- 9 -

Gu.nelicl' r.1I3.terioJ. HS bo,cl\:fHl aC;{l,:lnct the accelcl'ntor walls nnel thc Klystron

waJ.l in order to minimiz,e la.teral earth pressures. However, there may not, be

6'U.ffic1en't; select mnterial to use it at a.ll locations desired.

Select sandy material placed as fill for support of the accelerator

or the Klystron housing should be compacted to approximately 95 percent of the

maximum density determined by the Modified A.A.S.H.O.* method of compact ton

testing. Any shale placed beneath the structures should be compacted to at

least 90 percent of maximum Modified A.A.S.H.O. denSity. There should be a

provision for modifying the degree of compaction based on field observation

during construction and further detailed study of' comprcasibHUy character­

istics.

We understand the degree of compaction of the Shielding soil :l.s not

critical. However, we suggest that a compaction of approx1Jna.tely 90 percent

of maxlmum t.t>dified A.A. S.H.O. denSity be used. Based on this compact:Lon, we

believe that 1'111 slopes for the entire alignment and end station areas would

be stable when constructed on 1-1/2:1 (one and one-half horizontal to one

vertical) with 10 .. to 12-foot wide benches every 30 feet vertically. Although

the slopes would be generally safe against failure, considerable surface

erosion could ooour unless special provision were to prevent eros10n--th1s

'should inClude compaction of the slopes, probably by rolling up and down the

Glopes, and suitable planting or other measures. Drainage ditches should be

provided at the tops of slopes and along the benches. Periodic maintenance

should be provided to keep the ditches clear and to correct any surface slough···

ing that may occur.

*American Association of State Highway Officials.

L

- 10 -

Based on a comparison of field density of the material and density of

the compacted material, we expect approx.:i.mately the following volume factors

between cut and fill:

Required Compacted Density Percent of Maximum

MOdified A.A.S.H.O. Density

85

90

95

100

Cubic Yards of Fill Obtained from One Cubic Yard of Cut

Shale

1.05

1.00

Sandstone

1.09

1.04

1.00

NOTE: In arriving at the above factors, we have estimated that actual compaction percentage will be about 2 percent greater than the required percentage.

~undation Support: Fbundation loads along the accelerator

alignment are expected to be fairly light on the order of a few thousand

pounds per linear foot of accelerator. Based on present information, settle-

ment due to the weight of fill placed would be more critical than foundation

bearing pressures. Fill placed as recommended above would provide suitable

support for the accelerator and Klystron housings. Dead load plus design live

load bearing pressures on the order of 4000 pounds or more per square foot

could be used. Higher values could be used in the rock cut areas; however, it

does not appear that they would be required for support of the accelerator and

Klystron housings.

L

.. 11 ..

Lateral Pressures: Our present information indicates 'that about ten

feet of fill will bem'" against the IG.y&'tron housing wall. The slope of the

fill will impose some additional surcharge. The accelerator housing will be

surrounded on tbree sides by fill. Pressure against the walls will depend on

rigidity and shape of the wall, cllaracteristics of the fill as placed, height

and slope of fill, drainage, and construction sequenoe. We have based our

estimates on the following:

1. Non-yielding vertical walls 'Will be constructed and the

backfill will be placed against them.

2. The sandy or shale backfill will be compacted to approxi­

mately 90 percent of ma:x::inn.un Modified A.A. S.H.O. denSity at

a max:Lmum moisture content about 3 percent above optimum.

3. The accelerator hoUSing will have backfill on the sides

and tops. The KLystron housing wall will have about 10

feet of backfill against it.

4. Drainage will be provided to prevent the build-up of

l~ostatic presrnxre.

Under these conditions, we believe that lateral earth pressure

coefficients of about 0.4 to 0.5 for sandy material, and 0.6 to 0.7 for clayey

material could develop.

For p:r.esent preliminary design of lateral pressure against side walls

of the accelerat()r housing, we recornIltond tha.t the backfill be considered to act

as a fluid with a density of 60 pounds per cubic foot for the sandy soil, and

80 pounds per cubic foot for the cla;yey soil or clay shale. Since present

- 12 -

plans call for a horsehoe~shaped section for the accelerator housing, the

actual pressure distribution may be quite complex and be dependent upon the

plastiCity of the backfill materiaJ..

