------, PEN. -__________________________________.____.__;v .
1 KPTM 1 TYPE : A 1 TEST SOIL NAME COLOR MOISTURE IM L: DEPTH OF CASIN6
DELON :INTERVAL: AND 1 E 1 CONTENT RIELAT14 DENSITY OR 11 0 DRILLERS RATE IRILLINE
;SURFACE 1 1NUIEDEA 1 C i 6'-6'-6.1 CONSISTW, SOIL STRUCTURE :0 6: FLUID LOSS T(ST ANC
1 (FT, (FT) : 1.FTi'. iN1 NIMERALD0, USCS SRO P SYNEIJL :L INSTRUMENTATION
lT» 'DgDg'awcap:utte�f.-,9r40,,slight Y
lientiY plav(eSry. ra:n fe
silt.
IO2 fine Ing ln1
--
33.(
35 ..
S7 :.3 :"stz lee p e cee'e',
E SON' 51.', ;•a" mc rr' - a 3al If
iSL:aelacust,ov ceposr)(M.
EMI SOIL RONIN6 AT 36.3 FEEL,
w
w
1 --i
i
i
�i 1 i •i
•�i i
e 60
....]..t �.,. . Alm— d1KAta�..A1l. .. r` �r 1aNN.—_..�. _....z ..ie,.v. i-fe - W.
i
� I
-- -----
;FFO3ECT NUNBE`: SC:.'?.:I BORING KONBE B-d SNEET: Or' a
CN2r�N1..e
SOIL Ia11N6 LOS
_ -------------------------------------------------._-_..-------------------------------------------.--._---._-.---.--..._;
RRWEC Ia 1 MERCFOSSING - REN10N SEW LO:F?IOK: N 244 STREET B MMOL AVE A - SEE NAr
I ELEVATION: 'CSe.5 V. ORI:1R3 FONTRA.'Or: KEKNEF ORI I_INc
; DRILLING IETN00 ANC EO:IRNEKT: FNC 6CTAR', - E!! •n
t WATER LEVEL AND PATE: Nc S'AF'; 3 WOE FINISH: 3111168 1.066EK: B.s.MITEF '
---------------------------------------------------------------`__________-______________.____-_.__________
SAME- STI. ; SOIL DES'AIFTICN :S I CORMEN'S
PEN. ------------------------------------Y :---------------------------
SURFICE ' ,NINIVEF C ; 6• ----- --------- -
DERTN --- ----: TYFE R TEST ' SC'- NAME COLDR NOISTUFE ,M LI DEPTH OF CASING.
I IELAN :INTFRVA, AVE: ; E CW.IS? M1E, SOIL OEN-:TY OR 7 O' FLUIDDRILLINGLOSS
RITE IMLINE
COMSISTE6Cr, SOIL STRUCTURE. 10 6; FLUID LOGS TES? AND
; IFTI I (FT) IIFT:; INi NIMFRAi061, USCS fiROUF SYMBOL INSTAVIENT{?ION
J1 ;B• Yase souse. --
-t f
1
531
1 SI :O.e 17-26-36: S1L' s:tn LAND, Irani .1tb osnae
,j -- (62) sottl,ai. saist, very Ara, a0prbslutely ; -
�. Saq. Ctraal R'tl
� Ibatreret pal!h,.
10.0
I 10
S2 IC.I 35-60N•t SMY SAND. Pon" 901st to Net wY
''z�: I100•i dense, appro'aetely 401 to SOS ;Inl1,
fine Drained sans xuurnal rounded
: sail; yri.el INeaENesd TIIIIISNI. ,
'1 ME
--
�' S3 - 3'.-34-62 Sa.r as Aber* becoming sore Isrlrav
t I100•� : ISMi.
•1
•. -I 2�T S4 Sa � t,� P NO RECOVERY
25
'1i 1 SS 10.7 : 40-6013'; Sue as Above welt pray IUnaatnered
J -•'25,1 1 (1001) 1 LIIIISML
J ,
w 70
-1
----------------------- --
-----------------
---� ;PACCE:T NiHFER: S:.OT'.CS MAX rjmlEP; 1-1 SHEET: :.
CN2X
PROJECT: 140 U'AN ___SOOT- __._-DOCA SOIL :OALNfi EET .TOOT_____________ ----________-------
__
t PAOOEC10 IIOS ONCERCRCS8:N0 PENTOA SFMER JOCAT:CN; M 2/Th STA 7 ______________ -----------------------'
IFILLI N ,F', EE { RFDRIL ING N - SEE RA1
a LING [�ITppCfOp; aFNNEP PAIlJ1M6
F EPUIPIff7c: MP ROTAR! -
n6 YAiER LEVEL AND DATE; S:
iE: NX START: 3/16/BE FINISH; 3/:7108 L06BEF: B.N.6:!EI
W7 _ i TOOT _______-_________________
SARPIE S'C. SOLL PFSCAIF110N IS COXMEN'-
;____-_ ______________ __
I MYTH I 1 TYPE I A TEST $01' WE COLOR KIS-___T-___.___-__ v -
'!'11 A[E :INTERVAL MP E : TOOT___-, DENSITY UAE ;X:I DEPTh OF CGS:hE
7NAIBER : C 6'-6'-6': CONSIST110,PSOIIL SEM�T� 10 8' DOILL1UID 46 RATE OS 6RILLINI
IPT1 IFi: ; :6T1 IN; RINERALOSY, OSCS GROUP SY k IL-TICTIM : IMSTROXEIITbT10A' ,
, PRY, Ru rro
30.5,1 : It00a! : dense, tine grasped nano, occassona!
roYnlpd call gravel lUnwathered
T3 11,5SN'.
35.0
57 10.`. 37-60 Saw as above ocep: Crow, apoers
-� (110• weathered (SX,.
Sd -
IU - /'z
SB ;0.2 6E�a^ Saee as above I$•).
� 1 a
--
LLLiii IS
1 S4 ILO :5-1:-36: SILT, C k Tout, hard (6lacioLcustrine Pyeroviwats cwta.-t 01
deposit11ML�. (Tall and 61RIOIRostnne --
R IdePosit.
/p,S END SCI; PORING P' /6.5 FEET. Ins'al led
D.eSwlter :,3 tip at
16ravet P:chec haw Cass -.
ICI hrte
55 i
—t
h
z
6
.x
____________________._.____._.._....__.___..____.___..--._..__..____________._______._._..___
__ :PRO.'EC' N,HIBER; @220".C: WNW UNDER: 1-' SHEET; 1 F.
C+2116H LLi
ELEVATION.
.-2V FT. EOOMDAENT: ROO AOTAAv P:LLINe COR'NACTOR: NEMME DRILLING
_____________
M103ECT: I00' ON➢EACRDSS NG PENTON SEMEE OCATICk: N OF Mir D MEAC^N AVE N 0 MOEN CT A
DRILJN6
WOr
AN[
ELEVA716N. SS FT. P
MAIED LEVEL AND DATE: N STAR 3/•7/DF FINISH: 3117169 MIER; 5.1.AVDLIC
I SAM E BID. SOIL DESCRIPTION _S CONRENTS
-• _______
PEN. I____________________________________________ v 1
DEPTH 1 : TYPE A TEST I SOIL MAIZE COLOR NOISTORE ;N L' DEPTH OR CASING
BELOW SURFACE IIMTEAVP;MMEEP ' C 6'-6--6': COM6 Sif%CY,A60IL STMURTURE .'6 6; FFLLOI1 LOSS TISTT AILLING RATE AEIM6
(FT) : (FT) : :IFTI. (N; NINERAL06Y, (ISCS GROW SYRSk IL 1 INSTR6NENTiTION
—�, st cement
parmeen„ Y
S.0
51 :1.7 le SILTY SPNC, aottiu tar and
d blame, Het,
f3E
�Sfi dens:, aDprav:aate:. 3(1 m1# tt 01Mc
6.5 g•i:IeD sir: .Neatne•ed 711l)0). --
i 10
I R. : $; :0.1 : 50 SILTY SAND ntN DRAVEL all" tar, mist,
10.7 (100.) re•Y dense) ayyPnC'amttfy 151 to 201 s
sbONtly F�altic silt, approximaWy 651
have tc sed:ia Drained urd, approrautely --
iii 151 I' sinus gravel tWrthred TTL111(SN).
