DAMES e MOORE S O I L M E C H A N I C S E N G I N E E R S

3 4 0 M A R K E T S T R E E T S A N F R A N C I S C O / I C A L I F O R N I A D O U G L A S 2 - 6 5 0 7

P A R T N E R S W I L L I A M W M O O R E W I L L I A M E N K E B O L L R O B E R T T L A W S O N

A S S O C I A T E C H A R L E S L N I C H O L S

November 12, 1959

W. W. Hansen Laboratories of Physics Stanford University Stanford, California

Attention: D r . Frank W. Atchley

Gentlemen :

Ten copies of our report , "Preliminary S i t e Investigation, Proposed Target and Research Area--Linear Electron Accelerator, Stanford, California, For Stanford University," are herewith submitted

During the progress of our work, our findings were discussed with D r . Atchley. Our studies indicate t h a t the si te could be developed f o r i t s planned ultimate usage.

The above investigation was performed under the terms of your Purchase Order No. US 68815, dated October 19, 1959.

Yours very t ru ly ,

DAMES & MOORE

Charles L. Nich01s

WWM-CLN-JDM AT

PRELIMINARY SITE INVESTIGATION

TARGET AND RESEARCH AREA

LINEAR EIECTRON ACCELERATOR

STANFORD UNIVERSITY

STANFORD, CALIFORNIA

This report presents the r e su l t s of our preliminary investigation

a t the subject s i t e .

Stanford University Campus, south of the intersect ion of Page M i l l Road and

Juniper0 Serra Boulevard, as indicated on the Plot Plan, Plate 1.

The s i t e i s approximately two miles south of the

PROPOSED DEVELOPMENT

This work r e l a t e s t o the proposed target and research area a t the

east end of the proposed two-mile long l i n e a r electron accelerator tunnel.

The locations of the two proposed a l te rna te alignments of the l i nea r

accelerator and main t a rge t buildings a re indicated on the Plot Plan.

Ultimate development plans fo r the t a rge t and research area have

not been established yet.

s t ructure will occupy a maximum area of 500 by 400 f e e t a t the end of the

accelerator.

the probable order of 15 t o 20 kips per square foot, depending on the location

and type of shielding protection selected.

the ta rge t research area are expected t o impose light t o moderately heavy

foundation loading, Certain ins ta l la t ions , such as the deflection magnet

housing structure, will involve heavy individual concentrated loadfr&s.

Tentative plans indicate t ha t a proposed target

This building may involve extremely heavy foundation loads on

Auxiliary f a c i l i t i e s Located i n

- 2 -

Earthwork and si te preparation will depend on f i n a l locat ion and elevation of

facil i t ies. Under the ten ta t ive south scheme, the t a rge t building f l o o r

, elevation would be approximately 150.

~ feet deep may be involved i n s i te development.

1 north t a rge t building f l o o r elevation would be approximately 135.

Cuts 50 feet deep and areal f i l l s 25

A s pluieent3.y proposed, the

This

alignment scheme would involve less grading. Under either scheme, shielding

of the electron tube between the tunnel p o r t a l and the t a rge t s t ructure may

require a minimum 35-foot deep earth cover.

SCOPE OF ENVESTIGATION

The purpose of our invest igat ion was t o provide a s o i l s and

foundation f e a s i b i l i t y study of the subject area f o r i t s planned usage.

scope of' the invest igat ion covered the following:

The

1, General si te s o i l conditions.

2. Su i t ab i l i t y of the a l t e rna te target building si tes for

extremely heavy concrete s t ructures .

Su i t ab i l i t y of adjacent areas f o r support 02 the more normal 3.

type s t ructures .

4. Discussion of the type of s i t e preparation which would be

required for st ructures near ex is t ing grade, or for the

placement of 20 t o 25 feet of fiil.

Feas ib i l i ty of ustng tunnel muck as f i l l t o support s t ructures . 5.

6. Comments on slope s t a b i l i t y .

A description of f i e l d and laboratory tests, and log of t es t borings a re

included i n Appendix A.