In considering lateral earth pressures against the Klystron housing

WIlll, some allowance should be made for the increased pressures due to

compaction equipment, possible surface loads on the fill adjacent to the \ffill,

and the adjacent fill slope. For preliminary deSign, we recommend using a

lateral pressure of 200 pounds per square foot in addition to the equivalent

fluid pressure given above.

Settlement: Near Borings lOA, 12, 13, and 14, q~ite compressible

clayey aLluvium exists at accelerator floor e1e~v.ation. For instance, in

Boring lOA, where clayey soils were encountered to a depth of 24 feet, we

estimate one foot or more of consolidation 'tIlOuld take place vTithin the clayey

soils under a 75-foot high fill. Accordingly, in the Section IISite Preparation

and Filling, It we have recommended excavation and replacement of this alluvium

under the acclerator housing and other important structural areas.

The shale would also compress under the proposed fill loads" The

amount cannot be accurately assessed. For a given load, it 'fill depend

largely on the proportion of' shale to sandstone, and the degree of weathering

and distortion. The greatest consolidation is e::A':Pected in the sJ:1.ales that

have been highly weathered to a clay. We antl.cipate that in the shale areas

settlement on the order of six inches may occur under fill loads of 75 feet.

A large portion of this would occur as the fill is p.laced. He expect that most

of the settlement would occur within t'WO years af'ter placement and that subse­

quent settlement would be a fraction of an inch per year.

L

- 13 -

Settlement in the Miocene sandstone also cannot be accurately

a.ssessed. However, we e:lq>ect it to be much less than in the clay shale.

Settlements under fj.lls up to 75 feet deep are estimated to be on the order

of one inch. Where shales are interbedded with the sandstone, the settlement

may be greater.

Additional settlement will take place within the fill. The amount

and rate will depend on type of fill material, compaction procedures and degree

of compaction, water content, and height of fill. If fill is placed as recom­

mended under "Site Preparation and Fill Placement," we believe that settlement

of fill can be limited to tolerable amounts. In the areas where alluvium will

be stripped, it appears that a maximum of about 45 feet of fill will be required

below accelerator grade. Settlement of this fill due to its own weight, if it

is sandy as recommended for fill under the accelerator housing, shouJ.d be

substantially complete prior to construction of the accelerator housing. We

expect that sub sequent settlement of the supporting fill due to the weight of

the shielding fill and structure wHl be limited to a few inches, most of i-lhich

,.,ill take place during placement of shielding fill and within two years after~

ward.

We recommend that provision be made to establish settelement

observation pOints as fills are placed, in order to record magnitude and time­

rate of settlem.ent. Subsequent settlement behavior can thus be better

predicted, and where necessary, construction procedures planned to aid in

keeping structure settlements within tolerable amounts. As plans are further

advanced, specific procedures for settlement observations can be developed.

,; I ~

.. 14 -

.EAST END AREA:

FOundations: FOundation materials at this end are good, consisting

primarily of Miocene sandstone. Some shale or cemented gravel could be

encountered, although none was evident in the borings at foundation depth.

Cut slopes of 1:1 (one horizontal to one vertical) may be used, with

10- to 12-foot wide benches at no greater than 30 feet vertically. Cuts less

than 19 feet high may be made one-half horizontal to one vertical.

Although some seepage could occur upon cutting, we do not expect it

to be a major problem in this area. However, the same type of slope erosion

protection should be provided as for slopes along the accelerator alignment.

FOr major footings on the sandstone, preliminary design bearing

pressures of 12,000 pounds per square foot may be used for dead and live loads,

increased one-third for wind or seismic loading. If shales or very weakly

cemented sands are encountered, some refutction will probably be necessary.

:b'inaJ. design values should also consider foundation size and depth; narrow,

shallow footings may require smaller bearing pressures. Design bearing

pressures of about 6000 pounds per square foot would be appropriate for

footings two feet wide and t\~ feet deep, where the material is very weakly

cemented.