I5,0 --
;
' S3 :0,2 : Sr i' : Sue as above fictot approriutel) 51
gravel (M.
DO -4-2:.E
1 I S! 10.2 50!4' SILTY SAND Ira[, mast, ver/1 dense
�20.3 (100+1 : ap0rovluttly 20i medium plastic $IR,
—� apprwilately 751 lane to cure u rled
uv, ig,wlutely SS 3/1' gravel
1 (Onwat @red Till) Sk.
;m 50,4.(100•) Sam as above (SR).
1 3• t • t
a
t.
a
---------------- --------------- --------------------------
!PFOJE:T MUN6ER; 522UT/;1 6-AIN- NUMBER: I-' SHUT: 2 Df:
CH2P NR. SOIL IMIN6 LOS
--------------------------------------------------------------------
; PROJECT: 16d5 UNDE6CROSSING - RENTON SEVER LOCATION: N OF INTI Or NEA.00 AVE N 6 GARDEN V N
ELEVATIOA: "D' FT, DRILLING CONTRACIM KENKF DRILLING
YATFR LEVNETNOD ANC EWIPRENT: HUE ROTAS. - CNE 5`. FINISF: 3 --—066y;- c,gAVOI_O --------
�•Y EL Alt DATE: NN STAR': 3117188 ------
J
SAWJ ' BTA. is twul;
pq•R : TYPE . R YES---- -SO1'1 NAME EIATIR DENSITY R RE 'N U DRITH OF LLING A�TEN� L
IEl'aA ;INIEAYAL; A14 E CON EN I 1 Y O !8 0' ILL WILLING
SURrACE lNUH1EF ! C ; 6--6'-6 CONSIST�NLY, SOLI STRUCTURE ;O 6; FLUID IONS TOST AN:
IFTI IFT) . �IFI)! W NINEPALOV. USCS GROUP 6YHIGL !L ; iNSTRUNENT�Tld1
NIX Dray, rots very ;
k.l - I I1W1 dense, aDAroxnate4 1��xdlui plas4it '
- silt Ryo+sutel 60l 1 ne ``pp rse
of Al sand, APPA-104 ofr ISl Sir sinus
pquel NnwatAered htl)(911r. __
35...
3S
30.1 S} :D.L � S10e. lilE ]F iO:vF ISr .
40.0
40 : BE 10.6 ! 50-10/a'; SILT, 4rap, ecsq bird, Ndme Pluto ! goro+uate contact A'
--^A228_ ! I!OP•1 I61ac:o.acustr:ne ftnut)(k). !Till Rd Slaeiolaust-Ina
;deCu+t.
'_ND 501, WRING AT 40.6 FEET.
45
I ;
1 _
SS
_j
'1 60
.._-------------------_-----------------------------------------------------
---------- .
-_--°-°-_- CA:'::! •:.-cP: E:: -.:. I:r;NE MOPE F-: sNEF: i ,-. .
C�71•��IL,
— SOIL WRING Los
--- ----- --
•� rA:ECT: 1405 uQEACR" SINE - RENT3A SE619 .O[A':ON: N 24TA EPEE' . SEE MAr
E.EYA'I2N: •21T,5 FT. DA:LLINS CON'AAC'OR: IENNEF CPIL'LING
DAI,LlN6 NETH'• M' E ,IPREh-: PL: R;TAR, - ^RE 55
-� Ill LEVEL ASO 0a'E: NP START: 7y1000 FINISH: 3V10PSS LODGER: F.P.RITEA
_ -._........................ __.____._-_.-__._______-____-- , ------- _...___._.-_-_..
s, SaOi.E iEN� -.___-__.__.501. `,SCRIPTIDN IY Co•.YEP-
____ __ _ ___________ __ ; -------------
DE` _
•'P: r 'EST 511L MvIE EC.CR ROISTURE M L DEPTH OF LAME,
KE01 INTERVAL ANC --------
COA'ENT E�ELA'14 DENM Of ;S O DRILLING A:TE ORILLlk.'
,
SURFA. ;NUMBER 6' 6--6", CONSISTENCY, SOIL STRUCTURE 10 6' FLUID LOSS TEST Al
r'. ,h MINEAALOP USCS DROOP PHIL :L INSTRUMENT+TIOA
_ ;Fall uf! N•tllinq to
:l•5 1mt.
5 5.0 + I :Nit Travels F COMIN it
:4.5 tut. Hl
SL', SAS:, b•cr a-tn c,arge a:ttling. :0ra1111p beloe.
/: N: •,Pn iF. '] ePAYJ gr31nP: ion• 1 -•
. 5
10.0
10
S2 :O.R 1 57-6fiT: Sou a a0e,e nctot a•neAil
---: :100•I aDOroauttly SCI to 40: finesne$ (SR ISMI.
.j
iS -_�15.: i : P � •
S: ;C.: 601a' Sam as above ISM,.
i
20
54 :0.7 60-10:'1 Sam as above wept gray color
--^267 I lt_Jv^ (Umeatureo Till)ISM).
i
�1 25.0
25
lk 44sal wall'.SILTY DOING eitA GRAVEL, bum, !in mill to !installed. 1
mt, eery Aenu 0 14% rival
201 from,
apOroelutely 401 to kS Pmol
aDPrmmtNy MS uM IS�Ilcm d M
e aug`I.
END SOIL DURING AT 25.2 FEET.
30
Cx, ,c j
J—
TRANSMI TTAL
From,-1'-toe�ti�e6�15
To: _
Our Project No. S 79 l/..—
AttB•--�'-+-'.-'—i��+�� oft IF MATERIAL RECEIVED IS NOT AS LISTED
PLEASE NOTIFY US AT ONCE
Re: t �XiLS/vY�.
WE ARE SENDING YOU
iy�TTACHED DUNDER SEPARATE COVER VIA
O SHOP DRAWINGS o TRACINGS
D PRINTS D CATALOGS
O DOCUMENTS O COPY OF LETTER
D SPECIFICATIONS D
COPIES DATE ITEM
I
_.-
_ CITY OF-RENTOrf -- -
.._.F_Oginee[itig-Ne E•_
i
iREMARKS
1 --
COPY TO _ —.---. _FORMS
1 REV WEE
•' 4
r!G
a
N
Engineers 4r;bJ o'• ++ �
Planners
• Economists Y S
Scientists
April 13, 1988 NA.EN
s22077.C1
F
City of Renton
200 Mill Avenue South
Renton, Washington 98055
�1
J Attention: Mr. Robert Bergstrom
Subject: West Kennydale Sewer Extension--Geotechnical
Report
a
INTRODUCTION
This letter report summarizes the subsurface conditions for
the West Kennydale sewer extension located in the City of
J Renton on NE 24th Street. This letter report was prepared
in accordance with Task 8, Geotechnical Exploration for the
West Kennydale Sewer Extension of the Supplemental Agreement
No. 3 to the Agreement to Furnish Engineering Services to
-� the City of Renton, Washington, for Well No. 5 Rehabilitation
Proiect.
This report has been prepared for the exclusive use of the
City of Renton for specific application to the West Kenny-
dale Sewer Extension in accordance with generally accepted
i geotechnical engineering practice. No othcr warranty, ex-
pressed or implied, is made.
The analyses and recommendations contained in this report
J are based on the data obtained from test borings. The test
borings indicate soil conditions only at specific locations
7 and times, and only to the depths penetrated. They do not
J necessarily reflect differing strata or subsurface conditions
that vary from those described in this report. If different
subsurface conditions are found during construction, recom-
mendations in this report may need to be reevaluated.
In the event that any changes in the nature, design, or lo-
cation of the sewer extension are planned, the conclusions
.4 1
r J
CMTM NLLI Sea/Ib Olnce 108m Avenue. Bellevue,NbsMnp/an 106 a5350
PO 8onG15X 9e41
1V.e
Wasnvpton C8O09-105C
i
�fa
l� f
S F•
L 'i
J1i .