- 3 -

SITE CONDITIONS

The area investigated is roughly contained within a 2000-foot sided

square, bounded on the north and west by Juniper0 Serra Boulevard and Page Eli l l

Road. The s i t e i s h i l l y , as indicated by the contours on the Plot Plan. It

is mostly grass covered, with some t rees , and is presently used f o r dairy

farming

Borings i n the proposed target building areas disclosed s o f t

weathered sandstone a t shallow depth. These deposits a re typical of the

Tertiary Searsvi l le or Los Trancos formations which underlie the major portion

of the s i te eas t of Fhge M i l l Road.

were f ine grained, i n some cases approaching a s i l t s tone classif icat ion.

In general, the sandstones encountered

The

upper zone, varying i n depth from several t o 30 fee t , exhibited weathered,

oxidized charac te r i s t ics ( l i gh t brown color, weak cementation, easy d r i l l i ng ) .

A l l borings were d r i l l ed t o refusal, where the sandstone becomes l e s s weathered,

changes t o gray i n color and possesses moderate t o strong cementation. On the

h i l l slopes above approximately Elevation 150, the depth of sur f%~ce s o i l

overlying the weathered sandstone did not exceed two t o three f ee t .

On the balance of the s i t e , below Elevation approximately 150,

recent a l l u v i a l deposits overlie older Tertiary sandstone formations. The

area north of the proposed accelerator alignments and between Matadero and

Purisima Creeks is presently a generally l eve l p la in formed by a l l u v i a l

deposits up t o 25 f e e t i n depth.

originating i n the h i l l s t o the south, pass through the alluvium margins on

The two afore-mentioned small creeks,

the northwestern and eastern sides. The creeks have steep sides and are about,

c

10 f e e t deep. Sandstone outcrops ar? exposed a t several locations along the

creeks.

. i - 4 -

The a l l u v i a l deposits vary from s i l t y clays near the surface t o

The upper claysy s o i l s are moderately sand o r si l t-clay-gravel mixtureca.

'expansive when saturated under sm&ll confining pressures. All alxuvial sokls

encountered exhibit s l i gh t t o moderate compressibility character is t ics .

Borings A and N encoun%erea f ine grained basalt a t 16 and 9 f ee t ,

respectively. A t Boring A, the presence of BrLdary basalt undwiyzrrg

alluvium confirmed earlier geological datca. A t Boring N, the basaxt dPd not

conform with supplied geological information.

adjacent creek indicates that, the basalt encountered i n th28 area i s e2.ther

pa r t of a marginal Slow o r posstbly a large s t r ay bouldeP.

A sandstone outcrop I n the

DISCUSSION AND RECOMMENDATIONS

From our stutiy of the subsurface conditions, we 'QeLEBeve that the

s i t e would be sa t i s fac tory f o r the planned usage. IEhe tfi;ntatfve south scheme

would have less alluvium below the proposed t a rge t building an& electron beam

alignment, and thus muSd fixmiah b e t t e r support than would $he rortlh scheme.

TARGET BUILDING A R U :

The weatheEd yellow-brown fine-grain sandstones WO~JM be sui table

f o r supporting heavy loads of 15 U p s OT so per S : ~ U ~ , P J Zoo%;, provi3eC suitable

desigrr provisions are made f o r %oundatJ,or, depth, dminage, and v e r t l e s l

deflection under load.

p r i o r t o f i n s 1 desdgn POP the vary heavy loafis eontemplat,ed.

defiection of the sandstone und.ar lmd should '05 considered BS it, m y pQsaLbly

Further f262.d. Invsi3t:gatione and t e s t s sho~L9 be nsade

VertL.r .sL

foundations, et@.

.

- 5 -

I n the proposed south target building area, sandstone i s close t o

the surface and w i l l require excavation t o considerable depth over most of the

area. The weathered sandstone, although firm, i s weakly cemented and should

not be d i f f i c u l t t o excavate.

In the proposed north alignment ta rge t building area3 the sandstone

i s deeper below the surface. I n order t o suppofi very heavy loads, thjis would

e i t h e r require taking some foundations f a i r l y deep o r moving the building

s i t e further i n t o the h i l l s ide .

If there are t o be extremely heavily LoaEled floors tha t ape not

supported on the sandstone, special consideration wcrx3.d be mquLre5 ?or floor

support.

compacted se l ec t fill, or possibly separating the f loo r slab from the foun-

dations i n order t o permit d i f f e ren t i a l s e t t l i n g & t h a t severe cracking of

the f l o o r slab.

This could include removing the upper s o i l and replaeibg w3th well

It would possibly be desirable t o carry some extremely heavy loads

down through the weathered sandstone t o the less weathered gray sandstone.

