GEOLOGICAL SURVEY CIRCULAR 259 

SELECTED ABSTRACTS ON 

ENGINEERING GEOLOGY 

AND RELATED SUBJECTS 
-

~ • ,A~,-:-;;:--,.· ..... • ' • ~ .... -~ "-_ . .,., -,., •, • 

. . 
UNITED STATES DEPARTMENT OF THE INTERIOR 

Douglas McKay, Secretary 

GEOLOGICAL SURVEY 

W. E. Wrather, Director 

GEOLOGICAL SURVEY CIRCULAR 259 

SELECTED ABSTRACTS ON ENGINEERING GEOLOGY 

AND RELATED SUBJECTS 

By Severine H. Britt 

Washington, D. C., 1954 

Free on application to the Geological Survey, Washington 26, D. (.;. 

SELECTED ABSTRACTS ON ENGINEERING GEOLOGY 

AND RELATED SUBJECTS 

By Severine H. Britt 

CONTENTS 

Page 

Introduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 

Construction materials.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 

Construction works . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 

Drilling and exploration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 

Landslides and subsidences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 

Mapping techniques . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 

Physical properties of rocks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 

Soils and soil mechanics. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 

General topics........................................................................ 13 

Sampling and testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 

Soil moisture. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 

Stabilization. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 

Other subjects. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 

INTRODUCTION 

The 126 abstracts of this report are a. second selection from a. much larger number of 

abstracts recently prepared for use within the 

Geological Survey. This selection, like the first 

one, published as Circular 75, is meant to represent material that is not generally brought to the 

attention of geologists directly and, for the most 

part, may not appear in English-language abstracts 

normally consulted by American geologists. Eightyfour of the abstracts deal with articles in foreign 

publications; 57 are originals, 59 are quoted or 

1 

adapted from English-language abstracts, and 10 

are based on foreign-language abstracts. Abstracts noted as "author's abstract" or "author's 

summary" are quoted verbatim. All others were 

prepared by the writer, David J. Varnes (D. V. ), 

or Dorothy R. Hill (D. H.), or were modified by 

them from original abstracts. A few of the 

abstracts bear a notation that complete translations have been prepared. A limited number of 

these translations are available on request to the 

Geological Survey, Washington 25, D. C. 
CONSTRUCTION MATERIALS 

Abdun-Nur, E. A., and Wantland, D., 1950, 

Electrical resistivity method applied to the investigation 

of construction materials deposits: American 

Society for Testing Materials, Proceedings, 

v. 50, p. 1364-1378; discussion, p. 1379-1382. 

"The problem of inve~t~gating deposits of rock and gravel 

in the plains area (the Dakotas, Nebraska, Kansas, Oklahoma? and tl:te eastern portions of Montana, Wyoming, and 

Colorado) is outlined. The electrical resistivity method as 

applied to the solution of this problem is discussed. Techniques and simplified apparatus are described. the usefulness of the resistivity method in supplementing and guiding 

drilling in the exploration of such deposits is demonstrated 

by examples of actual.investiga.tions, supplemented with 

cost data. It is concluded that, in deposits of similar materials, the electrical resistivity method provides an effective, quick, .and economical means of determining depths, 

delineating the extent, and estimating the quantities of 

materials involved. "-Author's summary. 

Bradley, W. F., and Grim, R. E., 1951, 

High temperature thermal effects of clay and related 

materials: American Mineralogist, v. 36, 

nos. 3-4, p. 182-201, 10 figs., bibl. 

"A selected series of clay minerals and related 

silicates are examined by thermal, optical, and x-ray 

diffraction methods, with a view toward establishing 

the significance of the various observed thermal effects. 

The heating range for the thermal curves is extended 

to 1300°C, and the study of specimens so fired is 

supplemented by the examination of the various materials 

after firing to several intermediate temperatures. 

Detailed hypotheses are presented for the mechanisms 

of several of the structural changes observed as new 

phases are developed, and the influence of types of 

structures upon the nature and rapidity of such changes 

is discussed." -Authors' abs. 

Building Research Station, 1950, 

The weathering, preservation, and maintenance of 

natural stone masonry, Pt. 1: Department of 

Scientific and Industrial Research, Building 

Research Station, Digest 20, London. 

This Digest contains a discussion of the factors that 

cause the various building stones to "weather" and the 

processes whereby they act, with emphasis on the value 

of washing limestone buildings regularly and the precautions that may be taken against the contamination of 

building stones by soluble salts. -Adapted from 

abs. 185, Bldg. Sci. Abs., 1951. 

Pt. 2: BuildingResearchSta.tion, Digest21, Aug. 1950. 