�y''-
yl '
Mr. Robert Bergstrom
Page 2
April 13, 19es
S22077.C1
7 and recommendations contained in this report should not be
.! considered valid unless the changes are reviewed and con-
clusions of this report modified or verified in writing,
CH2M HILL is not responsible for any claims, damages, or
•J liability associated with interpretation of subsurface data
or reuse of the subsurface data engineering analyses by
others.
.i
.� PURPOSE AND SCOPE
The purpose of this geotechnical letter report is to the findings of our subsurface exploration for the w'estesent
Kennydale Sewer Extension. The scope of work included:
o Project coordination of the geotechnical field
.i program
{ . o Field exploration consisting of six test borings
o Laboratory testing of selected samples
J
o Preparation of this summary report which presents
the results of the field exploration and
laboratory testing-. 9 program
PROJECT DESCRIPTION
The west Kennydale Sewec Extension consists of approximately
rr '� 950 feet of S- to 12-inch diameter gravity aew er pipe. Ap-
r proximately 340 feet of the pipeline is located east of
Interstate 405 and 400 feet is west of Interstate 405, with
the remaining 210 feet within the Interstate 405 right-of-
way. Pipe types under consideration for the proposed sewer
" are PVC and ductile iron. Because of the sloping topography
combined with the cuts involved in Interstate 405, burial
depths to pipe invert will vary between 10 and 35 feet.
r Construction methods will include pipe boring, excavation,
and backfill. The new construction will begin at an exist-
ing manhole located at the intersection of Jones Avenue HE
a• .;?.; at NE 24th Street. The new sewer will extend to the west on
NE 24th, under Interstate 405, connect to an existing hewer
.^ in HE 24th Street on the west side of Interstate 405. The
installation of other utilities is being considered within
the portion of the pipe that will be installed with pipe
k A.
.^I
r
F"'s'
I
3
Mr. Robert Bergstrom
Page 3
April 13, 1988 R
522077.C1
a
jacking and boring methods. At a minimum, this length will
consist of the portion of the alignment under Interstate 405. '
4 SITE GEOLOGY
J
..� The West Kennydale Sewer Extension site is underlain by
dense glacial deposits. Materials present west of Inter-
state 405 consist primarily of glacial till underlain by
glacial lake deposits. On the basis of our test borings,
the till present is a very dense silty sand with gravel and
J occasional `,oulders and cobbles. The glacial lake deposits
are hard silts. East of Interstatr 405, our test borinor
�- indicate the subsurface materials consist of glacial outwash
with localized areas of alluvial deposits. The outwash con-
sists of very dense, well graded sand with silt and gravel
underlain by very dense silty sand with gravel. Alluvial
0
deposits are present locally and consist of interbedded
L' medium-stiff silt with sand, and medium-dense poorly graded
sand with gravel. Occasional boulders and cobbles may also
'1 be found in the outwash and alluvium.
.. FIELD EXPLORATION
The CH2M HILL field exploration was conducted from March 16
to 18, 1988 and consisted of six test borings drilled to
depths ranging from 21 to 45 feet. 'lbe test borings were
-+ drilled to approximately 10 feet below proposed pipe invert
levels. The drilling was performed by Kenner Drilling Inc. ,
of Sherwood, Oregon, using a CME 55 drill ric with mud rotor
techniques. The locations of the Lest borings are shown. on
Figure 1. Per our contract, no test borinqs were performed
y within the Interstate 405 rig,�t-of-way. Disturbed samples
J were obtained with a 2-inch O.D. split spoon sampler driven
j with a 140-pound weight falling 30 inches. Samples were
_ visually classified in the field according to the Unified
Soil Classification System by CH2M HILL geotechnical per-
sonnel. Field boring logs were revised as necessary based
on the results of laboratory testing. Groundwater observa-
tion wells were installed in two test borings as noted on
the test borinq logs. The logs of the test borings are pre-
sented in Appendix B.
J
A
t
y.
Mr. Robert Bergstrom
Page 4
April 13, 1988
-+ 522077.C1
SUBSURFACE CONDITIONS
r
Soils present in the borinqs performed along the alignment
for the West Rennydale Sewer Extension consist primarily of
..- dense to hard silty sand to silt, with up to 15 percent
gravel. Locally, a-eas of less dense sand and silt are
-� present above these deposits. Detailed descriptions of the
it
�
uns present are found in the test boringlogs in 9 Appendix B.
Soils west of Interstate 405 have developed in very dense
glacial tills. Typically, the upper 5 feet was found to
consist of a hard, brown, moist silt with sand and occasional
gravel that grades below 5 feet into a silty sand with up to
15 percent rounded gravel. The silty sand is moist to wet,
brown to a depth of up to 20 feet grading to gray below
this. The color change from brown to gray is interpreted as
the boundary between weathered and unweathered till. Split 4
M1 spoon samples taken in the till from a depth of 10 feet to
the bottom of the ;:ill were in excess of 100 blows per foot.
No soil was recovered in sample S4 in test boring P-4, S3 in.
B-3 and S2 in B-2. Because the inside diameter of the split
- - spoon limits the size of -ample obtained to 1-1/2 inches, it
is possible a large rock was at the tip of the sampler, ef-
fectively plugging the sample and not allowing any sample to
be retrieved. Below the till, at an approximate elevation
of 213 feet in both test borings B-5 and B-4, is a hard,
gray, moist silt interpreted to be a glaciolacustrine deposit.
The silt was not found in test boring B-6, which was terminated
-J at about elevation 212 feet. This unit was encountered about
7.(r 30 feet below preliminary proposed pipe invert depths in
�- test borings B-4 and B-5.
,F. East of Interstate 405, dense soils were also found, except
A ,.
for localized areas of softer material. These softer mate-
rials were found in the upper 30 to 15 feet of test bor-
ing B-2. The test boring is situated near a stream and the
material may represent a local deposit of recent alluvium.
The alluvium consists of wet, medium-stiff silt with sand
overlying medium-dense, wet, poorly graded sand with gravel.
This upper zone of softer, wetter materials was y
present only
All in test boring B-2. Underlying these materials a gray, moist,
+ very dense silty sand with gravel was found and interpreted
to be glacial outwash on the basis of bedding present in
some of the samples recovered. With the exception of bed-
4 ° ding present, the outwash is similar to the till present in
test borings B-4 through B-6 on the basis of density and
•' ' material composition, and it is difficult to distinguish
between the two materials.
f
r*
J • ,
r�l �._ i f'1a1, arrra. a vlJ r.Y...
I
�1 Mr. Robert Bergstrom
Page 5
April 13. 1988
522077.C1
�f
R The outwash was also present in test borings B-1 and B-3,
J and was dense to very dense throughout the entire depth of
the hole where present. The outwash present in R-1 consis-
ted of a mottled brown to gray, wet, silty sand with up to
15 percent gravel. In B-1 the upper 5 feet of outwash con-
sisted of a well-graded, wet, very dense, sand with silt,
underlain by a very dense, moist, silty sand with 15 percent
i gravel to a depth of 20 feet. Blow counts on all samples of
-' the outwash below 15 feet were in excess of 100 blows per
_ foot. i
The glaciolacustrine deposit was present below the outwash
in both test borings B-1 and B-3. In test boring B-1, the
glaciolacustrine deposit was found 25 feet below the ground
surface at an approximate elevation of 214 feet. This ele-
vation corresponds with the elevation of the top of the con-
tact of the glaciolacustrine deposits and till present in
test borings B-4 and B-5. In B-3, the unit was found at
about elevation 227 feet. The elevation of the top of the
unit in B-3 is 13 to 14 feet higher than what has been found
in test borings B-1, B-4, and B-5. This indicates the con-
tact may be erratic along other areas of the alignments.
The glaciolacustrine deposit consists of a gray, moist, hard
silt to very dense sandy silt. Blow counts in this unit
varied from 58 to more than 100 blows per foot.