Since our borings were not planned t o penetmte i n t o the harrler gmy sandstone,

where they met refusal, it would be desirable t o obtain some cores of t h i s

material i n order t o determine i t s character a t greater depth.

Extensive volcanic outcrops i n the h i l l s i d e southeast of the

proposed north alignment ta rge t building indicate the presence of a fault o r

contact zone. Cut slopes associated Wi%h developent o? the ta rge t buiiaing

and adjacent areas may produce adverse s t ab i l i t y an6 swpage problems.

fac tors should be considered I n subsequent s i te fnvestiga.t”oazs if the north

scheme is adopted.

D-rse

1

- 6 -

ACCELERATOR ALIGNMENT :

Between the tunnel po r t a l and the t a rge t building, we understand

t h a t the electron beam housing will probably be under about 35 f e e t of shield-

ing f i l l . If’ the south scheme i s used, elevation of the beam housing would

be about155, and most of this distance i s expected t o be i n rock cut.

Consequently, the shielding f i l l would not be expected t o cause much settlement

along most of the distance.

would not be i n rock and the deflection created by the 35 feet of shielding

fill should be considered i n design.

However, near Borings A and C the beam structure

If the north alignment scheme is followed, the electron beam

housing s t ructure is expected t o be a t approximtely Elevation 135.

depths of underlying alluvium combined with 35 f e e t of shielding f i l l will

cause same settlement which must be considered i n design. Two inches o r more

of settlement i s possible. If further studies show t h a t po ten t ia l settlement

of the electron beam housing is more than can be tolerated following con-

struction, one of several precautions could then be taken, including:

Various

I

1. Excavate ex is t ing s o i l and replace with a well compacted se l ec t

fill.

Place the shielding fill over the s t ruc ture as ear ly as

possible i n order t o cause most of the settlement t o occur

p r i o r t o operation.

Support the beam housing s t ructure on p i l e s o r caissons.

2.

3.

I n the electron beam switchyard area, deflection magnets may impose

heavy concentrated loads. Support f o r these would require additional study.

- 7 -

~ If +oads are very heavy and sensit ive, they could be suppor,td on

, sandstone either by spread foundations, p i l e s o r caissons.

ADJOINING RESEARCH AKEA:

he

'Ihe adjoining area can be sui tably developed f o r n o m 1 type

s t ructures imposing moderate loads.

a l l u v i a l p l a in between the two creeks.

a l s o be sui tably developed.

Primarily under consideration is the

However, other adjoining areas could

I% the north alignment i s followed, the a l l u v i a l p l a in i s expected

t o be f i l l e d t o approximately Elevation 130, which w u l d require a small

amount of f i l l .

volume change with changes i n moisture content.

especial ly where l i t t l e o r no f i l l i s t o be placed.

may require removal o r recompaction, Otherwise, the na tura l s o i l s are

moderately firm and would be sui table f o r moderate foundation loading.

The upper s o i l i s adobe-like and subject t o considerable

zhis f ac to r must be considered,

Same of th5s upper s o i l

If the south alignment i s used, we urderstand it i s considered

desirable t o f i l l the adjacent areas t o approximately Elevation 3.50, using

tunnel excavation as f i l l material.

prepared and su i tab le f i l l i s properly placed and compactea under engineering

control, the f i l l could support normal buildings sa t i s f ac to r i ly .

E the ex is t ing surface i s properly

Geological data and tunnel borings made thus Par indicate t h a t

sandstone, clay stone and basalt e x i s t along the tunnel alignment.

the Sandstone and basalt t o be su i tab le f o r good qual i ty fill. The clay stone

and other clayey material could be used but would be mom d i f f i c u l t and ex-

pensive t o properly condition and compact i n t o place.

be confined t o noncr i t ica l areas, i f possible.

We expect

We suggest that i t s use

- 8 -

SLOPE STABILITY:

The s t a b i l i t y of deep excavation slopes i n natural materials w i l l

be dependent largely upon formation structure, fault and seepage zones, and

other geological considerations, From the data presently available, w e would

expect t h a t cut faces i n sandstone formations may be excavated t o slopes of

approximately one v e r t i c a l t o one horizontal. However, the fac tors indicated

above could vary th i s considerably i n loca l areas.

precautions may be required in deep cuts.

