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SOIL INVESTIGATION
PROPOSED DRAINAGE CHANNEL
EARLINGTON INDUSTRIAL TRACT
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FOR t
PACIFIC COAST RAILROAD COMPANY
SEATTLE, WASHINGTON
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FEBRUARY 1967
BY
SHANNON & WILSON, INC.
SOIL MECHANICS AND FOUNDATION ENGINEERS
1105 NORTH 38TH STREET
SEATTLE, WASHINGTON `
Q1Q1F1Q tq � .
SOIL INVESTIGATION
PROPOSED DRAINAGE CHANNEL
EARLINGTON INDUSTRIAL TRACT
I.
FOR
PACIFIC COAST RAILROAD COMPANY
SEATTLE, WASHINGTON
Y FEBRUARY 1967
. BY
SHANNON & WILSON, INC.
SOIL MECHANICS AND FOUNDATION ENGINEERS
1105 NORTH 33TH STREET
SEATTLE, WASHINGTON
a t
MITCHEL
COWLEY
PACIFIC COAST R. R. CO. iUTTLE
ENGINEERING DIVISION HUSA
ROOM 306 KING STREET STATION WILSON
303 SOUTH JACKSON STREET
SEATTLE, WASHINGTON 98104
ICHERT, IN REPLY PLEASE REFER TO
F ENGINEER March 28, 1967 FILE NO.900-2 (sf)
i
Mr. Roy Tuttle, Construction Engineer Mr. William B. Gillespie,
U. S. Department of Agriculture Chief Engineer
Soil Conservation Service Flood Control Division
Spokane, Washington King County Engineer's Office
400 King County Court House
Dear Sir: Seattle, 14as'-ington 9R104 {
Ile have hired Shannon & Wilson, Inc. , to obtain samples and test
the soils which toould be excavated during construction of the Fast Side
Green River •Flood Control Ditch on our Earlington Property at Renton.
Washington.
As was requested, we have asked this firm ti incl-,ide their re-
commendations for channel slopes in this area.
The attached report, "Soil Investigations, Proposed Drainage
Channel, Earlington Industrial Tract", by Shannon & [•]ilson, Inc. , dated
February , 1967 , includes their channel side slope recommendations and
is attached for your information.
Very truly yours ,
PACIFIC COAST R. R. CO.
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{ Chief. Engineer
AB/je
Attach.
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cc: Mr. C. A. Eckart
Mr. R. W. West
Mr. R. M. Boyd
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TABLE OF CONTENTS
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Page
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I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1 . 1 Authorization . . . . . . . . . . . . . . . . . . . . . . . 1
1 .2 Purpose and Scope . . . . . . . . . . . . . . . . . . . 1
II. GENERAL INFORMATION . . . . . . . . . . . . . . . . . . . . . 1
2 . 1 Description of Proposed Drainage Channel . . . . 1
2 .2 Site Description . . . . . . . . . . . . . . . . . . . . . 2
2 .3 Geology . . . . . . . . . . . . . . . . . . . . . . . . . . 2
2 .4 Field Exploration . . . . . . . . . . . . . . . . . . . . . 3
2 .5 Laboratory Testing . . . . . . . . . . . . . . . . . . . . 3
2 . 6 Subsurface Conditions . . . . . . . . . . . . . . . . . 4
III. CHANNEL SLOPES . . . . . . . . . . . . . . . . . . . . . . . . . . 5
3 . 1 Unprotected Slope . . . . . . . G . . . . . . . . . . . . 5
3 .2 Protected Slope . . . . . . . . . . . . . . . . . . . . . . 5
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LIST OF FIGURES
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FIGURE
1 Location of Explorations
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2 Subsurface Profile
3 Boring Log B101
4 Boring Log B102
5 Boring Log B103
6 Boring Log B104
7 Boring Log B105
8 Boring Log B106
9 Boring Log B107
10 Boring Log B108
11 Bori ng Log B 10 9
12 Boring Log B110
13 Boring Log B111
14 Test Pit Logs TP-1 through TP-14
15 Test Pit Logs TP-15 through TP-20
16 Plasticity Chart
17 Grain-Size Distribution Curves B101
18 Grain-Size Distribution Curves B102
19 Grain-Size Distribution Curves B103
20 Grain-Size Distribution Curves B104
21 Grain-Size Distribution Curves B105
22 Grain-Size Distribution Curves B106
23 Grain-Size Distribution Curves B107
24 Grain-Size Distribution Curves B103
M
LIST OF FIGURES
(Continued)
FIGURE
25 Grain-Size Distribution Curves B109
26 Grain-Size Distribution Curves B109
27 Grain-Size Distribution Curves B110
28 Grain-Size Distribution Curves Bill
29 Grain-Size Distribution Curves TP-2 , 3, 4
30 Grain-Size Distribution Curves TP-5
31 Grain-Size Distribution Curves, TP 6, 7 , 8 & 11
32 Grain-Size Distribution Curves, TP 9, 12 , 14 & 15
33 Grain-Size Distribution Curves, TP-16 & 17
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SOIL INVESTIGATION
PROPOSED DRAINAGE CHANNEL
EARLINGTON INDUSTRIAL TRACT
I, INTRODUCTION
1. 1 Authorization
This report presents the results of our investigation of soils to
be excavated in the proposed Soil Conservation Service Drainage Channel to
be constructed west of the Earlington Industrial Tract southwest of Renton,
Washington. The investigation has been accomplished in accordance with our
proposal dated October 31, 1966. Authorization to proceed with the investiga-
tion was verbally received on November 21 , 1966.
1 .2 Purpose and Scooe
The purpose of this study wa s to thoroughly cla s sify soils to be
M
excavated from the drainage channel. Based on our knowledge of the soils in
this area it was believed that subsurface deposits to be excavated from the
1
channel would consist of soft and wet, clayey, organic silts underlain by wet,
clean to silty sand, with this deposit in turn underlain by wet, clean sand.
To identify the subsurface soils within the channel area, a series
of 11 borings and 20 test pits were accomplished. A great number of samples
were obtained in this program and were subsequently tested in our laboratory to
determine their characteristics.
II . GENER`�L IiVFORMATION
Y _
2 . 1 Dt scrintion of Pr�pos�d Draina � Ch�nncl
On Figure 1 is shown the alignment of the proposed drainage
y channel. In particular, our investigation has covered that portion of the
channel lying betwoon the Northern Pacific Railroad tracks on the south and
the proposed pumping plant location at the north end of the channel. This
alignment and channel dimension was obtained from Sheets 8 and 9 of the P-1
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channel drawings shown in the preliminary plans titled " East Side Green River
Watershed" by the Soil Conservation Service.
