LEROY CRANDALL & ASSOCIATES

CONSULTING FOUNDATION ENGINEER S

1619 BEVERLY BOULEVARD • LOS ANGELES 26, CALIFORNIA

MAdi .on 9-3661

October 30, 1963

L. LEROY CRANDAJI . . C. E.

PREDUCZ A. )AANES

LEOTOLD Hzmcw ELDT

MJUELL C . WEIER. C. E.

J. D. YIRLOARD. C. E .

JAJAES N . )C WER. C.R.

Rocketdyne -A Division of North American Aviation, Inc .

6633 Canoga Avenue P.O. No . X310FZ-801064

Canoga Park, California (Our Job No . 63545)

Attention : Mr . K. Stafford

Department 58 3

Gentlemen :

Our "Report of Soils Investigation, Test Stand Delta 2 Area,

PFL, Santa Susana, California, for Rocketdyne - A Division of North

American Aviation, Inc ." is herewith submitted .

Specifications for the investigation were furnished to us bypersonnel of your staff, and these specifications and the requirements

of your Purchase Order No . X310FZ-801064 were followed in completing

the investigation .

Respectfully submitted ,

LeROY CRANDALL & ASSOCIATES

LC-JK/gb(6 copies submitted)

BNA03985034

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LEROY CRANDALL ar ASSOCIATE S

REPORT OF SOILS INVESTIGATION

TEST STAND DELTA 2 AREA

PFL, SANTA SUSANA , CALIFORNIA

FOR

ROCKETDYNE -

A DIVISION OF NORTH AMERICAN AVIATION, INC .

SCOPE

This report presents the results of an investigation of the soi l

conditions in the Test Stand Delta 2 area . The area under consideration

and the locations of our borings are shown on Plate 1, Plot Plan .

Our investigation was to consist of two parts :

1 . We were requested to obse rve the drilling of Boring 1 which

was located southwest of Delta 2 as shown on Plate 1 . This boring was to

be drilled by others , and we were to furnish a log of the soils encountered .

2 . W-e were requested to drill three borings at the location of

the proposed combustor . The desired locations and depths of the borings

were specified by Rocketdyne ; however , the boring locations had to be modified

slightly due to difficulties of access with the drilling equipment . Based

on these three borings, recommendations for design of drilled cast-in-place

concrete piling were to be established .

EXPLORATIONS

Bor ing 1

Boring 1 was actually a 36-inch-diameter drilled pile excavation

which extended to a depth of 24 feet . The excavation was made by blasting ,

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Page 2 LEROY CRANDALL & ASSOCIATE S

and we did not observe the excavation process . However, the excavation was

entered by our field engineer who made a log of the materials from visual

examination . The boring log is presented on Plate 2-A . The materials ob-

served consisted of sandstone which was weathered and fractured to a depth

of seven feet ; below the seven- foot depth , the sandstone was observed to be

massive and less fractured . The exposed sandstone surface in the excavation

was very rough due to the blasting . Reportedly , the excavation was deepened

to 30 feet after our inspection .

Borings 2, 3, and 4

Borings 2, 3, and 4 were each drilled to a depth of roughly 40 feet .

The borings were extended through the existing fill and overburden soils

with five-inch-diameter vacuum rotary equipment ; three-inch-diameter coring

equipment was used to extend the borings into the underlying sandstone . The

borings were logged by our field engineer . The boring logs are presented on

Plates 2-B, 2-C, and 2-D . The existing fill soils and overburden soils are

classified in accordance with the Unified Soil Classification System'shown

on Plate 3 .

Undisturbed samples of the existing fill and overburden soils were

obtained at frequent intervals of depth for laboratory inspection and testing .

The depths at which undisturbed samples were obtained are indicated to the

left of the boring logs in accordance with the Key on Plate 2-A . Continuous

cores were obtained during the coring operations in the underlying sandstone .