GROUNDWATER
J
Water levels were measured in test borings with observation
wells installed during the subsurface exploration. These
levels are shown in Table 1. Fluctuations in these water
levels can to expected seasonably in response to precipita-
tion. Water seepage into excavations should be anticipated.
The amount of water will depend on the depth of excavation,
-� time and duration of construction, and the type of soil
present. Seepage should be anticipated at the locations of
permeable sand and gravel or near the top of less permeable
soil units.
y�-
Mr. Robert Bergstrom
4b Page 6
April 13, 1988
522077.C1
i
Table 1
WATER LEVEL ELEVATIONS
Approximate Water Depth Below
Test Boring Date Level Elevation Ground Surface
.J
B-3 4-5-88 229.1 17.9
1
B_4 e_5-8P 242.1 36.4
J
Water levels recorded in test borings B-3 and B-4 are at the
approximate contact of weathered and unweathered m-terial.
-+ weathered material tends to be less dense and likely more
permeable, thus explaining why the water levels may be
present at the elevation recorded. The contact between the
weathered and unweathered units will probably be gradual and
_ irregular and not found at the same depth along the align-
ment. Water levels present in test borings B-3 and B-4 may
v represent a perched water level on top of the hard, very
dense, underlying material. Higher water levels, possibly
I at the elevation of water in the nearby stream, are expected
in excavations near test boring B-2, which is located by the
stream. Here, the upper 15 feet of subsurface materials are
less dense and interbedded with zones of more permeable
v
99 material.
4J LABORATORY TESTING
Laboratory testing was performed on soil samples selected to
classify the subsurface units and to evaluate their engineer-
ing properties. Laboratory tests include natural moisture
content, grain size analyses, direct shear and moisture
density testing. All laboratory testing was performed in
accordance with applicable ASTM standards. The results of
natural moisture contents are presented ir. Table A-1 in the
appendix. Grain-size analysis curve, compaction test data,
and plots of the direct shear tests are also presented in
the appendix.
i I
i
n
Mr. Robert Bergstrom
Page 7
April 13, 3988
522077.C1
1 GEOTECHNICAL RECOMMENDATION/TRENCH EXCAVATION AND BACKFILL
Excavation
From the extent of our limited subsurface exploration and
published geologic mapping in the area, it appears that ex-
cavation for the sewers can be classified as common exca-
vation. Common excavation can be defined as nonrock material
that does not have to be systematically dri.led and blasted
to be removed from the excavation. Bedrock was not encoun-
tered in the CH2M HILL test borings, however, based on our
knowledge of the characteristics of till and outwash in the
local area, boulders may be present locally in these mater-
ials in the excavation.
- Slope Stability
For the West Kennydale Sewer Extension, excavations for the
_. gravity sewer will likely not exceed 25 feet in depth.
Trenches will have to be shored or side-sloped to applicable
federal, state, or local agencies regulations that have jur-
isdiction. In residential areas with nearby adjacent util-
ities, trenches may have to be supported and braces to
minimize the effects of the construction on the aO,3cent
property and utilities.
'a. . Water inflow into the trenches is likely to occur in the
excavations. Groundwater control and/or shoring of the
trench walls may be necessary to prevent collapse of the
trench side walls. Groundwater in the trenches should be
maintained below the base of the excavation.
Trench Materials
Trench Stabilization. Trench stabilization should be used
to provide a stable base when soft or disturbed, wet soils
are encountered below the pipe. If the excavations can be
thoroughly dewatered, the need for trench stabilization will
be minimized. Trench stabilization should consist of well-
graded crushed rock having a 2- to 3-inch maximum size and
tree from fines. This material will not be available from
the trench excavation.
.d
,
n
f
1-
y '
r N
1
J
^, Mr. Robert Bergstrom
Page 8
April 13, 1988
-, S2_077.C1
i
Pipe Base and Pipe Zone. Pipe base and pipe zone material
should be used to provide firm foundation and lateral support
for the pipe. The pipe base material chculd be a minimum of
4 inches thick. For flexible pipe, pipe zone material should
extend a minimum of 30 inches above the top of the pipe. If
ductile iron pipe is used, material for pipe base and pipe
zone should be 3/4-inch minus, well-graded sand and gravel
that is not sensitive to the addition of moisture, with less
than 5 percent fines, compacted to 95 percent per ASTM D-1557.
ror PVC pipe, gradation and fines limitations are the same;
however, the maximum grain size should be limited to 1/4 inch.
Pipe base and pipe zone material should be compacted at opti-
mum moisturr content. This material will not he available
from the excavation and will have to be imported.
Trench Backfill. Soil from the excavation will likely be
suitable for trench backfill. Where surface settlement is
critical and should be kept to a minimum, trench backfill
-- materials should be limited to sand or silty sand. In paved
areas, the trench backfill should be placed in maximum ...
6-inch lifts and compacted to 95 percent per ASTM D-1557 to
within 3 :eet of the top of subgrade (below road base course
materials) . The remaining 3 feet below the top of subgrade
should be backfilled with material meeting the requirements
of pipe base and pipe zone and should be placed in 8-inch
lifts, and compacted to 95 percent per ASTM D-1557.
Dewaterina
Groundwat• recorded in observation wells located in
test boi, and west of Interstate 405 at an approxi-
mate depth to 18 feet below the existing ground sur-
face in bc.a . e till and outwash deposits. It appears this
water is perched and located in the less dense, weathered
materials which overlie the harder, unweathered units.
^ Based on the density and consistency of both the unweathered
and weathered units, and the amount of fines present in each
of these units, we suspect water inflows into the excavation - -
will be small and can probably be handled with sump pumps at
_ most locations. However, if more permeable lenses of sand
.,; and gravel are intercepted in these units in the excavation,
water seepage will be higher and may require shoring and/or
wells for dewatering.
1
1
r
K`
•-� Pane 9
In addition, east c. Interstate 405, near the proposed pipe-
line alignment, d small stream is present. In test bor-
ing H-2, near this location, saturated deposits of silt with
sand and poorly graded sand with gravel are present for a +'
total thickness of about 30 to 15 feet. The lateral extent
of this unit appears to be limited as it was not encountered
in test borings B-1 and H-3. Prior to construction, diver-
sion of the drainage and dewatering may be required to
minimize water inflow into the excavation.
_ t
9
fGEOTECHNICAL RECOMMENDATIONS/PIPS BORING
At a minimum, 210 feet of the West Rennydale Sewer Extension
will be installed in a casing that will likely be jacked and
bored in olace. The portion of the line affected will be
the section within the Interstate 405 right-of-way.
Subsurface materials present at pipe boring depths include
._ very dense till and outwash, hard glaciolacustrine deposits
and alluvium. The units have been described in detail on the test boring logs and in 'he section Subsurface Condi-
tions, west of Interstate 405, tha material at pipe boring
depths consists of dense glacial till. East of Interstate
405, both outwash and glaciolacustrine deposits are present.
No subsurface data were available within the Interstate 405
•� right-of-way, With the subsurface information obtained from
this exploration, it appears pipe jacking and boring below
'W Interstate 405 will be within outwash, till, or glaciolacus-
trine deposits or along the contact of the outwash and/or
till with the underlying glaciolacustrine deposit. Drilling
through both materials was slow. Blow counts in the till
and outwash at pipe construction depths were in excess of
100 blows pear foot. Blow counts in the glaciolacustrine
J deposits varied from 58 to greater than 100 blows per foot.
The outwash and till are primarily denser, coarse-grained
deposits of silty sand with gravel and occasional boulders.
The glaciolacustrine deposit is a fine-grained silt to san!
silt. On the basis of what was found in our test borings,
it appears the contact between the till and/or outwash with
the underlying glaciolacustrine deposit is abrupt rather
than gradational.
I
i
F
t,
on Mr. Robert Bergstrom
Fag, 10
a April 13, 1988
S22077.C1
i
Pipe boring and jacking below Interstate 405 in this mate-
rial will likely be time consuming because of the hardness
and density of the materials present and the possibility of
intercepting a boulder in the face of the pipe bore. Re-
moval of these boulders mey create voids around the outside
-' of the casing. Grout may be required to fill these voids.