These preliminary drawings by the Soil Conservation Service show
a trapazoidal channel having a bottom width of 40 feet and a top width of 300
feet. Excavated side slopes are shown as 5 horizontal to 1 vertical. Alignment
profiles shown on Sheets 8 and 9 indicate that the channel depth increases in
the northerly direction and is approximately 13 feet deep near the Northern
Pacific Railroad tracks and approximately 25 feet deep near the proposed pumping
plant on the north end.
Based upon the total number of cubic yards of soil to be excavated
from that part of the channel shown on Sheets 8 and 9, we estimate that betv:een
180,000 and 220,000 cubic yards will be removed from that portion of the channel
covered by this investigation.
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2 .2 Site Description
The channel site investigated is located approximately 1-1/2 miles
southwest of Renton, Washington. A substantial part of the area is now occupied .'
by the Earlington Golf Course. A small existing drainage ditch now occupies
approximately the south half of the proposed drainage channel. The Black River
channel borders the investigated area on the north end.
s The site is located between the Cedar and Green Rivers and occupie.
the flood plain formed by these rivers and the Black River. The drainage pattern
and the valley location combine to produce a rather high water table. As shown it
Figure 2, Subsurface Profile, several of the low lying areas of the proposed chant.
contained ponded water above the ground surface during our field explorations.
2 .3 Geology
The proposed channel lies upon a river flood plain as noted above.
In recent time the Cedar River merged with the Black River a short distance south
Of Renton and flowed west through the Earlington Industrial Tract to empty into
the Green River. The Black River was formerly the outlet of Lake Washington.
When the Government Locks and Ship Canal were constructed and Lake Wash-
ington was lowered, the Cedar River was diverted by way of a dredged channel
through Renton to Lake Washington. The Black River was then abandoned,
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although the channel still exists, and now serves to gather loyal drainage for
discharge into the Green River through tide gates at low stages.
The sediments found along the proposed channel alignment are madc
up of unconsolidated Pleistocene and Recent Age deposits. In general, organic
silt overlies fine to medium sand. The upper zone of the sand deposit contain
a moderate quantity of silt while the lower lying sand tends to be slightly si'_.;
to clean. It is probable that the lower sands represent part of the alluvial fan
built by the Cedar River at and near Renton when the river emptied into glacial
Lake Russell (i.e. , Lake Washington) during Pleistocene time. The upper
organic deposits are unweathered Recent Age alluvial deposits of the combined
Cedar and Black Rivers.
2 .4 Field Exuloration
i
The field exploration program consisted of 11 borings and 20 back-
hoe pits which were made the locations shown on Figure 1. The depth of the
borings ranged between 15 and 24 feet, and the test pit depths ranged between
9 and 12 feet. The borings were drilled with a truck-mounted, continuous
flight, hollow-stem auger. The test pits were excavated with a rubber tire
mounted backhoe.
Continuous sampling was accomplished in all borings. Disturbed
samples of subsurface soils were obtained by conducting the Standard Penetration
Test. This test consists of driving a standard 2-inch O.D. drive sampler using
a 140-pound hammer with a 30-inch drop. The number of blows required to drive
the sampler 12 inches is defined as the Standard Penetration Resistance. All
S drive samples were classified in the field and placed in air-tight glass jars
for laboratory classification and testing, h
1
The logs of all borings, along with the Standard Penetration Resis-
tance values are shown on Figures 3 through 13. The logs of the 20 test pits
are shown on Figures 14 and 15.
2 .5 Laboratory Testing
The purpose of the laboratory testing program was to thoroughly
classify all soils encountered in the borings and test pits. Th^se tests con-
sisted of visual classification, water content, Atterberg Limits and mechanical
grain size analyses. All jar samples were visually classified and water
contents were determined on selected portions of most samples. Atterberg Limits
were determined for several of the organic silt soils. The results of the Atterberg
Limit tests are summarized on the Plasticity Chart, Figure 16. The results of
the mechanical analyses are shown on Figures 17 through 33. The results of
the mechanical analysis tests have been incorporated into the individual sample
descriptions shown on the boring and test pit logs. Also sho-an on the boring
logs are the results of the water content determinations.
2.6 Subsurface Conditions
The area of the proposed drainage channel is underlain by a se-
quence of clayey organic SILT ranging from very soft to medium in density.
This upper deposit is underlain in most of the channel location by a silty fine
SAND and in some spots grades to fire sandy silt with organic clay layers.
Between test pits TP-8 and TP-14 (as shown on Figure 2) the upper organic
silt deposit is directly underlain with a silty SAND containing layers of peaty
organic clay and peaty silt. Throughout the channel alignment these upper
organic deposits are underlain by an apparent continuous deposit of slightly
silty to clean, medium to fine SAND extending to the bottom of the proposed
drainage channel.
The thickness of the various deposits encountered vary consider-
ably but in general it can be said that the upper organic layers range from about
3 to 10 feet in depth while the underlying silty to clean sand ranges from 5 to
10 feet in thickness.
Based upon visual examination, moisture content determinations
and Atterberg Limits, we believe all of the soils to be excavated from the channel
are saturated. In particular, the organic silts were found to be moderately
plastic and at or very near their liquid limit; the liquid limit being the water
content at which the soil changes from a liquid to a plastic state. Figure 16
reveals that the liquid limit of these soils ranges from about 45 to 75 percent
.L
and the plasticity index is between approximately 8 and 13 .
The lower, slightly silty to clean sand was found to contain only
a small amount of finis. The gradation curves found on Figures 17 through 33
reveal that this do}posit of sand has a fines content (minus 200 mesh sieve) of
from 3 to 11 percent, with a substantial portion of the deposit containing 3 to
6 percent fines.
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III. CHAN TI,TEL SLOPES
3 . 1 Unprotected Slooe
The preliminary plans call for unprotected channel slopes of 5 P`
horizontal to 1 vertical. We further understand that this end of the drainage
F'
channel is to function as a " storage basin" so that the slopes are probably
flatter than required for stability. A detailed study of channel slope stability
would require information regarding operational water levels and rates of dra:•:-
down. Such a study is beyond our present scope of work but nevcrthcless
can provide information of a rather general nature. Our experiences. has teen
P.
that with the soil types present in the channel, unprotected slopes subjected
to a fluctuating water level should not be steeper than about 3 horizontal to 1
vertical for permanent stability. On such a slope, and possibly even on the
presently.designed 5 to 1 slope, some random sloughing may occur and may
require periodic channel cleaning. We do not believe however that any great
quantity of material would so slough, and that a drainage channel such as t^e
i
one planned need not be kept entirely free of accumulated soil in the bottom. r.