Benching and slope drainage

If fill slopes are placed under proper engineering control t o obtain

adequate campaction, we estimate that they would be s table a t approximately

one and one-half horizontal t o one ver t ica l .

I h e following Plate and Appendix a re attached and complete t h i s I

report:

Plate 1 - Plot Plan

Appendix A - Field Explorations and Laboratory %st ing

Respec tf’ully submitted,

Charles L. Nichols

PLOT PLAN NOTE: CONTOUR ELEVATIONS

REFER TO U.S.C. 6 6 . 5 . DATUM

FIELD EXPLORATIONS AM) LABORATORY 1cESTING

i FIELD EXPLORATIONS:

Subsurface conditions i n the area of the proposed development were

explored by d r i l l i n g 13 test borings a t the locations indicated on the Plot

Plan. The borings were d r i l l e d t o depths of 9 t o 31 feet with bucket-type

d r i l l i n g equipment. The borings were d r i l l e d under the supervision of our

Engineer. The subsoils encountered were c lass i f ied by v isua l and tex tura l

examination and a l i m i t e d number of representative undisturbed samples were

extracted f o r laboratory tes t ing.

on Plates A LA through A lJ?.

on Plate A2.

i l l u s t r a t e d on Plate Ab.

The boring logs are presented graphically

The method of classifying s o i l types i s indicated

The s o i l sampler used t o ex t rac t undisturbed samples i s

The depths a t which seepage water was indicated i n the t e s t borings

i s shown on the boring logs.

gravelly deposits of the borings located i n the a l l u v i a l p la in area.

indication of the quantity of seepage flow and s tab i l ized ground water table

elevations, several test borings were temporarily l e f t open t o observe water

levels .

exploration the ground water tab le across the a l l u v i a l p la in varied from

approximately Elevation 115 on %ha west t o Elevat<ion 108 on the east .

Seepage was generally encountered i n the lower

As an

From our observations, it i s concluded that a t the time of our

All of the borings were d r i l l e d t o refusal without the use of casing.

Some minor caving occurred i n the gravelly a l l u v i a l s o i l s a t the seepage zones

but i n no case did the caving preveat advancing of the boring.

- A-2 -

I

1 LABOR4TORY TESTING: I

In order t o determine the general charac te r i s t ics of the subsoils,

a l imited program of laboratory t e s t ing was performed on representative samples.

Direct Shear Tests: The shear strengths of representative samples

were determined by d i r ec t shear t e s t s ; the method f o r performing these tests

i s described on Plate A?.

conditions u d e r confining pressures equal t o the weight of the ex is t ing

overburden.

a t a r t i f i c i a l l y increased moisture content t o determine their probable strength

with the i n f i l t r a t i o n of surface o r subsurface water.

I n general, the s o i l s were tested a t f i e l d moisture

Certain samples of the topsoi l s and a l l u v i a l deposits were tes ted

Moisture and density

determinations of sheared samples were used t o correlate d i r ec t shear and

consolidation t e s t results.

density determinations a re presented t o the l e f t of the boring logs.

The results of d i r ec t shear tests and moisture-

The

method of presentation i s described by the Key t o Test Data on P la te A2.

Consolidation Tests: To determine the compressibility of the upper

a l l u v i a l so i l s , two representative samples were subJected t o consolidation

(confined campression) tests. results of these tests are presented on

Pla te A3.

on Plate A6.

The method used i n performing the consolidation t e s t s i s described

The following Elates are attached and complete t h i s Appendix:

Plates A LA through A UF - Log of Borings (Borings A through N)

Plate A2 - Soi l Classification Chart and &y t o

Test Data

Plate A3 - Consolidation Test Data

- A-3 -

Plate A4

Plate A5

Pla te A6

- Soil Ssmpler, llype D

- Method of Performing Direct Shear and ' 2 1 ;

Frict ion Tests

- Ikthod of Performing Consolidation Tests

4000 I 5 5

I50

I45

I40

135

1 3 0 s

BORING A D R I L L E D 10-26-59

3000 2000 1000

700 - 26.8% - 8 9 - 19.7% U

9.9% - IIC

ELEVATION 150.7' L I G H T REDDISH-BROWN 6 GRAY S I L T Y SAND WITH F I N E GRAVEL (SM) BROWN SAND-CLAY-GRAVEL MIXTURE (GC) ( COARSE GRAVEL TO