The discussion of the agencies that affect the weathering of building stones and the maintenance of stone 

masonry is continued. Damage by frost, thermal expansion, corrosion of iron cramps and dowels, and 

by vegetation such as lichens, mosses, and ivy, is 

discussed; and methods are given for dealing with 

various kinds of stain on stone work. There are also 

2 

notes on stone preservatives and paints, cleaning of 

stone work with steam or water sprays, re-dressing 

of old stone, plastic repairs, mortars, and rain penetration. -Adapted from a.bs. 186, Bldg. Sci. Abs., 

1951. 

De Beer, E. E., 1950, 

Une methode rapide pour la determination de la 

teneur en eau des tas de sable et de gravier 

[A rapid method for determining the water 

content in heaps of sand and gravel]: Tra.vaux 

publics de Belgique, no. 3, p. 457-464. 

"In relation to the correct adjustment of the watercement ratio for concrete mixes, a. method is detailed 

for obtaining a. reasonably accurate value of the water 

content in sand and gravel within half an hour after the 

sample is taken. This rapid method eliminates the 

usual 24-hour oven-drying procedure by utilizing the 

apparent loss in weight of the materials when immersed 

in water. Only two weighings are therefore needed, 

although care should be taken to ensll;re complete removal of all included air when the sample is immersed 

in water, and also that no solid particles are carried 

over with the scum when the water is poured off. The 

accuracy of the method depends on the skill of the 

operator and, for important concrete jobs, it is advisable to check periodically the figures against those 

abstained by the usual oven-drying method. "-Abs. 1285, 

Bldg. Sci. Abs., 1S50. 

Deribere, M. , and Esme, A. , 1950, 

La bentonite, les argiles colloidales et leurs emplois 

[Bentonite, colloidal clays and their applications] : 3rd ed. , 240 p. , 59 figs. , Paris, 

Dunod. 

Bentonite has special properties, particularly that 

of swelling in contact with water, thus forming a 

vGluminous and gelatinous mass. Many applications 

have been made of these properties. After giving 

general information on clayey materials, colloidal 

state, and bentonite deposits and their properties, the 

authors review the applications of bentonite to: 

ceramics; molding sand; purification and clarification 

of water; clarification of wines and liquors; plastic 

material and rubber industries; manufacture of paper, 

soaps and detergents, maintenance materials, and 

insecticides; research of hydrocarbons; and others. 

Duke, C. M., 1949, 

Engineering properties of coral reef materials: 

American Society for Testing Materials, 

Proceedings, v. 49, p. 964-976. 

"The biological and geological aspects of coral 

reef formation are summarized briefly. The material 

of coral reefs is classified as (a) recently formed 

"coral, " (b) older consolidated limestone, and 

(c) "casca.jo, " which includes lagoon sediments, talus, 

broken skeletal remnants of coral-building organisms, 

and the detritus of eroded reefs. The results of tests 

on cascajo from Guam, supported by experience, 
indicate that properly selected material may be stabilized for road-making purposes and is satisfactory as 

concrete aggregate. It has been found that the basic 

principles developed for design and construction with 

more usual materials apply to reef-derived materials. 

A bibliography is given on the origin and growth of coral 

reefs and on the properties of reef-derived materials."-

Abs. 906, Road Abs., 1951. 

Mielenz, R. C., Greene, K. T., and Schieltz, N. C., 

1951, 

Natural pozzolans for concrete: Economic Geology, 

v. :46, no. 3, p. 311-328, 8 figs., 2 tables, 

bibl. 

"Many geologic formations in the United States yield 

pozzolans or materials which can be converted into 

pozzolans by grinding and calcination. When properly 

selected, processed, and used, pozzolans will reduce 

costs, improve quality of concrete, protect concrete 

against effects of reaction between aggregate and cement alkalies, and inhibit attack by aggressive waters. 

With improved knowledge of their properties and sources, 

use of pozzolans is increasing. The geologist and 

petrographer can aid materially in the search for and 

exploitation of deposits, and in selection of processing 

methods. Natural pozzolans owe their activity to five 

substances, namely: volcanic glass, opal, clays, 

zeolites, and hydrated aluminum oxides. Each active 

substance contributes characteristic properties to the 

pozzolan; consequently, the quality of proposed materials 

and need for special processing usually can be predicted 

from petrographic analyses. Geologic formations known 

to yield pozzolans are indicated, and data on 95 samples 

representative of tested formations are summarized. 

Properties and response to heat treatment of pozzolans 

of the various activity types are discussed. "-Authors' 

abs. 

United States Bureau of Reclamation, 1951, 

Earth manual: Tentative ed. , xxi + 322 p. , 165 figs., 

June 1951; reprinted with revisions, Feb. 1952. 