Rebound during excavation, and subsequent settlement due to

structural loading, will be small in the sandstone area. We expect less than

one inch for all but extremely heavy loading. For instance, '-Ie 140uld expect

less than one inch for column loads of several hundred thousand pounds, with

foundations imposing up to 12,GOO pounds per square foot,

- 15 -

WEST END .AREA:

~: This area is in Eocene shale with interbedded layers of

harder gray sandstone. We believe the shale can be readily ripped with heavy

equipment, but that the sandstone will require some blasting where it is in

thick layers. Although the sandstone will serve to strengthen the shale,

design cut slopes should be based on shale properties. Permanent cuts in this

area will be deeper than elsewhere.

For present deSigns, we recommend cut slopes no steeper than 1-3/4:1

for slopes over 30 feet high, or 1-1/2:1 for lower slopes, with 10- to 12-foot

wide benches at no greater than 30-foot vertical intervals. Sufficient space

should be available at the tops of slopes to permit flattening to about 2-1/2 :1,

in case it should be necessary in some places either during or after cutting.

Urainage: The seepage problem in this area would probably be more

severe than in other areas, because of the dee)? permanent cuts and type of

formation. The amount of seepage at time of excavation 'dll depend largely on

w'eather conditions. Provision should be made to install horizontal drains and

collection systems. Locations where these are required must be determined in

the field as excavation proceeds; this will require careful inspection by

trained engineers or geologists. The same type of erosion protection should

be provided as for slopes along the accelerator alignment.

Foundation Support and Settlement: Preliminary deSign bearing

pressures on the order of 8000 pounds per square foot may be used for dead

plus live loads. In general, foundations in shale should be established at

- 16 -

least three feet below grade, to help minimize effects of swelling and

shrinking. Somewhat higher bearing pressures would be appropriate at greater

depth, and somewhat lower pressures may be required in local areas.

It is expected that some rebound will occur in the shale when the

overburden load is removed, with subsequent recompression on reloading. We

expect that rebound could be several inches in deep cuts. The amount will

depend considerably on the mineralogy of the shale, availability of water to

permit swelling, and the depth of cut. SUbsequent settlement of heavy building

or shielding loads could be several inches. We believe much of the settlement

would take place as load is applied. Where structures are to be built in cut

areas, they should be built as soon as feasible, to minimize moisture changes

and the amount of s'rell and recompression within the cut area. Deep foun­

dations can help minimize the effects of rebound, swelling, and settlement.

It may even be desirable in some cases to overexcavate and replace undesirable

material with compacted fill.

We recommend that settlement markers be established in the proposed

structure areas as excavation proceeds, and on selected four.dations after they

are poured, in order to better determine the magnitude and time-rate of rebound

and settlement. It will be desirable to establish settlement observation

monuments at the bottoms of deep holes in the cut areas, to observe the amount

of rebound upon excavation. Specific procedures can be developed as plans are

further advanced.

.. 17 ...

If the reservoir water level 1s at Elevation 275, it will be against

the accelerator embankment at several locations. We believe that fill slopes

below this level should be 2-1/2%1 or flatter, and protected from erosion with

rock rip~rap or by other means. Occasion~ flood water rising above Elevation

275 would probably cause some erosion and surface sloughing of the fill, which

would reqUire maintenance, but we do not believe it wouJ.d cause any major

insta.bility.

Long"''&erITl storage of '\{"dter would permit infiltration into the soils

and rock under the accelerator, However, the proposed storage level of

Elevation 260 is Well belm., the proposed accelerator housing Elevation 275.

AlthoUGh access to imter could cause a s:welling tendency in some shales, 'Ire

believe the weight of overlying fills would prevent appreciable svrelling. Also,

we do not believe that W<1ter infLltration or the weight of ~dter in the

reservoir wou.ld cause appreciable ad,ditional c:onsolidation.

report:

The follOWing Plates and Appendixes are attached and complete this

Plats 1 - Plot Plan

PMte 2 ... I-T.ofile Along Center. Line of Proposed Linea.t' Accelerator

Appendix A - l"ield E::<r>loration and ulboratory Testing

.l\Wendix B - Geo:logy H~X't by }"'rank \'J. Atchley, Consulting Geologist

Respectf'u~ly suJ)mittcd,

DAMES & MOORE

~~,._~r:://L. William \-l, Moore

~~/;!//./d Charles L. Nichols

~) ~ON

/

Note: Sta. 0 +00 = Intersection of Stanford University Coordinate 1,496,000 E a West end of Accelerator Alignment

D PHOTO CONTOUR Map by R. M. TOWILL, Inc.