The percentage of core recovery is indicated to the left of the boring logs,

also in accordance with the Key on Plate 2-A . The percentage recovery

figures in Borings 3 and 4 are relatively low due to improper functioning of

the core barrel . The drilling or coring was firm throughout the sandstone ,

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Page 3LEROY CRANDALL & ASSOCIATE S

and the poor recovery was not due to the condition of the sandstone rock .

Based on Borings 2, 3, and 4 , the combustor area is underlain by

existing fill ranging from 9 to 33 feet deep . The fill, which consists of

silty sand with large sandstone cobbles and boulders , is variable but generally

moderately firm . The fill is underlain by silty sand overburden soils and

sandstone . The overburden soils are moderately firm to firm at present

moisture content but would become weaker and more compressible when wet .

The underlying sandstone is firm to ve ry firm and hard .

LABORATORY TESTS

The field moisture content and dry density of the existing fill

and overburden soils were determined by testing the undisturbed samples .

The test results are shown to the left of the boring logs in accordance

with the Key on Plate 2-A . Unconfined compression tests were performed on

core samples of the sandstone obtained from Boring 2 . The resulting test

data are presented on Plate 4 , Unconfined Compression Test Data .

CONCLUSIONS

The downward and upward capacities of single cast - in-place concret e

piles are presented on Plate 5 , Friction Pile Capacities . The capacities

are presented as a function of penetration into the underlying sandstone rock

and represent the resistance to the total of all applied loads ; no increase

in the capacities are recommended for temporary loadings . Because of the

remote possibility of adverse joint structure , which could reduce the up-

ward capacity of the piles , a minimum penetration of ten feet into the sand-

stone rock is recommended .

For resisting lateral loads , batter piles may be used . The axial

capacities of batter piles , not exceeding a batter of 1 horizontal to 4 vertical ,

BNA03985037

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page4 LEROY CRANDALL & ASSOCIATE S

may be assumed to be equal to the downward and upward pile capacities presented

on Plate 5 .

The capacities presented on Plate 5 are for single piles . Founda-

tions supported on groups of piles, especially those foundations subjecte d

to upward or lateral loads , should be analysed to assure the overall stability

of the piles and the sandstone mass in which the piles are installed . Such

analyses will depend on the number and spacing of the piles and the magnitude

and direction of the applied loads .

The installation of piles into the sandstone will require special

coring equipment or blasting which was done for pile foundations located

southwesterly of Delta 2 . Because of th e caving nature of the overlying

fill, piles should be spaced a minimum of 2k diameters on centers . Also,

closely-spaced piles should be excavated and filled alternately with the

concrete permitted to set at least eight hours before excavating for an

adjacent pile . We would suggest that all pile excavations be inspected to

assure the desired penetration into the sandstone rock . Also, the sandstone

should be carefully inspected for possible adverse jointing which might require

modification of the foundation design .

-000-

The following Plates are attached and complete this report :

Plate 1 . . . . . . . . . . Plot Plan

Plates 2-A through 2-D . . Logs of Boring s

Plate 3 . . . . . . . . . . Unified Soil Classification System

Plate 4 . . . . . . . . . . Unconfined Compression Test Data

Plate 5 . . . . . . . . Friction Pile Capacities

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N 20,550

N 20,500

N 20, 450

BORING NO .ELEV OF SURFAC EOF SANDSTONE ROCK\ I ,

(1789)

1760

7

71765

-1770

\ v \ \ ~\v v~~ rc A V A 11

00

REFERENCEPLOT & GRADING PLAN (PRINT DATED 8-27-63)

BY ROCKETDYNE

/775

V \~

COMBUSTO R

1(1747)2 \~V 04

1780

\\ 4

- ~1790 y\ BORING LOCATION S

BORING COORDINATES

NUMBER NORTH I EAST

1 20,430 14,295

2 20,525 14,390

3 20,535 14,39 5

4 20 520 1440 5,

B .M - LEAD & TACK NW CORDELTA PRE-TEST BUILDING

ELEV 1799 .2 1

P L O T P L A NSCALE =2 0

L{ Ro G~~":~~__ ASSOCIATES

LOG OF BORING 1

36"-Diameter Shaft Excavated using Explosive s

Inspected August 7, 196 3

1790-

0

1785-

5°W

V-1

uC)

1780-a10

rr.