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Where the slope is alvrays underwater, and further where water
velocity is quite low (as is probably the case at this location of the channel) ,
some steepc•riing can b.• accomplished. In this case we belicvo that the silty-
and slightly silty to clean sand can be sloped at approximately 2-1/4 horizontal
to 1 vertical. The crest of such a slope should be no closer than 3 feet to the
lowest surface of channel water.
For the abovo. slope conclusions we have a:sumed that thr., depth
of channel is to remain at between approximately 13 and 25 feet. Depths in
excess of 25 feet may require the use of berms inorder to utilize these slopes.
Such berms would produce an overall effective slope slightly flatter than those
3
actually excavat�.rl. Dctailnd studir_s would be required before definito conclu-
sions could be made regarding berm width and location.
3.2 Protected Slooe
We presently are of the opinion that a two zoned protection of pit y
run sand and gravel and crushed rock spalls would be required to control slough-
ing on that part of the slope subjected to fluctuating water levels. Against the
a
exposed in situ soils a layer of silty sand and gravel, approximately IS inches
thick (normal to slope) is required. On top of this is then placed approximately
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18 inches of 10-inch maximum size crushed rock spalls. This protection should
be carried to at least 3 feet below the lowest anticipated level of water in the c
channel, at which depth a narrow berm would be required upon which the approri- P-
mate 36 inches of protection would rest.
ti Slopes thus protected could be steepened slightly and our tentative
opinion is that they could be as steep as 2 horizontal to 1 vertical. We would
like to point out that we have not conducted sufficient laboratory tests to deter-
mine definitive slopes for design purposes. Such tests require carefully obtained
undisturbed samples of the silty sand and clayey organic silt.
SHANNON & V1ILSON, INC.
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by
L. Keith Bestwick, P. E.
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{sr..wj..�.:sus,s1�'.+--.r=.p`Tt°�-.6'.,3-"•,�' —.. - C_,t�..
20 40
JOL Medium to very soft, Crown, clayey SILT !
8 i w/organic mottar
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3 ,
5
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-- ----- ---- ---�7.5 ti
OL Very soft, olue-gray, clayey SILT w/ f 6 j Ht
S ( organic matter
OHS 7 f 10 6, -- - -
g F�
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SP-1 Gray, slightly siity, !ir.e SAND II -► IS {
ISM ` II •
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't---I+----------- -- - - - -- - - ----- -�16.5 !
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20 i
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S0 10 0'
LEV E_L ;►tEr;:erg limits: • -'ate► co.,.tan" i
iquia limit
�� -- Notura! water conter•r
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C.D.thin-wc: Sr!rnpi2 --- — PIcstic Iirrit f
P� . Sampler pushed_ L-C.)G OF BORING I
t - S lrr >le not recovered
nor). 101 Fic. 3
lr�e!
tt` DEC. 20, 1966 W-0770-1
fmper�ic,,,s seal 5•tanr, r..i 5�;r�
S'lll. MkCMrah�r S C • i[�., ,.. ..tiFr '�g
i Pie:::meter lip
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;140 ib. weig ht.30 "-141
Q- O.Ix
-x '-:o-vvs per foot
-�-,face Uevn`on� (A
20 40 i
OL 1 Medium dense, brown, clayey SILT 0 1 T 01
*/organics
2
3.0
S M Loose, brown, silty, fire SAND 3
4 5 1---
+
5
7.5
ML Loose, gray 8 brown, fine sandy SILT 1 6
------ 9.0
OH Very sof t, gray, organic SILT 8, peaty 7 10
SILT
8 i 163
9
10
15.0 15 ,
SP AN-D Loose, clean, medium to S 11
20 �
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0 50 Iooi
L EG E N 0 Aiterberg :;mlts: 0 Water contert
7 i-G-L.iouid hrr.;t
2" 0 D. split spoon sci-nole
No'..;rol water Content
0.D. t r,:r-*a,j sample
P S,!mpler pushed
LOG OF' BORING
'-ornple rct rece-vered
BORING NO. 102
Wnter IevFl DEC. 20, 19666 W- 0770-1
Impervicis seal SHANNON & WiLSON
Ptezomeler tip SC:L ME. J,ANI(_-, & t %ffpS
Q 1140 t.. we'c:C!, 30 dt
I 2
' f_c e E l e v a_,o r ----- - ----4='�--�-�--0 n_ 20 40�
OL j Medium dense 'o soft, brown to groy, I 1 0
SILT ,n/o►ganics t
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— — ' 3.0
SM Loose, broovn to gray, silty, fine SAND 3
+ I ` - J
-- ---- ---- ---t 7.5
I SP- i Loose, grey, slightly silty, fine SAND 6 i i
S M
i
7 -- - --
4. 10i ,
8I
--— -- — ----112.0
SP Loose to medium dense, gray, clean, g
coarse to fine SAIYD ! �
10 i
15 i -- ----.-- -
12
201
. t
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1 1 CvEtit7 s; 50 - - AGO!
2" C D. .t 14 Ilk-�-'� Li4U
11 �1CtUri' Alter
fit.r,iPnt
T C.P. tr, r,-wo:' soml• e F' "Istic limit
P Sampier Yush6d
jt Sample not rea.vered
PORING N 103
Wnts�r .evel
GEC. 20, 1966 W-0770- 1 I
CC Impervrc.:s seal 5Ne 4'40'. (a
Piezorroter tip SOIL ME,-
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uj LL LAJ r140 11,. wo 1)
30 aJ"c'-'
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LL! It cr .3: A Blows per fo--,.
1 Sc
20 4
OL Loose and soft, brown, clayey and sandy 16 1
SILT w/organics t
2
3
SM i Very loose, gray, silty, fine SAND
4.5 4 51
5
6 1
7t101
10.5 I 1
SP- Gray, slightly silty to clean, fine SAND 8
Ism
81 if
SP i 9
15
10
II
20
50 Q0
L t G E ND
n.-,A,,:i s i n,p't,
i- 5,-mpl-�r rusted
LOG OF BORRING,
-7_ BORING NO. 104
DEC. 20, 1966 W -0770- 1
sec!
t--iezori Pier tip &
W� ii j (140 V. we .7�,•, 30< i i A P10.8s -er f'—
i•
�L, Gurfcc- ie�0''on: . , <r. I ' t 20 4t;
------ - — -- — r- ----- 0
OL Medium dense to sof% brown 8 gray, 0 i 1 j 0 0
clayey SILT w/organics I 2
-------- -- -----------� 3.0
SM Very loose, gray, '�ii•y fine SAND and i 3
81 fine sandy SILT 7
ML q t 5 - - -
i lT
- - - _ - 7.5
SP Loose to medium dense, gray, slightly 6 i
81 silty to clean, medium to fine SAND
S P- i 7 i 0
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S M
. 1
9
� rt1 � 1
15
12 I
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20
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50 i�00
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LEGEND Atterberg li,,'its: • Water content
21' O.J. s�l�t F---� �-♦ !_iquid limit
i spoon sample
- 'VC?t.;:]I water :,cnten?