BOULDERS 8 CRUSHED ROCK) (GRAD ING DARK BROWN a GRAY)

(SOME HAIR ROOTS) DARK BROWNISH-BLACK SILTY CLAY (CL) (NEAR CLAY)

(GRADING MOISTER) (WATER LEVEL 10-26-59)

GRAD I NG BROWN) GRAD ING FLECKED GRAY h GRAY I SH-BROWN

ROWN FINE TO MEDIUM SAND-SILT-GRAVEL MIXTURE (GM) (APPROL. EW'&OARSE GRAVEL TO COBBLES)

ARK-BROWN I SH-GRAY SAND-CLAY-GRAVEL (GC) 1 NE TO MED I UM W I TH SOME COBBLE S I Z E )

BLUISH-GRAY BASALT ( F I N E GRAINED,VERY FEW VESICLES)

BORING C DR I LLEO 10-24-59

DARK GRAYISH-BROWN S I L T Y CLAY WITH SOME F I N E GRAVEL (CL) (ROOTS TO 18. DEPTH)

(GRADING BROWN)

(INCREASE IN CLAY)

BROWN SAND-5 ILT-GRAVEL MIXTURE (GM) REOOISH-BROWN S I L T Y CLAY WITH SOME SMALL GRAVEL (CL)

LIGHT GRAYISH-BROWN CLAYEY SILT WITH SOME SMALL GRAVEL (ML)

REDD ISH-BROWN SAND-SILT-GRAVEL MIXTURE (GM) ( F I N E TO COARSE GRAVEL)

(WEATHERED, SOFT, L l G H l L Y CEMENTEO) LIGHT GREENISH-GRAY a BROWN SPNOSTONE

(GRADING GRAY NON WEATHERED. MODERATLY CEMENTED) ( S lRONGLY CEMENTED )

NOTFS: BORINGS A C E H I L M N 16" DIAMETER,

BUCKET-TYPE D R I L L I N G EOU IPMENT. BORINGS D:F:G:J:K~ t o L ~ I A M E T E R ; ALL DRILLED W I T H

ELEVATIONS REFER TO u . s . c . ~ GS. DATUM.

LOG OF BORINGS

DAMES S MOORE .OIL MECHANICS L N O I N E C R S

946.5IREV. 10.51

BORING 0 D R I L L E D 10-21-59

SHEQRING STRENGTH I N LBS./SO.FT.

I9i

185

I8C

I71

I7(

t I6!

I6(

I- UI y1 U

z

z 0 I-

- 15:

- J UI d 155

I50

145

I40

I35

1.30

I 25

5000 4 0 r 30: Z O r IO[, 0

7 -I- + > 1600 - 19.1% - 104

(WEATHERED, HARD, CEMENTED

(GRADING OCCASIONAL CLAY S E M S )

(GRADING L I G H T GRAY & BROWN)

(GRADING SOME HARD CALCAREOUS LENSES WITH OCCASIONALSHELL FRAGMENTS)

(GRADING L I G H T BROWN) (INCREASE I N WHOLE SHELLS)

(GRAD ING MODERATELY CEMENTED)

[GRADING TO F I N E SANDSTONE WITH

(GRADING STRONGLY CEMENTED) SMALL SHELLS)

M O D E R A T E ~ Y CEIENTED)

(GRADING L I G H T BROWN) i ' - (GRAD - I NG L I G H T L Y CEMENTED)

LOG OF BORINGS

PLATE A I B

916.5(REV. 10.51

BORING F D R I L L E D 10-22-59

D R I L L E D 10-21-59 - 10-22-59

SHEARING STRENGTH I N LBS./SO.FT.

I20

I15 20.4% - 101

110- k U 2 - - 8 130 l-

> u1 _I Ly

a

I26

I2C

I I E

I I (

IO!

IO1

9'

PLATE AIC 1

D I N G MORE CLAYEY

N T OF BINDER 6 SMALL GRAVEL

( G R N I N G TQ L I G H T GRAYISH-BROWN S I L T Y CLAY WITH OCCASIONAL SMALL

(GRAOING L I G H T BROWN)

L I G H T BROWNISH-GRAY CLAYEY F I N E SAND WITH SOME SMALL GRAVEL(SC-GC (GRADING MUCH LARGE GRAVEL a COBBLES, SEEPAGE WATER)

(GKAO I NG LESS GRAVEL)

(WEATHERED, SOFT, LIGTHLY CEtIENTED) (GRADING TO NON WEATHERED, HARD,

GRAY SANDSTONE

SlRONGLY CEMENTED)

BORING G

LOG OF BORINGS

DAMES e MOORE S O I L YTCI(ANICS T N O I N E E R S

BORING H SHE4RING SlRENGTH I N LBS./SO.FT. 10-27-59

130.