Pipe boring along an irregular contact can potentially de-
flect the casing and affect the grade. Water seepage into
-- the pipe bore may occur in all units present throughout the
entire bored alignment.
Near test boring P-2, the upper 30 feet of material is of
lower density and consistency and likely more permeable than
the surrounding material. Additional caving and seepage
problems may result if the jacking trench is located here.
The jacking pit should be located in an area that has ade-
quate depth and bearing to support the lateral jacking
loads. It appears the saturated alluvium present in test
boring B-' may not be adequate for these purposes. The
dense till and outwash encountered in our investigation will
probably be suitable for this purpose.
tlm/se6133/0nl
, J
i
w{T.
. .. .
,#0126
ems- ., �o„ �, d :.a►►�
&a
M.
i
�.
- _ ..._.......'..
Z Lu
r zt >{
z-r7
j 4 R 22 Lis CJ . J 3 Z��. .�-.
....- -
t asp T. 01
--�-- ,o w I°
23 :W i� ;.
f 4
14
�-
24TH ST 066 �B5 _ ', 87 N[._24TH.,_.ST
i
NOTE: BAS,"AP "EN FROMJCITY'. OF4 NTON�
LEGEND:
•B1 Test Boring location and number SCALE: T-600'
FIGURE 1
LOCATION OF TEST BORINGS
522077.�1 WEST KENNYDALE SEWER EXTENSION • '
L�
h�
• d•
t
v
• e
t
-et���:- •w«i Jtdkt;fR°..�;'S.w. y,:SL:-.Y.� u.. ^._� .�.«._."+r`•-+Yry•:.,'�.11lkk. .L-tti'..k�i;s-J.
4
i
A
Table A-1
RESULTS OF NATURAL MOISTURE CONTENTS
Natural Moisture
Depth Content
Boring Ifeet) Sample Im8)
-� B-1 5.0-6.5 S1 12.1
10.0-11.5 S2 10.6
'•� 15.(-15.5 S3 18.4
J 20.0-20.3 S4 11.3
25.0-26.0 S5 15.1
B-2 5.0-6.5 S1 25.5
S2 9.2
1 15.0-15.9 S3 10.3
20.0-20.4 S4 14.1
B-3 5.0-6.5 S1 9.7
10.0-10.4 S2 12.9
' 15. 0-15.2 S3a --
20.0-21.5 S4 24.1
1 25.0-26.5 S5 21.7
30.0-30.9 S6 22.4
35.0-36.5 S7 19.7
B-4 5.0-6.5 S1 13.0
10.0-10.8 S2 10.5
15.C-16.5 S3 11.6
20.0-20.2 S4a --
25.0-25.8 S5 12.4
30-.I-30.5 S6 7.1 r
35.0-36.0 57 10.0
40.0-40.3 S8 8.0
45.0-46.5 S9 21.5
' B-5 5.0-6.5 S1 14.7
10.0-10.5 S2 9.7
15.0-15.3 S3 10.3
20.0-20.3 S4 9.2
25.0-25.3 S5 10.7
30.0-30.3 S6 8.8
35.0-35.1 S7 8.0
40.0-40.8 SP 21.6
B-6 5.0-6.5 S1 12.9
10.0-10.9 S2 9.3
15.0-15.3 S3 11.7
20.0-20.7 S4 10.5
' 25.0-25.2 S5 12.1
a aindicates no recovery of soil in split spoon sampler
fS . .C.33/002/2
.s
C
a
R �
( l
t
us 9anca,a Seve Sxe o^I TU S Staldwa Seve N�mbe•s Myaromeie, •
3 'x °/. x/e 4 B 16 3040 50 100 200 *4 ry?
100 � t
'Q
_ Q
I t7p
I O
1 70 r'
I
60.
50 'tl
LL 1
^ z
z 40
20
,b
i
I
0100 50 10 5 0.5 0.1 0.05 0.010.005 0,001
GRAIN SIZE IN MILLIMETERS «
.� COBBLES CyAaGRAVELI� COnaSE M1,ECSAND FINE SILT OF CLAD
Symbol Sample Source Classification j t
J &.
,.� --0-- B-1,S2 SILTY SAND ISM) W!1H GRAVEL - -+'
J '
d , , Particle Size Analysis ,r
x ,
x :
a.
<y
y wk
i,1.f1•: .
rf=rr
A.
rt
s.5
L.J��YtY
1fI�.
C
US Slabwtl Sieve$¢e l, US Stantlafo Sieve llymbefs--f- Myofome!e-
3 1'/e 36 'A 14 F1 16 30 40 50 100 200 -
100
- 9fl
1 BO
J
r 70
r =
60 \�
I m
w 50
J Z
�T
30
_ 20 -
— 10
0100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001
— GRAIN SIZE IN MILLIMETERS
C0445E FINE GCA45= MEDWMr F E
COBBLES GRAVEL SAND 54T OR CLAY
i
i
- Symbol Sample Source Classification
B-2,S3 SILTY SAND ISM) WITH GRAVEL
I -
z
Particle ilia Analysis
� w
4f
r
US Slanoara Seve Size(m,--.i—U S SlanaarC Seve Numbers Hymomt.e,
3 Ph 2n ' 4 6 16 3040 50 100 200 a... es-+• :.
100
1
TO
3 60---
CoI
w 50
LL
F
� 2 40
L 30
20
i
10
0
_. 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001
GRAIN SIZE IN MILLIMETERS
i
' COBBLES CCAa FINE CGAaS- VELN NA cINE _
GRAVEL SAND SILT OR CLAY
Symbol Samole Source Classincauon
B-3,S5 SILT (ML)
.•'� '" Partials Size Analysis
Ilk
i '
a
K
� a
v2
H \ l 1y' • �Y• e
I - __11--
U S stani Steve Size(in)---►}�U S Stanoa•tl Sieve Numbers+ Hytlromete,
1 II 's
oo
3 11/2 % °le 4 6 16 3040 50 100 zoo
t
so
eo °
70
1 50
� N
w 50 �
,•; z
LL
7 w 40
20
100 50 10 5 1 0.5 0.1 0.05 0.010,005 0.001
GRAIN SIZE IN MILLIMETERS
CCA9SE FINE COSRSF r,"D Ue Fn.E
COBBLES GRAVEL SAND SILT OR CLAY
Symbol Sample Source Classification
.J
,.I -•�-- C-4,S3 SILTY SAND (SM)
r
Particle Elsa Analysis
t
} c
1 L
irnw.
U S slaldala Seve Sze on ---fir--U S Slanowd Sere Nvlbe,s+- h'ydmo ele,
100 3 V/2 t/ t/e 4 B 16 3040 50 100 200 a<a<-_. •V::;:
i
i � I
90
so
I
� 70
cc 50
Z
� Z
Z G
40
I
20
j - 10-
0
100 50 10 5 1 0.5 0.1 0.US .,11 b.005 0.001
GRAIN SIZE IN MILLIMETERS
;.Fa. COBBLES CCAASE FINE C04-btj MEDwn' I FINE
GRAVEL SANp SILT OR CLAY
Symbol Samole Source Classification
p- B-6,Sa
SILTY SAND (SM)
J Particle Size Analysis
Slimmer 'EA�w ----------------
i ., stir-m�W
I
_ so
I _ _ ep
x40
N
x - - — - - ,3To -
cr —
C Q
'7 ¢40 N10
jr
co +� _ _ � 1.0 20 p.0 4. 60
NORMAL STRESS(pst x 1000)
1.0 e
01 0.2 0.1
HORIZONTAL
0.1^ DEFORMATION(in.)
W
a
x A
U 0.0
y S,C
i
Y
U
1 ~0.10
0.1 0.2 0.3
HORIZONTAL
DEFORMATION(1n.)
t
Direr it Test Report
'! B- ,. D-Combined Sample
i
F
1
f
x40
20
NORMAL STRESS (psf X 10001
=A
a
_ HORIZONTAL
DEFORMATION(in.)