0.i.thin-wallsample -- P'astic I:mit
t
{
P Sampler pushed LO C', OF B G R f N G
IF Somple vof recovered '
� 7 BORING N!0. 105
Water level
DEC. 20, 1966 W-0770-I iG. 7 j
Impervious seal 9HANNCi14 A WILSON � �
l Piercme!er tip SOIL MECIIAWI(:% a •.Erin
_o a;
V)a SOIL DESCR;PTION =' w C � PENETRATION RESISTANCE
cal i = zw
W W 2 -D (140 ►b. weight, 30"dr p'
�� i 2 � `1
Z4 I w a 3 • Blows per foot
c,:rfece Ele�a•icn. _ �� �'_ _ 20 40 t
ML Soft and loose, gray and brown, slightly 0 I j 0 A T II
a clayey SILT to very fine sandy SILT, t
OL ; w/some organics 2 ! •
3 t \
t
1 5 1 i
1 6 + I I •�.,I
9.0 I
101-1 Very soft,brown,peoty SILT 7
8
i 12.0 I
SM I Gray,siity SA NO,peat and organic SILT I 9 �•�
PT I +
OL 10 1�
— - 150 15 -- —— -- —
SM Medium,black,silty to clean fine SAND 1I
to * j
SP 12 '
i 13
---- - 20.0 14 j 20
OL ' Soft, Iight gray,arganic SILT 21 O f
I
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I
I I
it
0 50
LEGEND
�1tterberg limits: • ��� W-iter con•enf I
� ♦-L i qu i d l i m i t
2� O.J.0.J. split s^ccn sample
--�-� I
`, hotura"water content j
E O.C. thin-wc+l sample — Plastic limit
I
P c,nn,pler p,jshurt LOG OF BORING
a(- !�,:mple no' re(.' vered
DURING NO. 106
Water ;eve, f
I DEC. 20, 19P-6 W-0770-1 r) gl
140 'b. weigh% 30"dr, 1
1.1 .
rx
z a + i,, 2 I r 3 A L41oNs Per foo•
i tore �_ ?va'i0n• , N � _ ___ 20_ 40 '
OL i' Sofr, brown and gray, slightly Cinyey -j 0 I 0 * - •1
8' I SILT to very fine sandy SILT w'orgonics;
� M0 2 � r •
3
4 i 5 - -- ---�-- -
- -- ----- —- - - -- — -- ----- 6.0
OL I Soft, gray, slightly clayey, org. SILT- odor 5 •
( Soft ro g --- - -- ----_ 7.5
OH
,g y,peaty,or o-ic SILT 6
7 10 ----- --------
---� 11 C I }
�0L Soft,gray,peety,organic SILT S silty tine SAND -
6
i
i SM 9 r i / r•
I_A � I
SP-; Block,sl silty tc medium to clean fine ;,AND Ip ! •�
� SMj , 15 � - � ---+- ---
to I I I •
SP
12 t •
I �
•
13 � t
14 20
— 21.0 j
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I 0 50 loo
LEGEND
. A+ferberg limits: • °a ',Natter content
T 2" C.D. sclit spoon sample •quid mit
N^turoi water content
O.D.thin-wail somple - Pic+stic limit
1
P Sampler push d LOG OF BORING
I
-3E Somple not recovered
BORING NO. 107 FIG. 9
Wnter level 1
DEC. 20, 1966 W-0770-1
' !mpervious seal
I sHnNrvoN & wiLsvN
I Pie Zonleter tip So ,[ MECr4^141- s t {O' hDniti){v Er G" r[n
kiP ` irJN U1 ' z� E',._ rl�:�lUh �c�:S :,ti.E
�;� •(140 b. weigh!, 30.. rc.`
�-
r z a w <1 n 3 ♦ Blows per fo,,•
Surface Eieva!ion: :) N c' 0 20 401
aMedium to loose, brown 81 gray-brown, � I O
OL i clayey SILT 8� fine sandy SILT w/organics 2
I
1 3
4 + 5 - -- I
--- - - -- - -- 75 5
SM Loose, gray, silty, very fine SAND I 6
— ---- ---- ----- --; 10.5 10 - --- -��\t-
CL-i Soft,groy,peaty,organic SILT and mottled 1 7 j
OH organic CLAY
SP Medium, biack,sl silty to clean, medium to j 91 + 1�
a f,ne SAND ; i 15 -- - �- -- -
SP- 10
SM
+ I '
; } 4
II 1 I
12T 20 -- -------
-- ---- -- . . -- - -- - -- -- - - --J230 13TI y ` '
ML Blae,fine sandy SILT .v/wood �240 1 ( i
I
1
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{
O 50 100
LEGEND Atterberg limits: 0 Water ccntart
2" O.D. split spoon sample lr----4 --i"*-Liquid limit
V - Noturol water content
Il 0.1L .thin-wall sample --- Plastic limit
P Sampler pushed LOG OF BORING
-3E Sample not recCvered �
BORING NO. 108 FIG. It
_'7_ Wnter ievei j
jy DEC. 20 1966 W-0770-1
Irrlpery ous seal SHANNON & WILSOh
IPiezcmeter tip SOIL- MECHANICS & ro..'.aAT YN FNG ',EE.+':
to = o �w (140 ib. weight, 30"drop)
24 w a 3
za A Blows per foot
D-J Surface Elevation: (n (D 0 20 4
OL Soft, brown and gray, clayey SILT w/ 0 1 0
organics
2
3
I
4 5
i
7.5 5 If
SM Loose gray,silty fine SAD cleaner w/depth r
i
7 10
I
s
Brown, peaty SILT 12.0
12.5 9
SP- Black, sl. silty to clean,fine SAND 10
SM 15
to II
sP 12
13
i
14 20
I
SP Black,coarse to medium, SAND w/gravel 22.0 15
layer 16
24.0
25
0 50 100
LEGEND
Atterberg limits: • % Water content
I 2" O.D. split spoon sample f----�--t'+Liquid limit
Natural water content
O.D.thin-wall sample �- Plastic limit
P Sampler pushed LOG OF BORING
* Sample not recovered BORING NO. 109
Water level
DEC. 20, 1966 W-0770-1
Impervious seal SHANNON a WILSON FtG•
Piezometer tip $OIL MCCHANIC6 6 FOUNDATION [N61NEKIRS
1 L . :,.KIN T IUN za` PENE1"RATION RESIS ANCE
W� a D� (140 lb. weight, 30"Zp)
z< W a Cr 3 A Blows per foot
-J Surface Elevation: o 0 20 40
SM Medium dense, brown, silty, fine SAND 0 1 0 •
w/organics
2
3.0 1
ML Loose, brown, very fine sandy SILT 3 }
4 5
SM- Loose,brown to gray silty fine SAND a fine
$
ML- sandy SILT w/organic clay layer }
OH 6
7 10
6
9
SM- Loose to medium,gray,silty,fine SAND to fine 13.5 ?