I 2 5

I20

115

4000 3 0 0 0 2000

135' ELEVATION 132.2 '

OARK GRAYISH-BROWN S I L T Y CLAY WITH OCCASIONAL SMALL GRAVEL(CL) (ROOTS TO 2 t ' DEPTH)

1050 - 12.9% - 116- GRAY BROWN SAND-CLAY-GRAVEL MIXTURE (GC) ( F I N E TO COARSE GRAVEL AND SMALL COBBLES) (GRADING COBBLES TO 4. DIAM.)

L I G H T GREENISH-GRAY CLAYEY S I L T WITH OCCASIONAL S M k L

GRADING LENSES OF BLACK CLAYEY S I L T ) GRADING VERY MOIST)

1900 - 2 0 . @ - 109 GREEN1 SH-GRAY SANDSTONE(WEATHERE0, MODERATELY HARD, MODERATEL

(GRADING GRAY, NON WEATHERED, HARD, STRONGLY CEMENTED)

I 5 0

I45

BORING I D R I L L E D 10-27-59 7-77

ELEVATION 155.7 ' OARK BROWNISH-BLACK S I L T Y CLAY WITH OCCASIONAL SM4LL

GRAVEL (CL) (GRADING L I G H T BROWNISH-GRAY a GRAYISH-BROWN FINE 'SANDY CLAY)

L I G H T YELLOWISH-BROWN S I L T Y F I N E SAND WITH LARGE GRAVEL TO COBBLES ( S M ) (GR40 I NG S L I G H T CEMEN r A T l ON)

MODERATELY CEMEN TED) L I G H T YELLOWISH-BROWN 8 GRAY SAVDSTONE(WEATHERED, MODERATELY HARl

GRADING L I G H T GRAY TO WHITE) GRADING STRONCLY CEMENTED)

BORING J DR I LLED 10-22-59

ELEVATION I 2 I . D '

(GRADING FINE GRAVEL)

(GRADING L IGHT BROWN: NO GRAVEL)

(GRADING OCCASIONAL FINE GRAVEL) L I G H T BROWN CLAY-GRAVEL-MIXTURE (GM)

(GRADING MUCH GRAVEL 8, COBBLES) (STRONG IN-FLOW OF WATER)

GRAD ING GRAY ; NON WEATHERED, MOD. HARD, MOD. CEMENTED) GRAD I N 6 STRONGLY CEMENTED)

LOG OF BORINGS

DAMES 8 MOORE ' O I L MIE**W,C. T N O I Y L E I S

40 130

I 2 5

I 2 0

I I 5

I IO

I D 5

I OD

I 3 0

125

I 2 0

I I 5

I I O

105

IO0

9 5

700 -

BORING K DRILLED 10-23-59

23.4% - 102 - 2 1 . s - l7.m - I I

SHEARING STRENGTH I N LBS./SO.FT.

(GRADING TO BROWN L WITH OCCASIONPL SMALL GRAVEL)

(GRAD I NF GRAY I SH-BROWN)

L I G H T GRAY ISH-BROWN SAND-CLAY-GRAVEL MIXTURE (6C)

LIGHT GRAYISH-BROWN FINE SANDY S I L T WITH SMALL GRAVEL(GM-SM)

f

G

- > -I a

FLEVATION 125.6' DARK BROW S I L T Y CLAY WITH ROOTS (CL)

(GRADING MORE CLAYEY)

(STRONG SEEPAGE) L I G H T GRAYISH-BROW SILT-SAND-GRAVEL MIXTURE (GM)

SOME COBBLES TO 6. S I Z E ) GRADING SMALL GRAVEL)

L I G H T GRAY ISH-BROWN F I N E SANDSTONE(WEATHEKED, SOFT. LIGHTLY CEMEN TED.) (GK4DING MODEP.ATELY CEMENTED) ,

GRADING TO GRAY W I rH OCCASIONAL )HELLS, MOD. HARD) t GRADING STRONGLY CEMENTED)