C

° 1775 -

u 15

qj

ro

c

-+1770 -

W

2 0

n

1765-

25

6 .81-1051

1 L

Indicates coring run

Percentage of core recovery

Indicates depth at which undisturbedsample obtaine d

Dry density in pounds per cubic foot

Field moisture content in percent of

dry weight

*See Plot Plan for location and elevation of benchmark .

L Z R_ C<Ati :;A-_ & ,A55--_ 1 T E S

I I

Elevation 1788 .8*

CONCRETESANDSTO: . - fractured, light yellowish-

brown

Massiv e

NOTE : Groundwater not encountered ; no caving .

Hole battered 1/12 :1 (horizontal to

vertical) . Hole reportedly deepened to

3J' but not inspected below 24' .

KEY :

PATE 2- A

uuuuiuiiiu iBNA03985040

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LOG OF BORING 25"-Diameter Vacuum Rotary Hole to 25 '

3"-Diameter NWX Core Boring below 25'

Drilled August 14 & 15, 196 s

1780 - n Elevation 1779 . 7

FILL - SILTY SAND - fine, dark brown

1775-

1770-

Boulder

1750-

Some gravel

Organic layer

Boulder

1760-

1745-

LW

•+ 20Well graded, few gravel

Fine

1740-

Few cobbles and boulders

SANDSTONE - fractured, 1io : .t yellowish-

bruwn

10

30

35

4u

More fractured, lenses of SHALE

NOTE : Groundwater not encountered ; no caving . .

LEROI C,,A\".ALL :r ASSGC ATE S

I IPLATE 2-D-

uuuuiuiiiu iBNA03985041

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LOG OF BORING 3

5"-Diameter Vacuum Rotary Eole to 12 '

3"-Diameter NWX Core Boring below 1,~'

Drilled August 19, 196 3

1780 -

0

1775 -7 .9%-11 1

8 .3%-109

1770-

10

4J

0 1765 -WW

L

514%

at

w

1760-

20V 23 /

0

1755 -

ro +

2 5v 50%

1750-

30 73:

1745-

35

3e%

1740-

40

Elevation 1777 . 9 '

FILL - SILrY s .aND - fine, some gravel and

c:)bbl2 ., ; :httled brown

Few gravel , dark brow n

SANDSTONE - fractured, light yellowish-brown

Less fractured

Thinly bedded, yellowish-brown

Lens of SHALE - brown

Harder, light yellowish-brown

NOTE : Groundwater not encountered ; no caving .

Poor core recove ry caused by

rotation of inner tube. ROY

PLATT 2- C

I I uuuuiuiiiu iBNA03985042

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LOG OF BORING 4

5"-Diameter Vacuum Rotary Hole to 33 '

3"-Diameter NSdX Core Boring below 33'

Drilled Augu.,t 15 & 16, 1963

Elevation 1781 . 9

1780-

1775-

d)

14-4

1770-

z 1765 -

755 -W 1755-

1750 -1750-

1745-1745-

Fein gravel and cobblesFew

SANDSTONE - fractured, light yellowish-brown

Massive

1740 - 0' to 31' .

NOTE : Slight water seepage encountered at

26' ; slight raveling in layers from

L-R1 C <Ah.D ALL Er AS"D _ . .r --- s

PLATE 2-D

I I uuuuiuiiiu iBNA03985043

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MAJOR DIVISIONSGROUP TYPICAL NAME SSYMBOLS

'co7~'b

GW

Well graded grovels , gravel-sand mixtures ,

CLEAN ; little or no fines .

GRAVELS(Little or no fines) GP Poorly graded grovels or grave sand mixtures ,

GRAVELS Ittle or no fines .