10
ML sandy SILT. T
I 15
I 1
I
12 11
18.0 .r
SP Loose to medium,black,clean to sl. silty, 13
a fine SAND
S P- 14 20 - *---+
SM
15
�
24.0 16
25
0 50 100
LEGEND
Atterberg limits: • % Water content
I 2" O.D. split spoon sampleF- - 1-0-Liquid limit
\ Natural water content
QD.thin-wall sample �—_____ Plastic limit
P Sampler pushed LOG OF BORING
* Sample not recovered
BORING N0. 110 FIG-1
water level z DEC. 20,1966 W-0770-1
Impervious seal SHANNON & WILSON
Piezometer titp *OIL M[CHANICS i FOUNDATION ENGINEtRS
Cl
20 40
CH-i Very soft to scft,Drown and gray, c!cyey SILT 0 0 A �
OL and silty Clay w/organics and occ. sandy layer +
I
2 ! i �►
i
i 4 •' `
5* * _
6 ; t
7 . Iv
9 �►-
S? Graf, clean to si silty, gravelly SAND 10
S, 15.
_
SF- I I • �►
SM
!3
195
I
j
I i f
f
i � t
i
1 2 3.-D Sc' ion samr;e
J ��. :. !r,,n-wolf sample
s.;cmp;e no' recovered r �ti
I E )� N( III 13
'Wr for lever } 6.
' iT•.Pen0c�s S2iti DEC 20,1966 W- 0770-1
I `Iezerneter t;p S(`. 1Nit 6 r. 1 •.EES
'-------- �--___ ____ . -- - - •.-_ 5l"c'Ic ANALYSlS--- '-Y[:n^C,'at:TrL•f 1NALYS S
:II, r)1• ter' •.I rJ' ItJ I•J l:llr. 1 _-- ^_—_�_ ...�_-_._ _ __ _ .\ .
,, •- V 1f1 fJ 1lr f) f' •.
'� .l in it . .. .•1 w .l f= C: 11 �, 10 •f f+ - •. O is r' `1
t
f.. 1 •. � i � � � i , , 1. ._ 1 .. . . � .. a - - -- � r .-_ .___.-•__... ' - r
iJ -�.r--_^_-'._ter__.._—.r_ ♦-�_.—_. ' . ._ �� . . I
"A yr.'
0 Z' V In
, C• r7 7 I F W .♦ •- r
O, 'Q V In ,,, rt: Y •J N V:' 'J . .• p) .B .. i 477)
• id
G^��• S!Z1 !M A!iLl l'•!�-T`:'1G c•CLIA y v r
fr�'j ••--1_ti, ----r.`�r: - ---._c,rl:- -_—_—•-..-._..�
.AVI_1.
- - ---i ---`- - -USC— `--- - --- «ns_,rFrCnT!_N I 1_L r rl i CLASSI:'-IC1!TION T75T
3 3.0 . L Brown 8lgray,fine sandy SILT I40,2I I I 1 I BORING B-105
I S- 2, 5 B 13
S -5 6.0 - 7. 5 V!L i Gray fine sandy SILT ; 40.2: 1 j
J -1 -2 ,n.O - 19.5 SF-SM I Grey, slightly silty medium to fine SAND j 33.41 ' � i DEC 20 1966 W-077C
JUSC Unified Soil Classification
N I ! 1 ! '•tf'�'1�
__ i
SIcVE ANALYSIS IL!YDRONIIE T IER_ANALYS!-
•.171- UI 111'r Wf,r. III INC.lit' P 4 NId 1,, ). 171 -.41 •.11 I•t,It IN;'I�, :,.`. 'iI A N I IA�,11 -- _— - 1:J $1/ r•1 •��-...__
.
IA N Ir- v O � q) n N n 0 (, C 1:• Cl
1V0 -----T•n- V .,) rl - j ) e, n O n (') — �.� U 4 O rl n (_+ (. r• C C'
11. t
.. . ._._. _. j
_.... �._.� - .--1-4-+-_ �..�_-.-_-_-t--.-----� -- --: --ate_•_ �______•_ _ 0
4.
LA
1 .
' j 1
{ , I I t 1 )i � f I•r d ;r r ♦ • T i. r i t— - S 13.. -� ;
L__.._>_1_.L�� ..—..- LLico
B. ��:_ �_�. • �� !
.-
l"ir141N til;'1 IN "AI; L I!AE=Tr R'S
A IIIIM F I•r; T
.A•er Lt 1I� u�-t-r�t �-T - -- -.. L A,'_.Ir':.AT!GN �- ----------- te,r T ._ .--T------I----�-----_r---- CLASSIFICATION TEST --
-r - - - C'--___ _- --- - - -! _ - -_t--�
S-2 i 1.5- 3.0 OL Gray a brown organic Sit.T 131. 1 BORING B-106
S-5 60-7 5 IV grown fine sendy SILT j 39.0� S- 2 5 6 I I &13 S-G 7.5-9.0 ML Gray,flne,sandy SILT i 35.8� ( , , , ,
S-I 1 150- IG 5 ! SP-SM Black,sl. silty fine SAND 129.5I I I I W-0770-
S-13 ISO- 105 SP Black,clean,ined. SAND 126.5� 1 --------- - —
J..r,•I
j1-USC: Unified Soll Classlficct,on
SIEVE ANALYSIS ____ 4YD(:OMCTER ANALYSIS _ 1
-__,--_MITI" r)1• „nr •III/. 1'1 INr 111'+ Nlr•11t. Ir 1/11__ 1 1•i 12 Ir.'�.:11. �T/.cvUAl,r,
. .._. .,+__.__... . ...�._.. - - -._ ... ... .._ _- --. .. - --------_ __''_•?'�'."fir-==-�.,•. _-_------J
I ,..