BORING L DRILLED 10-24-59

(GRADING BROWNISH-GRAY)

(INCREASE IN GRAVEL)

BROWN S I L T Y CLAY WITH SOME F I N E SAND & OCCASIONAL SMALL GRAVEL (CL)

GRADING L I G H T GRAYISH-BROWN) GRADING WITHOUT FINE SAND 6 GRAVEL)

(SMALL SEEPAGE FLOW) (GRADING WITH F I N E TO MEDIUM GRAVEL 6 SOME COBBLES)

L I G H T GRAY ISH-DROWN 8 GRAY FINE SANDSTONE(LIEATHERED, MODERATELY HARD, MODEKATELY CEMEN TED (GRADING L I G H T GREENISH-GRAY)

I

LOG OF BORINGS

BORING M DR I LLED 10-27-59

#rm L I G H T BROWN g BROWN SAND-SILT-GRAVEL MIXTURE (GM)

LIGHT GREENISH-GRAY R YELLOW F I N E SANDY S I L T W I T H OCCASIONALL F I N E TO MEDIUM GRAVEL (SM)

I I G H T GREENISH-GRAY & YELLOWISH-BROWN SANDSTONE - (WEATHERED, SOFT, LIGHTLY CEMENTED)

(GRADING GREENISH-GRAY)

(GRADING TO CLAY, NON WEATHERED, MODERATELY HARD, MODERATELY CEMEN TED )

BORING N OR I LLEO 10-27-59

LOG OF BORINGS

S i l t s and C l a y s r LL 50

x O TJ

PLASTICITY CHART

SOIL CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM)

rmS AT apsrFwaUV CHANGED MOISTURE TESTS AT

FIELD MOISTURE TEST SWMAR6E PRESSME IN W h V S PER S- FOOT. ER GMT FIELD MOISTUPE EXMESSEO IS A PERCENTAM OF mE an ww OF S(WL

onr DENSITY EXPRESSED IN POUNDS PER CUBIC FOOT POP GENT MOISNR€ WUEN TESTED EXPRESSED AS A PERCENTA6E OF THE GUY WElGUT OF SOIL

I l l 1 1 I DIRECT SHEAR - STRAIN CONTROL

- YIELD POINTSHEARING STRENGTH IN LBS PER so f T ~

C S O O - ~ ~ ~ X - . ~ ~ P

INDICATES DEPTH AT WHICH UNDISTURBED SAMPLE WAS EXTRACTED WITH UNO€ ?WATER SAMPLCR

KEY TO TEST DATA DAMES e MOOR1

S O I L YLSWANICS L N O I N L L I 6

PLATE A 2 -

CONSOLIDATION TEST

j I *',

DRIVING OR PUSHING L. .J

MECHANISM 1

SOIL SAMPLER TYPE D FOR SOILS EASY TO RETAIN IN SAMPLER

WATER OUTLETS CHECK VALVE

NEOPRENE SEAT

NOTCHES FOR ENGAGING

FISHING TOOL

HEAD EXTENSION 1- (OPTIONAL )

SPACE TO RECEIVE DISTURBED SOIL

CORE-RETAINER RINGS

2 112" 0 D BY 1" LONG)

ALT ERN AT E AT TAG H M E N T S

BARREL

BARREL COUPLING

SAMPLING TUBE COUPLING

SPLIT FERRULE LOCKING RING

THIN- WALLED SAMPLING TUBE (8' AND 12" TUBES INTERCHANGEABLE1

NOTE SAMPLE IS EXTRUDED

INTO CORE RETAINER RINGS IMMEDIATELY UPOM COYPLCTION OF SAMPLING OPCRATION.

PLATE A4

411.10

METHOD OF PERFORMING DIRECT SHEAR AND FRICTION TESTS

h

> Q) L Y

Direct shear t e s t s a r e performed t o determine t h e

shear ing s t r eng ths of s o i l s . F r i c t i o n t e s t s a r e performed

t o determine t h e f r i c t i o n a l r e s i s t a n c e s between s o i l s and

va r ious o t h e r m a t e r i a l s such a s wood, s t e e l , o r concrete .

The tests a re performed in the laboratory t o simulate an t i c i -

pated f i e l d condi t ions.

Each sample i s t e s t e d wi th in t h r e e b ra s s r ings ,

two and one-half inches i n diameter and one inch i n length.