(More than 50% ofcourse fraction i sLARGER than the GM Silty gravels , gravel- sand - sill mixtures.No . 4 sieve size) GRAVELS

WITH FINE S

COARSE (Appreciable amt .of fines)

GC Clayey gravels , gravel -sand - clay mixtures .

GRAINE DSOILS

(More than 50 % ofS W

Well graded sands , grave ll y sands , li tt le or

material is LARGER no finesthan No . 200 sieve CLEAN SAND Ssize)

(Little or no fines ) Poorly graded sands or gravelly sands , littl e

SANDS SP or no fines .

More than 50 % ofcoarse fraction i sSMALLER than the SM Silty sands, sand silt mixtures .No . 4 sieve size) SAND S

WITH FINES( Appreciable amt .

of fines) SC Clayey sands , sand - clay mixtures .

Inorganic sllts and very fine sands, rock flour ,ML silty or clayey fine sands or clayey silt s

with slight plasticity .

SILTS AND CLAYS Inorganic clays of low to medium plasticity ,

(Liquid limit LESS than 50) CL gravelly clays , sandy clays , silty clays, lea nclays .

FINE OLsilts and organic s il ty clays of lo wOrganic

cGRAINE D

SOIL S(More than 50 % of MH Inorganic silts , micaceous or diatomaceou s

material is SMALLER fine sandy or silty soils, elastic s il ts .than No . 200 siev esize)

SILTS AND CLAYSCH inorganic clays of high plasticity, fat clay s

(Liquid limit GREATER than 50)

OHOrganic clays of medium to high plasticity ,organic silts .

HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils .

BOUNDARY CLASSIFICATIONS : Soils possessing charocter ,stics of two groups are designated bycombinations of group symbols .

P A R T I C L E S I Z E L I M I T S

SILT OR CLAY

SAND GRAVE LVEL

COBBLES I BOULDERS

CDAR S EFINE IFIN E

NO. 200 NO. 40 NO. 10 NO.4 3/qe. 3.n .

'J . S . S T A N D A R a S I E V E S I Z E

(I in )

UNIFIED SOIL CLASSIFICATION SYSTE M

ReferenceThe Unified Soil Classification System , Corps o f

Engineers , U . S . Army Technical Memorandum No h-357,

Vol I, March, 1953 . (Revised April, 1960)LEROY CRANDALL & ASSOCIATE S

I IPLATE 3

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BORING

NUMBER

SAMPLEDEPTH(FEET) SOIL TYPE

2 35 Sandstone 2,000

2 36 Sandstone 1,600

2 38 Sandstone 2,200

UNCONFINED COMPRESSION TEST DATA

~r <~, Cr<AN ~. ASSOJ RTE S

PLATE 4

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DOWNWARD PILE CAPACITY in Kip s

150 300 450 600

1 0

15

2 0

25

750

CAST-IN-PLACE CONCRETE

FRICTION PILE S

MINIMUM RECOMMENDEDPENETRATIO N

Ig 224

Pile Diameter

in Inche s

li I

0 100 200 300 400

UPWARD PILE CAPACITY in Kips

500

NOTES : (1) The indicated capacities are for the total of all loads including

temporary loads .

(2) The indicated capacities may be used for the axial capacities

of battered piles for batters not exceeding 1 ttorizontal to 4 vertical .

(3) The capacities are based on the strength of the sandstone . The

strength of the piles may limit the capacities to lower values .

(4) The indicated capacities are for single piles . The stability

of foundations supported by pile groups and the sandstone mass supporting

tne pies should be caecked .

(5) Because of t :ie potential caving of the overlying fill, piles

should be spacea at least 2z diameters on centers and should be excavated

and filleu aiceraatei) aliuwinb the concrete to set at least 8 hours before

excavating an adjacent hole .

FRICTION PILE CAPACITIES

nLATE 5

I I uuuuiuiiiu iBNA03985046

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