Date of Photography: July 19,1960

Grid is based on California Coordinate System, Zone 3 Mean Sea Level Datum, 1927 Adj.

Produced under the process of US. Letter Patent No 2,811,445

\'&

.14

.13

PLOT P 500 o 500 IO( -----------

Sca Ie in Feet

Contour Interval

-

~ LJ LJO: -

~ ~ LAN )0 1500 2000

; !

20' VICINITY MAP

lJJ

§-~ ~ It) ,

o It) ~

'\

,/

zoo ---

__ M ••• Moo •• C ..... UL ....... ' .. ......... '.O ....... IC •• OOC ...

""'" ... c" .... "" , .. "' ...... , .. " .... OLOG.· (;(O-'_SO<:I

PLATE 1 -

.. WEST

irBORING NO.

~ I GROUND SURFACE

34 65 77A 8 9 10 lOA II 12 12A 14 1516

II ! I II I

~ --I

I I I I I

II I I

400-~ w w u...

I I I I

I z ---z 300-0

~ f275--::> w SH -I w

II

SH

IT SH

200 ---1 0+-00'" ~ See "NOTE"

, ,------ 1

20+00 40+00 60+00

ACCELERATOR HOUSING INVERT

TOP OF ACCELERATOR HOUSING FILL KEY:

i i ALLUVIUM

ROCK

SH = SHALE SS = SANDSTONE

SI.S = SILTSTONE

PROFILE ALONG CENTER LINE OF PR HORIZONTAL SCALE: I" = VERTICAL SCALE: I" =

-

EAST ~

1817AI7 19 20A20 21 22 23 24 2625 28

I I

I I II

I I

I I

I -400 l-

I

I ILl

--cF~----I__ .325 ~

SS SS SS

-300 z o ~ ::> ~

---275

TSS SS ILl

I I roo 80tOO 100+00 120+00

NOTE: Sta. 0+00 = Intersection of Stanford University Coordinate 1,496,000 E a West end of Accelerator Alignment

:OPOSED LINEAR ACCELERATOR 500' 100'

DAM ••• MOO ... co .... u~ ...... ~ .. , .............. , ... Y" IIe,H":::._

"""L .. ~c ...... 'c .... G, ..... , ....... rOLaG·· GIO_ •• oet

PLATE 2 -

APPENDIX A

E'.'Jm.D EXPLORATION AND LA;BORATORY TEs:gNG

FIELD EXPLORATION: ,

SUbsurface conditions along the accelerator alignment and at both

end station areas were invest.igated by drilling 28 test borings and by

trenching. Rotary-bucket drilling equipment was used for the relatively

shallow 'borings and rotary-wash equipment for the deeper borings and. also J i.n

some' instances, for the borings in which hard rock was encountered 1""hieh the

rotary-bucket equipment could not drill. The soils and rock encountered were

logged by your engineers, with periodic site visits and advice on logging and

sampling provided by Da1nes & Moore. Dr. Frank Wo Atchley, Consulting Geologist,

also rna,de frequent site visits to observe thedrU1.ing and to obtain geological

information. Representative bul.k samples and undisturbed core samples were

obtained for visual eY.amination and la.boratory testing~ Undisturbed core

Sf.urrples were obtained utilizing the Dames & J:.100re Type D Sampler ShOvffi on

Plate A6. Rock was also corei using both tungsten carbide and diamond bits

with NX size core barrels. Graphical representation of the soil a.nd rock

encountered in the borings is presented on Plates A lA through A lW, Log of

Borings. The nomenclature used in classifying the 50ils is defined. by the

Soil Classification Chart shown on Plate A'2..