'j ....
r
1_
v
S- I I
21 •L r'1 t•r
r:r)(±Isl_L � -- —= •rJ�_�l._—_h. .Art_,�1 n.• .,lu•., ---1------��--_—T---- ---------�-- •---___------!
AIM'I.F r ., I+f�, .•' --•--- -.__ ._._�__f.! n ',,I FIr /' ,_In' _L—__ T— —" ---- '----•--- ---
rl,.. -t- -•:i. 1 USC r l,r, I W. [. LL I ^� 7 ,'�- I CLIISSI��CAT!CN TEST -
S- ?_ i 1.5-30 1 OL Brown,organic SILT — ---- --- ----- 1 41.0 ' --�
S-4 i 4.5-6.0 OL Gray & brown,orgcnic SILT ! 374 ; ' BORING B- 1O7
S-7 90-10.5 1 OH Gray, peaty,organlc SILT 51.9 ! I S-247, , c I 11 8113
S -II 150-165 ISP8,CH Black,fine SAND w/some chunks of brown clay i 26.3! I i
5-13 18.0-19.5 SP Black,clean, med. SAO' D 16.1 ; 1 W-0770-1
USC: Unified Soil Classification �� i �T,�f �I!en1
-~
SIEVE ANALYSIS HYDROMETER ANALYSIS
77
ol
C.
10
_j .
Black,clean, medium to fine SAND
USC: Unified Soil C�ossificction
SIEVE AXALYS!S HYDROMETER ANALYSIS
I 1
'i!/�: '•F C./'! 'JI^.t; IN I' Nl:\1,Ir •: •� •.tl.',•1 f•• ••�:!:t '{, l• l'TAtiI!A'_I C' r A!• `.I;f IV \••.
,1
.I ./ter_.—._.«�_...�_ .`�.«—v'_'f- _-�--._.-hi��/ .—..-.__..�._.__._. ,._.__ , .�_.__-.lS�.__, -.__.._-._. �.T...i1.•. t,•rr � .�
1
i• .. .. . . _ . _ .. . . ! _ i _ ._ . . . . .•. _. - . � _ . _ ..{ 1.
—
r
L 1 _
--.
0 C. n •A •J rr
1iL'1.. rt•Js_`�`•,n'--_•--_—'--� —�-- r•Iry
�•.nLF
use �'LASi ( P
°T ��
I 1 c>rnssll=ccnTl0 TEsT
- 2 I,5 - 3.0 VH Gray - brown,Clayey SILT w/organics i--- a + 6 �'-- 17 7—�--� SOR(NG B- 109
S-4 ; 4,5 - 6.0 ML Ton, clayey SILT i 48.5� I I I 5 - 2,4,6 88
S- 6 ; 7.5 - 9.0 ML Gray, fine,sondy SILT 41.5�
S -8 10.5-12.0 SN1 Groy, gown, silty, fine SAND j32.01 I I DEC. 20, 1966 `_— -W-0770_
J
� 5SC Unified Soil Closs,ficotion
n+
" "' '' ---- ---------'------ '-- ' ' ' r`
SIEVE ANALYSIS HYDROMETER ANALYSIS
96
' r`
�z �
~ ~ u
. ,
uU m � | �
y — m —
�
^^
r` ' u'
--- -'— m
� co
�
' CI
.
' 10 | '~ ~ '~ ~'~
__--_—till_l_(•1 SIEVE ANALYSIS
Tdl ,H 1It+_IN_l ll, ;:YDRO, METER ANAL
_-Y—S-1-S
r11•1 NINry IN INCrIf h1,S. 1 AN AM) A1; 'I rT IN %W �
N V All ry fL• y U ,) Vl 40 O r•1 ry .-
)1`)r of .• M N .- nl e) .. a, - ,.41
__.
,..:. .
10
Vj
i
401
t-
- ; - ;-t ._ _ y_- -- - -6 --- - _- -- t-r -- — �-7c C-
7 no
t , , 1
'_' t• QI t.�' r- N 11) V ,.) f 100
— AC) W V •� N ,U. N rn N — (C t(• nr N
v rn AN
GRA1N S171: tN WLLIMT TrFlS � � t• �; t
C,7)•�rtLrS rrinl+5• Fi•1, r nnutil r.•t ; ,if: 1 i—f tN. --
_L_ --- ',AN r)_.-- --
'A4•f Lf I)' P�H F'� 1 ,• GNAT.'—T —__J,— _
� USC -- -- CLASSI AV J � f.. i I LL I OL +'t — i CLASSIF EiTICN TEST
S-3 3.0 - 4.5 1 ML Tan,fine,sandy SILTi
S -5 60 - 75 � SM E�own,silty,ffneSAI.O 28.01 BORING 8 -110
' 31.2,S -6 75 - 9 0 SP-SM Reddish- brown, .silty,fine SAND 32.6� I S-J,5,6,S, 1J G; 14
5-8 1105 - 12.0 ; SM IBrown,silty,fine SAND 426 I �
1)-13 180-19.5 SP-SM Black, sl silty, fine SAND bV-0770
; I :�20 j
S- !4 1 105 -2i.0 SP-:M Block, sl. silty, fine SAND
USC: Unified Soil CIOssilication j :
SIZEVZ A D'Z
NALYSIS ljvf OMETER ANALYSIS
i7r "I I,' INC 14, V.S. S rAN9A!?P 1,1:AIN -.1
u
100 3
_T
t
+
4-
40
�e.
C�
0
4
z
4-
Le
r
uj S-10 .-4
C_
F= t
20 -4
_7 F30
t ----
40
0 11FT _T 1; C 0 C. 0 C, C, tr 0 V m .'s n N
C) 014 M N -
T
rjIRAIN S t Z E.' P'I* Nt!L*_L;.ME:* CRS C!