Undisturbed samples of in -p lace s o i l s a r e t e s t e d i n r i n g s

taken from the sampling t o o l i n which the samples were ob- DIRECT SHEAR TESTING . MACHINE

tained.

i n r ings t o predetermined conditions and tes ted.

Loose *samples of s o i l s t o be used i n cons t ruc t ing e a r t h f i l l s a r e compacted

Direct Shear Tests

A three- inch l eng th of the sample i s t e s t e d i n d i r e c t double shear. A constant

pressure, appropriate t o the conditions of the problem fo r which the t e s t i s being per-

formed, i s appl ied normal t o the ends of the sample through porous stones. A shearing

f a i l u r e of the sample i s caused by moving the center r i n g i n a d i r ec t ion perpendicular

t o the ax is of the sample. Transverse movement of the outer r ings is prevented.

The shear ing f a i l u r e may be accomplished by applying t o the cen te r r i n g e i t h e r a

constant r a t e of load, a constant r a t e of def lec t ion , o r increments of load o r deflec-

t ion , In each case, the shearing load and the def lec t ions in both the a x i a l and t rans-

verse d i r ec t ions a r e recorded and p lo t ted . The shear ing s t r e n g t h of t h e s o i l i s de-

termined from t h e r e s u l t i n g load-deflect ion curves.

F r i c t i o n Tests

I n order t o determine the f r i c t i o n a l r e s i s t ance between s o i l and the sur faces of

var ious ma te r i a l s , t he cen te r r i n g of s o i l i n t he d i r e c t shear t es t is replaced by a

d isk of the ma te r i a l t o be tes ted . The t*st i s then performed in the same manner a s

the d i r e c t shear tes t by forcing the d isk of mater ia l from the s o i l surfaces .

PLATE A 5

METHOD OF PEBFORMING CONSOLIDATION TESTS

0 z

Consol ida t ion t e s t s a r e performed t o e v a l u a t e t h e volume changes of s o i l s

sub jec t ed t o increased loads. Time-consolidation and p res su re -conso l ida t ion curves

may be p l o t t e d from t h e data ob ta ined i n t h e t e s t s . Engineer ing ana lyses based on

t h e s e c u r v e s pe rmi t e s t i m a t e s t o be made o f t h e p r o b a b l e magni tude and r a t e o f

s e t t l e m e n t of t h e tested s o i l s under app l i ed loads.

Each sample i s t e e t e d w i t h i n a b ra s s

d i a m e t e r and one i n c h i n l e n g t h . Undis-

t u rbed samples of in-place s o i l s a r e t e s t e d

i n r i n g s t a k e n from t h e s a m p l i n g t o o l i n

wh ich t h e s a m p l e s were o b t a i n e d . Loose

samples of s o i l s t o be used i n c o n s t r u c t -

i n g e a r t h f i l l s a r e compacted i n r i n g s t o

p r e d e t e r m i n e d c o n d i t i o n s and t e s t e d .

I n . t e s t i n g , t h e sample is r i g i d l y

confined l a t e r a l l y by t h e brass r ing . Axial

l o a d s a r e t r a n s m i t t e d t o t h e e n d s o f t h e

sample b y p o r o u s d i s k s , The d i s k s a l l o w

r i n g two and o n e - h a l f i n c h e s i n

CONSOLIDATION MACHINES

dra inage of t he loaded sample. The a x i a l compression or expansion of t h e sample is

measured b y a micrometer d i a l i n d i c a t o r a t a p p r o p r i a t e Time i n t e r v a l s a f t e r each

load increment i s app l i ed . Each load i s o r d i n a r i l y tw ice t h e p reced ing load . The

increments a r e s e l e c t e d t o o b t a i n conso l ida t ion d a t a r e p r e s e n t i n g t h e f i e l d load ing

c o n d i t i o n s f o r which t h e t e s t is be ing performed.. Each l o a d increment is allowed

t o a c t over an i n t e r v a l of time dependent on t h e type and e x t e n t o f t h e s o i l i n t h e

f i e l d .

S o i l s s a t u r a t e d i n t h e f i e l d a r e t e s t e d submerged i n water . The e f f e c t

of i nc reased moi s tu re con ten t on p a r t i a l l y s a t u r a t e d s o i l s is determined by adding

water t o t h e sample dur ing t h e t e s t .

PLATE A6