_ao
E
to _
-, _ _ --
{ _ B C
�yo.n
^` w -
z
:J _
O.S
.1 HORIZONTAL
DEFORMATION(in.)
C =
— 275 PSF
IL� Direct Sheer Teat Report
6-4,5,6-Comoined Test Results
of F
e
I MAK DRY DENSITY,
MAX. - IE.' LBS!CU FT
OPTIMUM MOISTURE,
4C L� wa %
I i I
Od 1
5e MOISTURE = 1 tGs z 624/
-- x624a IDO
Im Dd
�1
/ ZE P12 "0 rl
6KAV"Y
.� cG R. 2, Op� C
IZD
1
/ro
ti
w
J
w
iu
0
90
I8D p /0 ZO 30 40 $O
M015T[IRE Gx.'TPJUT 1
GF Del' C>VJ617 r
Compaction Teat R�eulte ��
B-4,5,6-Combined Sample
c
A '
Appendix B
LOGS OF TEST BORINGS
se6133/006/1
L �
i
---------------------- ---------------------------------- -- -
•u•s•a•. •MtC:ECi NUNSEEi 5220`".CI BORING MUMEE B-: SNEE": i 6R 1 --
nsu�a
cm,
M N..
•v:,.v.:. SOIL BORING LO6
----------------------------
-----------------------------.--------- -..-------
---------------------------- - -----------
PROd.C1: TICS UNDERCA2551NE - MENTOv. SENEF LOCATION: ME 2/'F STREE - SEE NAT
ELEVA, : •.59 FT. OA14 NO CONTRACTOR: tEMNEF DRILLINS
ORILLIND RETMOJ AND EOUIFNENT: WE ROTARY - CNE sT
YATEL LEVEL AND DATE: Mr STAATi S.IB'B; FINISN: :'18/ES LOGGER: S.N.4J0_:0 'I__________________________________________ ._---------------•_____-_.____.--__;.-.--___._____-___
------ STB. ---- OESCF Ip":Ov IG CONNENli
1 PER TO ------------------TYPE [5[ SOIL NINE LA-OY�NO:STURE _____.. IM L: ➢ERFTN OF (pC.-' _____-__
I ULM 411TERVA.� ANC ________I o1M,
COIy.EN (L6 oEN.l DR 11 OI D ILL1xE PATE FILLING
;SURFACE 1 :NUMBER I C 1 6•-6•-6'1 CONSISTtiocv, SOIL $511 TIIAF ;O 61 FLUID i0S5 TFST AMP
1 IFTI (FTI IIFTI' IN) I MINERALOSY, LIUS 61MOUF Pima IL INSTRUMENTATION
5 ➢ __
_.
r' 1 I8 F" SILTY GAM➢ n@, GRAVEL, Bottled " f ar;
'ah net, dense, apprv:ntely dt% lane
J :: cca'ss grunec u,c, aoprcuaa ts:1 25!
__ >.5 necau L:aata: s:l: up.'ousatel, In -
anus gra,el Ibctust°IISA
I IO • t 1 1 1
S2 :1.0 29-2S-24: An as above eacept very dense ISM;.
I, BS SILTY SAND situ 6NAVEL sottled bray, and
- 15. 00a' pray net, very dense, apLrmnately '5% .-
1 sIII Ul Alastic silt, appr siaately 70% 1
line to coarse gra:nec sand, proximately ..
'S% 18' sinus gravel, bedded -1
(Octnsrp SN:. ,
J t4 20.( 1
SO 10.3 SC11'
-1 20.3 San As above 15M). -
1
25 -12S.0
I
' SS ILC 26-50 1 ;Approuute contact of i
��! Moll ; SILT u@. SAM, p'as, soist, Marc, sand IA�aash nth
26. in Zones of clan sand, approa.eitely 75% ' ISLCLo)acust%ne
-- I slightly plastic salt approaintely 251 Iaeposit.
deposa --
I ndaxa gqrai.w Air: I�lanolacustrine
q ixll•
1
i
I
i
i
______-•_UNDER""' ___________- '--.. _._-.... .. .. - S' -
IPAWE:T MUM6FR: S.":(''.[. � 6.,c A: A-'aF. F-- SAC-. . 'f. :
CHIN Laeaa
-- 'sass° l SOIL 0116 LOS
____________________ __________________________________________________________________________________________________
t PROJECT: 140- UNDENCRDSSINS- RENTON SEER LOCATION: RE 24TV STREET - SEE MAP
ELEVA'ION: '235.5 FT. DRLLINS CONTRACTOR: KENNER DRILLIM6
DRILLINS RETNOO AND EDUIFMENI: MUD ROTARY - CRE 55
I EL AND DATE: MN START: MOMS FINISH: 3119/88 LOESER; S.N.AVOLIO
_ _____________________________________________________________________________________________________
LEVEL
-__SARPLE--RERUN: STD. SOIL UKRIR'IDN IS ' - COIMENTS
--------- AN' E __-___-_-__-_-_______________-- ___--......
I _ y :NUDE_._
b -{ 1 DEPTN P•i : TYPE R TEST SOIL MARE COLOR MOISTURE -----REIN M DEPTH K RATE,
'
_,•'' (SURFACE :WUNDER C 1 6'-6'-6' CCONSISTtNCY. SOIL STRUCTUREDENSITY
RUUCCTURER 10 DI FLUID LOOSSATTESTFILND
I liii I(Fi I: IN: MINERALOGY, USCS 6ROUF SYMB61 'L INSTRUMENTITION
—0
-' S •-�1 1 I� 1
S1 LC 1 5-4-a S11-7 with SMq settled tar. and illy,
st:}Y, appronutely 51
mefaa pintu s:lq a¢oorosirtel, 252
-- 6.5 - medwa grained sand IA.luvius'11'_.. -,
10.0 _ a
SI 0 ; 13-10-17! NO RECOVER! - redrove to recc,er seat:#
(B3: POOFLY 6RADEI SAND sun 6RAVEL, qny,
--. ---r— wet, eediva dense, apRrc.leately 802
11.5 i .caws to coarse grained sand, I I --j
aCCp.oanalelr qOS 3/8' sinus gravel
S' .O.R 30-50/5.:
SILTY SAND Nith BRADEL, oli,e gral• —
'T--1 moist, very dense appraybateL
i Wia plastic silt, 4pprouuteiy 55I
7 .Odium to coarse grained sand,
-- apprpnutely 151 112' sinus gr#vPl ..
!Oatwsh^)(94). --
x.F
_ t 20.1 S/ I0.4 1 SO/S'
Sale as above ISM;.
i
5 f �d
a r,'
4 ✓,y t
trtK
n -------------------------
:::::_.:. tPFC2EC' NIMIBEi: 5220".C1 BOIINE MUMBEF; E-. SME'• Di `
CN2Ps'':LL 9,A
. -'2., SOIL MING LOS
----------------------------------------
-----------------------------------------------
.--...•_•--.-.---.----_-____
PRWEIT: 1405 UNDERCRBSSINE - RENTON SEWER LOCATION: NE 24TY ETREE- - SiE W
1 ELEYA'ICN: `247 FT. DRILLING CONTRAC'OR: KENNER MILLING
DRILLING REYNOD AND EQUIPMENT: MUD ROTARI - plE SS
�[ NAT R LEVEL AND DATE: NR BTART: 1118.'BS FINISH: 3/12/68 LOGGER; 6.1.AWD 7
JS ..._._...,......._.._c,___._.__... ..............................i_....__..._.____.._--_•.____
SAMPLE STD. SOIL OESCRI'TION :S ' COMMENTS
: PEy
1 DEPTH 1 1 TYPE 1 R 1 TEST 1 SOIL NAM[ COLOR MOISTURE 'M L�' DEPTH OF CASINE
:WAEE it ';Nunn i C i 6'-6L-6" C0 SIST� YY,NIL TIR DENSSTRUC m t0 6: FLOID LOSS RATE ANDLLIN6 7
I (FT) 1 (FT; SIFT): INI I MINERALOGY, UICS GROIN Rk it I INSTRMENTAITION
s -
s.0
SI 11.5 1 0165, I WELL GRADED SANG eir GILT, tan, at,
., -- 165� : Onse, eediw to coaru gra:ne: sic';. I --
�
__': w' ' IOouafh'.ISr6e 1.
0.0
1 S2 :0.4 1 KII'
10.1�� 1 110o•I 1 S:LTf SAND uth GRAVEL, oltve qra[[ -
Kist eery denser ayDroueatdy 17�
A,lpt I plastic silt apVVrouutely 152 --
I/. Kris gravel (OulmasA?)ISP;.