...............I Fr 4 17—_ �gAIiS F. ' ��•----� �rIN_— -- --__.____.J
71-11,L t 4 NA T. I
usc CLA15SIFICAT!ON LL CLASS!FICATION TEST
-,-to 13.5- 15 SP Gray gravelly SAND 110.31
BORING B- I 1 1
S-13 18- 195 SP Gray gravefly SAND 12.6 1 S -10 S- 13
U'(-: Unified Soil Classification
HYDROMETER ANALYSIS
SIEVE ANALYSIS 114 %im
14 INl
I'll 10,
Cn N 0
0
t
r-77.
t 7—"
T -�4 b" 7;P
>
4
1 4
FI: �10
0.1
7 C,
L
Ce
6'
T P!-
-7-"t
�44 j-4-
TP- 3
4
4-
t -
t 4
00
7*1 7'V r
r
0 0 0
GRAIN !;'ZF IN W1lL1_i,1.!ETER%S
r t4 E i COM45�_
SAND
F� LL rL V_ASS
IErIC,1T10, -EST
M' OF P114u sc GLASS{FICATION � TST P!TS
1 165 TP - 2, 3 & 4
T P2 10.0 -11-0 Sp
TGrOY clean fine SAND
TP- 3 2.0 -6.0 'SP-SM Brown,slightly slity,fine SAND 132.3
Gray,clean,fine SAND 22.71 1 1 1 DEC. 20, V1 -0 7 7 0---
TP- 3j G-0- 9.0 Sp i 38.51
ilty,fine SAND �31"T
p
4 0.()-7.0 SM Gray 8 brovvn.$
it!
USC: Unif led
Sr.)il Classif icnt ion --1---L
SIEVE ANALYSIS I HYDROMETER ANALYSIS
-4-
IN IfIL144 'I IN". U."'. ANrlA 1!1:.
go -1 VI N r, 0
(; C. U
.................
-7 T-
71 7
-4- f
r
i 7
4
L
-4
f
i 4
p
t
7
-4
lu
4— —------ r10
j 4—r
t
Of
to LLJ
4——
"YO Cr
t-1
r
%10
4
—4-
4
r
C I T I! , I I r,r -7 - E ;r ion
(j v o c C' 01 0 k- U) I.- on N m a) m N
41 -1 m C, 0 u 0 0 O 0 0 rj 0 0 C'
c" fm GRAIN SIZE N M I L L M.F.T T R S
t
Q A V L. I SAND
-
.---r, [-t,,-V 171-4 -- -- 1 ATI'
. rr. - - C CLA F1 A 0N LLPL - CLSS17 iC N TEST
TIEST PIT
TP-5 20 -70 S m Reddish brown, silty fine SA N Do If ace of organics) 35.7
I TP-5
Tp-.5 9*0 - 11.0 S M Blue gray, silty fine SAND, trace of organics 41.2
DEC. 20, 10166 W-077C
USC Unified Soil Classification "'n)
%,-,. w-"%.,4, IPA
SIEVE ANALYSIS HYDROMETER ANALYSIS
1,1141, IN
J.
41 - in v Ow N
o_1 0 r C, 0
o's
0
T77T Ir,L I i4
is
..... 4. 1 J. 10
4
L
t -4
0
tO-1.1; 7
>
-T_
40 LJ
LL
#
4'. ..........
4
UJI
4 70
C)O
4.
!)0
4
1.)o
4 r r "'. ]?. , 7-r r
N on All .7 ,j
Cj C 0 p .,.) V
GRAIN SIZE IN FRS C, 0 0 0 0
F I N COASIT Im. IN 1�
Z=� P F"I N S E
5 A!,'lj __j
AMP CLASSIFICA7 ION N A 7
W. C: L L PI_ CLASSIFFiCATION TEST
I 1 1)E P T*4
USC 1
-P-6 J TEST PITS
01.0- 11 .01 S IM Blue-gray, silty, fine SAND, some organics 48.61 P- 6, 7, 8 81 1 1
-P- 7 15.0 - 9.0 1 ML Gray-brown, fine sandy SILT 47.4
1p_ 8
S M Gray-brown, silty, fine SAND 135.1
7.0 - 9.0; V,L Gray, fine sandy SILT 148.0 I I DEC. 20, 1966 W-0770-1
r
C11, Ii.
USC : Unified Soil Classification ilq 'I
SIcY
ANALYSIS HYDROMETER ANALYSIS
•A I ri I
Q
M .11
77 =771-1-7-1-7 I. C;
4--
4
+
12- 9,-;10 TP
nz)
7
0 r
41
TP
-14; iQ'
T
4
cv:
t
-, ; I -' .—
70
J
TO-9
4
4..4
4
r ) 'I 1!
t- -4
-A- --j— I - IGO
.7 . !
cn 'u 4) x Q o rn N w
(o 0 0 C. 0
TRAIN ,I Z!: IN 10.11-LM07Tc-RIS C.) U c*' (I
—7-
�.(.0L'JLFS , . F,
(711 A V C L
T--7
'2 (-L A1,SI FICA I!()N L L PL r1l
CLASSIFICATION TEST
0 T 4 6s
TP-9 1.1.0
.SP- SM Gray, slightly silty, fine SAND I33.6 I TEST PITS
TP-112' 9.0-10.0 TP-9, 12, 14 15
i ML I Gray, fine sandy SILT 39.5'
T P-141 10.0- 11.01 S M Gray, silty, fine SAND 31.91
TP- 151 7.0 SP-SM i Gray, slightly silty, fine SAND I33.0i DEC. 20, 1966 W-0770-
mtt
U S C Unified Soil -C ios-si�i
6) —
SIEVE ANALYSIS j._____jjj_ R0METER ANALYSIS
1'-*4"1 ii,j-it (.� "#ii S MA$W y —o 014 S -0.A R D V cl N a) -4 u C, r. C, 0 0
fv O it c: . C,
C! 0 C
44
, 7— --- 7- 0
-7-7-
P
r, IT,
T
4 4 4 i
t
T-- 4-
>-
40
6�1#74-
Lu
T
4-
42
U 03
u
4
t
ILI
4
7n
u-
TP. 16, 1111
2n
--4
4—
C.0
4-
4
t
-T
o'--::!,=**I ,, I d -1—1 1 ; i ' I ;.� , : 1 1 tJ 1
Q C. 0 r o G 41 W -D q
0 Q 1.1
GRAIN S1 7 r: fN M.i LL.:Mr.TFRS
L CUAIVA- -S
L 71� F FINg.