The drilllng program was planned by John A. Blume & Associates,

Engineers, and ·by~mes & Moore with additional advice by Dr. Atchley.

Originally proposed B(..)rings 1, 2, and 27 were not drilled.

- A-2 ~

Some trenching Ims done under the supervision of Dr. Atchley to aid

him in delineating rock types and distribution and other detailed geology.

The locations of the trenches are sho'lrm in Dr. Atchley! s report in A:ppendix B.

LABORATORY TESTWG:

Selected undisturbed core samples obtained during the drilling

program were tested in double direct shear, strain control, to aid in evalu­

ating-the stability of slopes and the supporting capacity of soil and rock

encountered under the accelerator and target building structures. The results

of the shear tests and moisture-d.ensity determinations are presented to the

.left of the appropriate boring logs. The method of performinG these shear

tests is shown on Plate K(, Bethod of Performing Direct Shear Tests. No rock

samples were tested in triaxial sheer because the samples became disturbed

upon removal from the soil rings as a result of the friable or fractured

nature of the rock.

To provide data for use in settlement calculations, consolidation

(confined compression) tests ,,,ere performed, The results of the consolidation

tests are presented on Plates A 3A through A 3C, Consolidation Test D3.ta. The

methods used are explained on Plate A8, l'~ethod of Performing Consolidation

'rests.

Compaction tests were performed on representative srunples of sandstone

and shale by the Modified A.A.S.H.O. Jv1ethod shown on Plate A9, Method of

Performing Compaction Tests. The results of the tests are presented on

Plates A 4A through A 4c, Compaction Test rnta. Representative direct double

... A-3 ....

shear tests were performed on cores compacted to varying densities at varying

moisture contents and. under surcharGes applicable to expected. field conditions.

'.':iC ::.'csults are tabulated on Plate A'j, Shear rl'est Data, Compacted. COI'es.

~rhe following Plates are attached and complete this Appendix.:

Plates A lA through A lW - Log of Borings (Borings 3 tlrrough 26,

and 28)

Plate A2 - Soil Classification Chart

Plate:; A 3A, A 3B, and

A 3C - Consolidation Test lata

Plate A4, A 4B, and A 4c - Compaction Test Data

Plate A5 - Shear Test Data, Compacted Cores

Plate A6 - Soil 8aTnpler, Type D

Plate A7 - Method of Performing Direct Shear Tests

Plate A8

Plate: A9

... Method of Performing Consolidation Tests

... Method. of Performing Compaction Tests

•

i ~ 'V

~ ~ '"

t-w w u.

~

2 0 f= ~ w ...J w

t- t-U.

U. 0 0 ~ t-~ t- u. V) u.

::j V) ID :::> U ID ...J

~ "-...J

en '" - W V) ID t-:x: '" '" ID

'" ...J «t- a: a: ...J a: ::I'" <[ :::> >' ::::J >' _2 :x: t- t- t-f-,w u V) t- V) en Ja: a: 0 U; 0 2 ::::Jt; ::::J ::IE 2 ::IE W V) W

0 a: 0 0 0 <[ t- ...J >- ...J >-W V) W w a: :x: w u:: a: u:: 0 V) t- O

W ...J a.

----::; <[ ~ V)

W 0 a: V)

0 en u

'" IDV)

~ >- o '" ...J UJ

...J a: ~ g t-

...J W a: ( ~ 8 ::::J U t- - 2 ::::J::; V) :x: :J CJ) ..

W W _ a. ...J V)w a: a: o <[ _ W::;

8 ~ 2 a: a: a:-::::J '"

o a.t-

360

355

350

345 22

340 Imm,---=-_

335

330

325

320

315

310 ~

305-----------------------------------------+-------800 - 500 - 12% - 124 5000 - 3000 - 12% - 124

300-------------------------------------+----~

295-----j 1000 - 200 - 15% - 113 3500 - 2500 - 15% - 113 12% -' 124

290 ~

BORING 3 DRILLED 7-26-60 TO 7-27-60 WITH

5· DIA~ETER ROTARY WASH EOUIP~ENT

ELEVATION 359.0'