15.0
15 -.
\. c �10 ! NO RECOVER, - (a, rKL?; -,
1 .-
.. 20.0
1 SS 11.5 36-AP-5(�. IAppeash *lt cor:tact cf
Il00vl 1 BILT, ggnu, eocsl, lord, sliyyNtly plastic IDuteasl. girth
Ifi4uoluustnne OeDosat l(NL1. 161uiAlacvstrma deposit.
25.0
SILT, gray, acist, hard, cones of fine to 1
+ ad:us yrasneE sand 16iaciolacustrine
I deposit)Ai. --
30
SIR
I
�w.aNi4'}R•4 T �
:6
F
IFAC:EC- IJRFEA; S22077.C; DORINE N•eXPER: 6-: PEET, -
CX2N NI'__ 1
SOIL DURING la
________________________________
W I ELEvATT; 110}L'N,9EA:AiciIN6 - RENTON SEYEF LOCATION: NE RACT STA El - SEE NAP
1 ELEsATI;;N: `ZA' R. DRa!'NG LONTAACTOk; KENMER DRILLING
DRILLINELE METHOD AME,DATE:
EBUIhX:XT; XUC ROTARY - CAE }`. _________________•--_-
-----NAW ----- AND---DATE: -- START------ ------B _ FINISH: ------5 ------: ----------
_ E_.._______-_Y_______.__________________o.^___.__________._____.___
j_--_________________; ST^, _. ______SOIL -ESCRI I-N______ _______ ,V ;_ _ -------:-___—__-__
PEN.
!� 1 DEPTH I TYPE A _ TEST 1 SC.1 NAXi. COLOR DENSITY
1X L: DEPTHHILL OF CAGING
.S8 1SURFACE ;IM7ERVA:;NUIIBEN ; C : 6•-6•_1•; CONSISTW,NT ASOIL SSTTRUCTURE. 0 6: FLUIDILOSSATRST AN!INE
IFTI IFTI ;IFT1: IMI1 XINERA\OGY, USCS 6ROUP SYMBOL IL : lRTRUREM7b110N
_ r
e �11001 !!s very dense
II00rl +pPror3aue y 10E slightly plastic silt,
a
p roaif atill Q
60% fine rattnyy as
-_
, aA iNuusr 3ne IepostllSNl. ,
ug
ac .e a t; e [ a. sale 2 }t. of Den¢n31a.
16:auola us! me /epos-[IIX: .
j ENO SOIL 1ORI116 AT 36.5 FEET.
AD
1 vl
u.
A
Ip"'
v
— _--__.__._-_____.-_.-.—.—__.____-_-__----------------------------------------------_..._--__
IFP3JE:T N'0W. 52:'-7.:l IM06 RJMBEP; B-d BNEEi; : O<.
[N21 NIL.
SOIL BURINS L06
-----------------------------------.--------------------------------------------------------.--_..__--__-____-___-____
PROJEC': 11;5 UNDERCROSSING - RENTON SEW 10C47I0N: N 26T1 STREET a NEODON AVE N - SEE PAr
E'.EVA'iDN: `258.5 F'. 091LLIN6 Cg111RA_70F: 1ENNEF DRIL''_IN6
I DRILLING IE'KC AND EMPMENT: RUL RCTAAP - CME 55
I NATEA LEVEL AND 147E: Nr STAV: 316/05 FINISH: 3JI7188 LOW*: 1.4,411E1
SAMPLE----------------
: 5T0. .OIL DESCRIPTIDN ;5 CONN-N-'
-------------------- . :____________________________________-__-_;Y :_--------_---__-____- -.;
____
.-. : DEP,N 1 TYPE A 1 PEN TESL I SC:L NAIE COLOR MOISTURE :M LJ DEPTH OF CASING.
WON :INTERVAL. AND E ------ CONTENT IELATIR DENSITY OR 10 P' DRILLINS RATE 011;LINE
;SURFACE : :NMREF : C ' 6'4'-6': CONSISTENCY, SOIL STRUCTURE. 10 d: FLUID LOSS tS' AND
(FT) (F71 :IFTI: IN; RINERALO , USCS BROW SYNOOL INETRtMENTRTIOh
:S' base coo'se, --
i �
3.0 .
- $ 0 9 17-26 76 SILT r'h SALE, Arm, Witt brings --
(62) mttlin nest, ver/ hart approz:utel
L :ne -, e a :. c::isic +
a.'. : rot- to sArounde yra ei
(Lea nered TIIIIIN,
10.0
• 10 -•r-— 1 1 •
52 :O.8 35-60/4': SP TY SAND, brown mist to Wit very
--'�: (100ai : dense, approriuteiv 401 to 50t ;Anus.
_ i 10.8 tine grained send occasional rounded
nil: gra'U (Weathered T:II)ISM). -
15.0
87 :1.3 Seep is above becoung mre yaY-brD.,
MD.: 1 (Sm'. --
I 6
•- t6.5 ..
2E.0
20 - -
20.2 : ON 0 6012- NO RECOVERY
- t
1 23.0 1 I
25
--I 9! :0.7 : 10-60130: Sam as above incept pray (Unweathered
1"2l.8 IIWaI I Tcl Il ISM1.
I
I '
30
{.
--------------------------------------------------------------
, ;PPCJECT NC0EEA: G:C".E: BDA:NG NIln06: F- S`:Er.. O°: -
CP3R HILL
__:•.:___ : 901E 10PIM6 lO6
_ _______..______-_____._ _ _ _ __________
PR03ECi: 140 UNCEACRCSSM - FENTON SEVER LOCATION: N 24TH STREET s NEADOb AVE N - SEE NAr
1 ELE':ATICN: `256.'. 1% DR:LLINO CONTRACTOR: NENMEP DRILLING 1
DRILLING RETKC AMC EDIIIPRENT: HUO ROTARI - VIE 5`.
MIER LEVEL AN', DATE: Nn START: 3l1618S FINISH: 3117100 LOGEEF: B.na:'E-----------
;___________________________________________________________________________________________ -
SAWLE
SID.
_ ------ __-.__. FEN. ______._...`OIL DESCRIPTION
-----------____ is ;__-_-__-- F______-----__
EN.
DEPTH ---.____; TYPE TEST SOH. MANE L9TCOLOR DENSITY
:R 11 DEPTH OE RATE
^ 1 BElgl 'INTERVAL' ANC E ---- COFIENI CY, SOIL SERSITr OR IB O' 0LUIDILO S T T AN: RE
ISURTACE 1 1NUNBEP ; C . e'-b'-b': CON:ISiINCY, SOIL STAUCTUAE, 10 6' FLUID LOSS iiSi AN.