S LILA f
_Y-L
W. c PL pi
usc N A T L L CLASSIFICATION TEST
SAM"Ll: I DKI'TH CLAS'.IFICAVON
TEST PITS
TP-16 1 11.0' Sm Groy.silty fine SAND j 38.3 I I TP 16 86 17
TP-17 3.0'- 5.0" SM Gray brown, silty f ine SAN D 25.9
T P-17 5.0'- 8.0'i M L Grey brown,fine sonde SILT 377
DEC. 20, 196G W-077(
Sm Gfoy brown, silty fine SAND
-_______
TP-17� 3.0'-11.0'i
;!scn,
'USC Unified Soil ClossifiCOtion
o use
TP - 15 0 USc TP- 16
OL Gray-brown, clayey OL Gray 8 brown,
SILT w/organics clayey SILT w/
organics
7 SIP- Gray,Gray, slightly silty,
SM fine SAND 9 S M
to Gray, slightly silty
SM to silty, fine SAND
TP -17 TP- 18
o usC o USC
OL Brown, clayey SILT OL Gray-brown,clayey
w/organics SILT w/organics
K -
~ 3
W
w SM Gray-brown, silty,
IL fine SAND
z
7
a OL Blue-gray, clayey,
w organic SILT
• G
Il II
TP-19 TP-20
0 USC _ 0 USC
OL Gray-brown, clayey OL clay e SILT rown,w/
: SILT w/organics clayey
organics
1
8
OL Blue-gray, organic, 9
clayey SILT OL Gray, clayey,org.SILT
1 � II
PACIFIC COAST RAILROAD COMPANY
LEGEND EARLINGTON INDUSTRIAL TRACT
USC Unified Soil Classification
TEST PIT LOGS
TP- 15 THROUGH TAP-20 15
DEC. 20, 1966 W-0770-1
SHANNON & WILSON
- o
m
i) • o M
o
m
.;..
' � O
O� NO
m �
•
= O
00
\ mN
0
O
m _
O p p
rJ O_
S' J
.J
• C� p
t
N
J .
O
i
1
' I
O
L'1 n Q
Q N
to
X30NI A1IOI1Sd7d PACIFIC COAST RAILROAD COMPANY
EARLINGTON INDUSTRIAL TRACT
PLA6TWITY CHAR'(' Fir,.
DEC. 20, 1966 W- 0770-1
r
SIEVE ANALYSIS HYDROMETER ANALYSIS
L W% 1 17-H •�)I:MF-Spi FfrF-W--l��;—C—H. U.S..!;T A 14f I A'I GRAIN S17L IN MY
to V m -4
ri -f
0 0 ri 6 0 OL'
rn a)
A.
t
t
r
17
cl:
-.0
4-4-4-4
Ce
4
En lJ
T
U
411 --4 0 GO
C,
CL
.4
4
- 7
co
+
4
-4
(#0
4
4
4 j 'oo.4 .1 1
, -:�11--T- I T r r,
0 0 0 0 G C, CK) 0 %J M 0! to .1 CO 'j, 'd
to 'j M (Ij C; 9 C, U 0 0 C, 0
ry ':' G C!
GPAIN SIZE: IN MILLMIFTERS
�C�'i�yL`�j-T CtjARSL: FINE
TC )A RI;E MF.01 U%`4 F I N r-;.S
—r^�
GRAVEL I sANO
A 7.7
Ir USC CLASSIFICATION W. 1— CLASSIFICATION TEST
LL. PL
0. I -
S-2 1.5-3.0 0 L Brown, clayey SILT 739.5
39.5 BORING B-101
S 5
- 6.0-7.5 IOL-CH Blue, very soft, clayey SILT 45.4 S-2, 5 a 10
S-10 13.51-15.0 SP-SM Brown, tine so ndy SILT 32.4 DEC. 20, 1966 W-07-
t
O l - -USC_Unitied S -1 6a,s- s i
0 tion
SIEVE-,ANAI.YSIS HYGROMETER ANALYSIS
iE7-r'Wi.-I: W,rqF. J.:0. T Ok N 0 A 40 'j'i AI r, to z r m
of 44 10 .0 0 40 m N 03 a .1
co 8
V r4 LA z 0 001 0 0 0
4777-7-7
714
A t
4-
17-7',
-2
fit', ......I—- 2%)
-j. T
��, �'� ------� -_,
4
17 '0
t
4
CC
W
0
-4—
U- • 1-4
7
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in GRAIN SIZE IN MILLIMETERS
0ARSE FINE roAl"77 W-MI um FIN6 FINES
G R A V FZ L SAND :d I
CLASSIFICATION 14 A T L Pt P1 CLASSIFICATION TEST
NO. T lusc
"
S-2 1.5 -3 M L Brown, fine sandy SILT 28.81 I BORING B-102
S-4 4.5 -6 SM Gray to brown, silty fine SAND 20.7 I S-2,4,681 i I
S-6 j 7.5-9 1 NIL Gray B brown, fine sandy SILT 41.5 , &&
6
I . DEC.-20, 191,5 W-077C
S-11 15.0-16.01 S P Gray, clean, fine SAND 28.2
USC: Unified Soil Classification
_ __ SIEVE ANALYSIS_ _ _ HYDROMETER ANALYSIS
PCN+NU IN IN::NI:S - -� Wk 81 4 OF MICSf' f�F�R INCH,-UPS.-S7A1VUAt+ti GRAIN il)f. IN MM -
to
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U U O O O O W W O M N ^ QD to tl m N ^ OD 4" v M N W N 4 "1 N
0 U O O OD t0 v m N O O O O O O C' p G G O
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(:•:A V(:L SAN O
' v" E)L;TH USC CLASSIFICATION NATW. LL PL PI CLASSIFICATION TEST
BORING B-103
S-3 3.0 - 4.5 SM Brown, silty fine SAND 36.5 S- 3 5 8 8J 11
1 � �
S-5 + 6.0- 7.5 SM Gray, silty fine SAND 44.7
S-8 10.5-12.0 SP-SM Gray, slightly silty fine SAND 33.4 DEC. 20L1966 W-0770-
.S-11 15.0-16.5 SP Gray, clean medium to fine SAND 17.4 USC: Unified Soils Clossification • t"' �!"••"t+•"^101+""'I" '""�t'�
SIEVE ANALYSIS
HYDROMETER AN AY YSi
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S - 4 4.5 -6.0 Sm I Gray-brown, silty, fine SAND 14 9 0' I I j S - 2,4 7, 10 B II
S- 7 i 9.0 -10.5 SM,
Gray a brown, silty,fine SAND 138.61
S-10 i 15 0 - 16.5 S P-Sm. Grayslightly silly, fine SAND 25.6; I DEC. 20, 1966 W - 0 7 7 r
S-11 1(,.5 -18.0 SP-SM Gray slightly silty, fine SAND 2G.4i
USC Unified Soil Cicis!'hicatton
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