ISH-BROWN CLAY (TOP SOIL LIGHT BROWN FINE GRAIN SANDSTONE,

POORLY CEMENTED, WITH INTERBEDDED LA YER S OF GRAY I SH-BROWN SHALE (SANDSTONE TOO HARD TO RIP)

(OCCASIONAL S~LL GRAVEL IN SANDSTONE

GRAYISH-BROWN FRACTURED SHALE (CAN BE RIPPED)

(GRADING GRAYISH-BLACK IN COLOR)

(OCCASIONAL LAYERS OF HARD GRAY FINE GRAIN SANDSTONE)

INTERBEDDED GRAY FINE GRAIN SANDSTONE & BLACK SHALE

GRAYISH-BLACK SHALE WITH OCCASIONAL THIN LAYERS OF HARD GRAY FINE GRAIN SANDSTONE

LOG OF

290 - ... ,

285 ~

280 ~ 1000 - 500 - 16% - 118 - I~ 3500 - 2500 - 16% - 118 - I~

275 li:k~ -

270-----------------------------------------------

265 ~~

260 lWAi

100 2H ~m

300/4 250-----------------------------------------+~

100

245 fll!a!J :?:~/,:

240

BORING

(LENS OF GRAY FINE. GRAIN SANDSTONE. TOO HARD TO RIP)

HARD GRAY FINE GRAIN SANDSTONE (TOO HARD TO RIP)

INTERBEDDED GRAYISH-BLACK SHALE & HARD GRAY FINE GRAIN SANDSTONE

(100' OF 2· PLASTIC PIPE WITH II." PERFORATIONS PLACED)

DA_ ••• _OO ... CON.ULTANT& 'N "' __ 'UI .AIn"H ICI._ ••

_L .. U:H ..... OC .. · ._' ... ,U"_G. __ 1'· ._~

PLATE AlA -

I-- I--

"- "-

~I 0 0 (j) 'C I-- I--,

(j) "- "- ~, (j) m m ::i =>

~I -' -' ~ '" '" . w (j) (j) I-I (.!)

W '" '" «I-- 0:: -' W -'

~l (.!)

~~ « 0:: cr BORING 4 I => ,: => ,: 5~ l- I--t) (j) I-- Ul t- W 0

=>t;; 0:: 6 Vi 6 Vi ~ -' DRILLED 7-28-60 WITH 24" DIAMETER => (j) ~ z ::;; z

=>[ u ROTARY BUCKET EQUIPMENT w w I-- -0::

0 0 D (j) I « I-- D - "-W (j) -' >- -' >- D « I W W 0:: W 0:: Z 0::

'" I-- LL D LL D => '"

295 ELEVATION 294.0' , , SH-BROWN CLAY : SOIL)~CL~ 18% - 110 BROWN CLAY CL

290 (GRADING TO DARK BROWN SILTY CLAY)

13% - 114 BROWN SANDY CLAY WITH MANY ROCK 285 FRAGMENTS (CL)

> ::>

(ROCK FRAGMENTS TO 6" DIA.) ..J

19fo - 101 ..J « 280

"J GRAY CLAYEY SANn (SOME SEEPAGE) c ~ 275 BROWNISH-GRAY FRACTURED SHALE (SOME ! SEEPAGE IN FRACTURES)(SOME RAVELING)

I J (CAN BE RIPPED)

1500 - 500 - 13% - 118 17% - 124 GRAYISH-BLACK FRACTURED SHALE I ~ 270 (GRAD ING DRYER)

I--w

(THIN LAYERS OF GRAY FINE GRAIN w "- SANDSTONE) 265 - (BUCKET IS DRIFTING TO ONE SIDE

BECAUSE OF SANDSTONE ON ONE SIDE OF HOLE)

260 GRAY FINE GRAIN SANDSTONE (TOO HARD

TO DRILL WITH BUCKE~ CANNOT BE I

RIPPED) ~ 255 NOTE: WATER LEVEL AT ELEV. 263' ,

jj 7-29-60

250 ~ ~ o 0 ,

i

, ! ,I 245 'j ~ . 240

235

LOG OF BORING

DAMES a MOORE SOIL MECHANICS ENGINEERS

PLATE AlB

365

w --'