'a I ITT) I IFT) :(FT)'' IN; BIRRAL069, USCS GROUP SIR60L 4 1 1NSTRUNENTGTIOR
A gray, mist o•e —
J ,9 (tOM1 1 dense, fine rune. sand, occasional
J , ro cdeCC saill yrive: IUnwatAered
1 ITi IN "I.
.. 35.0
_ 7S •-I
57 :0.`. ! ` re aSA.e acep: bran, appe✓f
114-
,
40.0
40 I�—
�SB 10.2 : e414 Due as store 16n)• ,
AD.:
_ 45 -i ---F 4 1 qq ����
I S9 :1.0 ' ' 14.-5d OSI citllNl} aDist, Hard 16bcialacustrtne 11T1ggr�xd 5�c.0 lacustrme •-
"deposit.
i� 46.5 1 : ENC SOIL BOR:N6 AT 46.5 FEET, I ' installed
—' I�leSeeeter 1.5 to at --
16rarel pacaec fros tau
:of bale :: 35 . --
a(' Sd -
I •
am
I
n
^I
CN2N e;a _
SOIL WIN L06
_---- -- ---_UNDER-------'-------------' --- ------ ---- -------------------------
I RD07EC7; :1p5 ONpEACRJ56;XG - RENTOA SEVER :OCATION: N OF MY Of NEK21, AVE A 6 MOEN IT A--
ORILIIOM; .5. AN, DFaLING CDN'RACTRA; NENNER DRILLING
@R(LLiNE XCiNOL AN, E%;I°RENT: MG FOTAA' - CRE 5c.
i RATER LEVEL AK DATE: M START; 311718E FINISH: 3/17180 LOOSER: 6.4.AVOLiC
_ ________________ ____________________________________________________
` SAMPLE STC. I SOIL ---- ------ - --
____________
PENT r__________.____COLOR________________ _
DEP'N I TYPE R TEST SOIL RARE COLOR MOISTURE :R L'--DEPTH OF CAS146 --------
fSURFACE I BELOU IMTEFVA. TIVI
KmKF , C 6'-b'-6" CONS IS7�NCY,CONTENT ASp( DENSITY
YOURE 10 Si DOILL1FLUID 16
lPT) IFii �IP'i IM; XINEAALOSY, OSC6 GROUP SYXP/JL :L 1 INSTRUREN;ATION
sp a.. cesen
!s IpavtaenL
5
S: :1.: : lr16-22' SILTY� SAND,'z mottled Lac and "roan, rU,3f; � dense, apprpasatel/ 2C; aedwr piasta:
s::L arprn-:qte:. 8L; I:ne •c eoane
0'S yv:-Dec sar. Veatnere
E
1 10
,l SL '0.5 Si SILTY SAND altA GRAVEL chve ta•, aflot,
I C.S` C1i;•i tort dense, a e•ccnately 15% to 20;
i flight lY p:as�u salt, appruintely 651
Ana tc sedum grained sand, appormnattly '
sinus gravel Mothered TaI tJ(SNL
15
Sase as above eacept apprv:utaly 51 - -
yrarel IS,
ix
3 I 54 ;0.2 SowSILT1 SAND
1 grayY'�,aadaus plastic sil�,
waft, rery dense -
I l0Pn1 appmisitacy 202
—Y appro.ifitely 751 line to curse ?rained
• 1 +m,^, approuutmY 52 3/4' gravel
(Unsea.Nered Till) ON,. _
i 25.0 I ;
i 25 I S5 I I -IC.3 I 56:r
25.3
1100•I ' S+ae as abora ISXI•
1 M ~I
t
r
7.
1
r
3
f�
1 .:..:...: IPFCJE:1 NUMBER: 5'::'1.',1N2M B __._______._____.._.__CFIXS Y'JMEER: B-. 5- -
C MIL: —_ Or;
.,.::..:. NIL 98116 LOB
---_____------__
' PNOJFCI; I103 UNOEACP055IN6 - AEMigI SEWER LOCATION: A OF INA Or NE;SOy AVE A S SARpEA C--N-----------------I---------
I ELEVATIM; •MT FT. DRI:LING CCNTRACIDR: KENNER MILJMi
1 MILLING METHOD All EBUIWIENT: NUS PSI* - CXE 5•
I NATFR LEVEL ANC DATE: MN STAR': 3!I716B FINISH; lAF3 LOGGER: S.Y.AVp::O
_ ____________________________________ _ _____ --------------------------
SAM -F SH. 50:: pESCFIP'IDR _15 t COMMENTS '
p,
DEPTHPEA.{ i___________________________
-----------------
;-------------________________
t - SOI: NAME CCLOF MC:STUnk-------------M L; KPTN 7F CI i:NE I IELOY IMTEAYA.; TypNC E CONTE47 WA'U DENSITY M 'B 0: MILLING !.TE 6RILLINc a
ISMrACE I NUMBER C CMSIST&CY, SOIL STRUCTURE 'D 6: FLUTD LOSS TEST AN:1 ITTI I (FT) 'IFi is tNl MINERAL0E1, USCS BAC.F SYMBEL :L : IMSTRUMEN1IrI0M
I - : 30.3 Y1 9ras, Noss very
t (100.1 dense, ApprevnatnY 15{ sediva plastic
i . silt, 1ppro mtels� NOC flat tt0p GGo�ru
Bralnea sand• apprL,taatelyy l5i 3y1' onus
' gravel IUnwatAered TIIIItSX,. --
5011' Sue as ab" ISe . I
\ 190•
1 -
1 4C.0 : -
I
SF :0.6 50-5014'1 SILT, gray, hest, hard, wdlue plastic : Approxnate c:nG: c'
/0.5 : 1100•; : I6laclolacustr:ne depsitltN.l. ;Till and 51aec:ac.et•ine -
1 Idepofit. : >
END SC:L PoF IN6 AT /0.8 FEE'.
i /S =
50 j
1 '
r ,
i
a
m _ .. ; .. .
91 - --- -' ;aRCtECI N6rIEA: 5:2;•T.C: ICv,ME NU`FEF: E-c SNii': EFt 1
CHT e:L.
SOIL IORiM L06
_._-__-____________ -------------
____.__. _-._-____-__-_ __-__---__---____--_-_
PFCOECT: 1405 UNDERCROSSINE - PENTO, SEVER LOCATION: a 24TN STPEE' - SEE RA'
s` ELEVA•:A: `237,5 FT. DR'LLINO CONTRACTOR: EENNEF DRILLI46
061LLIN6 METMO' ANC EOLIPMEN': RUC R^ARt - CIE 55
NATEA LEVE: AND DACE: V STAR': 1/3/811 FIN:SN: VIPEc LDS6EF: E.r,NI'Es
` .__------------------------------------------ .------__—_____-_______--_._______ _____---.____-__-__-__--.-.___...._-_'.
sm1E : STD. : $0L DESCRIPTION :5 : CO'SE1'S -_..._--_'
------ _ __ _
; TYPE 1 R : TEST 531L INNE COLOR MOISTURE -----------IM L1 DEPTH OF CASIRE,
7s IEL11 CINTERVAL' An I E : --------; CONTENT kNTINj DENSITY OF t1 0: DRILLIN6 RATE PULLIN.
:SURFACE NUMBER ; C t 6'-6'-6': CONsisitaty, SOIL STRUCTURE. :0 6: FLUV LOSS Tir AAC
(FT.) : IF!; :;FTi: IN, MINERALWP, USES IROUP SYMIC, a 1 1MSTRIM'fl11ATi0A
-- _ :Fill oft drilling to
3.5 Iaet.
5.0 ' 1Hit ravels 4 cobbles at
-.I F S: 'l.f 1 14:a_q SILT, :4.5 fleet. Nar.w ,
SAN:, brown Pity orange&oxv]:ns 'drilling le:ay.
!4c " ¢;?:. dens. ti^e to PHae q,ame: , ..
' — - 0.5 ' .Neat^..z•e: Ti::.iE" ._
10.0
S2 10-' 57-EH'5' Same as ibc.e except fine grained sand,
--� ❑02+I : a;pro:isatelf 30'. to 401 tines ISMI. --
- 10.v
1v 3 6: :C.0 60/4'1 Saae is &Dave ISM_ '
_I 20.5
1 h : H 60 60/2': Saes as a»ve except gray color
*r 20,7_: 11� IUnaeato red Till:I5X1.
2S.0
25 �—i--d —i_
25 2 SS 10.2 : VC' :Me observation "I,
SiLTv SAND+ity SRAVEL, brain, waist to :lnstalled.
net, very •so agiraaiotely 201 fin",
apprmuate,, 361 to 401 gqravel .-
afV-11-stily 40%said 15111(cojd be
s only).
END SOIL 60RINE AT 25.2 FEET. R
30
x