~ ~--LL. « Z :J (j)-

U a ;;; ~ C/)'

W m U (f)

~ ~ ~I >- ~I "'I "3~ BORING 5 5Q t: j 5 aJ 9 w:J DR I LLED 7-28-60 TO 7-29-60 WITH ~ ~ gs ~ ~II ~I g:;~ 5" DIAMETER ROTARY WASH EQUIPMENT Q 0 wi ~ ~ j ~u.i ~ h: ~I ~ ~ ii~;; u... 0 u 0' ~ 0 CL..~

ELEVATION

GRAYISH-BROWN CLAY (TOP SOIL) (CL)

360 220/4 310 240/3

I ~""f--2l<-4'0/4 LIGHT BROWN FINE GRAIN SANDSTONE 8% - 129 (MODERATELY HARD)(PROBABLY CAN BE

355 RIPPED) 305

350 I F"'~ 300 100

INTERBEDDED BROWN SHALE & HARD BROWN FINE GRAIN SANDSTONE (TOO HARD TO

280/5 320/1

345 ~Z4Ufll RIP) 295

34G 260/5 290 t;:;' (HARO LAYER OF SANDSTONE) w "-

~

~ 335 1millr--z-40/41 (BAOL Y SHEARED) 285 ,.. §! w --' W 330 280

325 215

320

315

310

305

(GRADING GRAY IN COLOR)

100

LOG OF BORING

o

DAM •• a MOO". CONSULTANTS 1N .. ~IEO ' .. 10TH SCIINC ...

.oIL W«:HANICS· '[1 ... , ...... "'_ GEOLOGy· GIEO_YSOC:,

PLATE Ale -

- I f-' f-' lL lL

0 0

~ ~ f-' lL

<Ii (,/) :;j '" '" --' 0 --'

W • ...; <Ii f-'r ~ '" W C(f-' I>: I>: --' :z~ C( :::> _2 >" f-'w r f-' ..II>: 0 (,/) f-' "'f-' I>: (5 iii :::> (,/)

(,/) ~ 2 w

I>: 0 0 C( t- --' W (,/) uJ >-r w u: a:: (,/) t- o

345

340

335

330

1000 - 500 - 2~ - 100 2500 - 1500 - 2~ - 100

325

320 t-W W lL

~ 315

2 0 f= ~

~ W --' W

310 '\:

~ 305

300

~ ~

295 , i;\ ~

290

285

W I>: :::> f-' (,/)

(5 ~

0 --' !!! lL

I 1 1 1 I

20% -

f-' lL

'" 0 , (,/)

'" --' ,: t-iii 2 w 0

>-a:: 0

, I I I t

107

- 98

11% - 127

13% - 129

W --'

:1 U

~I >- ~ 81 --' a:: --' w

~ "I ~! ~ :::> U

~I I 10

WI W a:: a:: o ,!! U 0

---2 -0 (,/)

(,/)

'::~ BORING 6 ...;~ DR I LLED 8-1-60 TO 8-2-60 WITH

~I ~':§ 5- DIAMETER ROTARY WASH EOU I PMENT :]1 "''''; _ uJ~ a:: or_ o eLt-

ELEVATION 341.0'

GRAY CLAY (TOP SOIL) (CL)

BROWN SHALE (MODERATELY SOFT)(CAN BE RIPPED)

(GRADING GRAYISH-BLACK IN COLOR)

INTERBEDDED MODERATELY HARD GRAYISH­BLACK SHALE WITH OCCASIONAL LAYERS OF HARD GRAY FINE GRAIN SANDSTONE WHICH PROBABLY CANNOT BE RIPPED

LOG

290 ~

285 ~

280 v I

275 W"A----

210 I .vv t::i

265 ~_

2~ I

255---------------------------------------+----~

250

OF BORING

BLACK SHALE (MODERATELY S OFl. CAN BE RIPPED)

DAM.S a MOO •• COf<.ULT ... NT., .... ~"(D .. "'"HKII['<CE.

""L .. "e ....... ..;' . ENGINEIU",_ GIOLoaV . <iI:~V.I(:.

PLATE AID -