This manual on the use of earth materials for foundation and construction purposes covers the following subjects: (1) Earth materials in construction-use; basic 

soil•components; identification, classification, and 

description of earth materials; engineering properties 

of earth materials. (2) Investigation of earth foundations-foundation requirements; investigational objectives; foundation reconnaissance; preliminary exploration; detailed explorations; exploration procedures. 

(3) Investigation and selection of earth construction 

material sources-general requirements; terrain characteristics of earth materials deposits; investigational 

stages. (4) Investigation of riprap and rockfill sources-riprap as a constructional material; 

investigation and exploration for sources. (5) Subsurface exploration-methods and equipment; undisturbed samples; disturbed samples. (6) Inspection; 

field laboratory facilities; reports. (7) Control of 

earth construction-embankment control for rolled 

earth dams; evaluation of performance of earth dams; 

control of other earth work. Appendix-sampling; 

classification; laboratory and field tests; instruments 

installations. 

Woolf, D. 0., 1951, 

Methods for the determination of soft pieces in aggre.-

gates: Public Roads, v. 26, no. 7, p. 148-15'3. 

"At the request of the American Society for Testing 

Materials, an examination of methods of determining 

the proportion of soft pieces in coarse aggregates was 

undertaken in 1941 by the U. S. Bureau of Public Roa.dE 

(Physical Research Branch). A necessary preliminary 

was a review of the classification, nomenclature, and 

tests adopted in the various States; this showed wide 

variations in all three respects, but the tests were of 

two main types, based respectively on the examinaticn 

of indi11idual particles and on the effect of "soft" 

particles on the properties of the aggregate as a whole. 

In the investigation proper the test -methods used wer~ 

(1) visual inspection; (2) scratch hardness tests; 

(3) determination of specific gravity and water absorption; (4) impact tests; (5) abrasion tests; (6) static 

loading; and (7) soundness tests (freezing-and-thawin7). 

Descriptions are given of the procedures adopted, 

including the several types of impact test and the 

development of a special compression test for use with 

soft aggregates. This compression test, the Los 

Angeles abrasion test, and the soundness (freezingand-thawing) test were then applied to several 

commercially produced gravels; the tabulated results 

shoy.r that the indications given by the three methods 

show very poor agreement, and it is concluded that 

the three tests represent entirely different methods 

of assessing failure. In 1946 another series of tests 

was started, the aggregates being artificial mixtures 

of quartz gravel with known proportions of soft 

aggregate; standard gradings were used in each case. 

The proportions of soft material found by different 

types of scratch hardness, impact, compression, and 

abrasion test are tabulated in comparison with the 

actual composition of the mixture. The scratch hardness test carried out with a brass pencil was found 

to give results closest to the actual values, and this 

method,. which i$ equally con11enient for field and 

laboratory use, is recommended for general adoption. 

This test identifies soft pieces but does not distinquish 

other deleterious particles which may be present in 

an aggregate. "-Abs. 905, Road Abs., 1951. 

CONSTRUCTION WORKS 

Armstrong, C. F., 1950; 

Soil mechanics in road construction: 215 p., figs. , 

glossary, bibl., London, Edward Arnold & Co. 

This book comprises a general survey, including at 

fair length recent developments in Great Britain, and 

3 

is an attempt to set down in concise form the most 

up-to-date knowledge on the subject of soil mechanic~ 

as applied to road construction. An endeavor has been 

made to cover every aspect about which a road 

engineer is likely to require information. After a 

description of the general behavior of soils and soil 

moisture, the author recalls the history of soil as a 
constructional material. He shows the development 

of various phases of soil mechanics and how its 

principles can be applied to road construction. A 

summary of soil problems is followed by a study of the 

following topics: 

{1) Research made into the problem of soil mechanics 

in various countries and particularly in America and 

Great Britain. 

(2) Method by which a soil survey is carried out for 

the purpose of road construction-construction of new 

roads, investigation of road failures, geophysical 

surveys, earth resistivity, seismic and other methods, 

and useful references concerning the requirements of 

a soil survey. 

(3) Systems of particle size classification of soils. 

(4) Testing of soils-identification tests, sedimentation analysis, compaction tests, field density 

measurements, field and laboratory tests for bearing 

capacity, stabilization tests, and routine testing. 

A chapter each develops the following subjects: 

design of flexible pavements, foundation design, 

treatment of embankments and cuttings, subsoil 

drainage, and soil stabilization. 

Banks, James A., 1952, 

Problems in the design and construction of Knockendon Dam: Institution of Civil Engineers, Proceedings, v. 1, no. 4, p. 423-443, 14 figs. 

"Two reservoirs in Scotland, Knockendon and 

Muirhead, were under construction concurrently in 

the same locality. Both dams were designed for the 

same maximum height, 90 feet, and were to be earth 

embankments formed of boulder clay of similar 

characteristics. Knockendon dam, which forms the 

subject of this paper, was modified during construction 

in the light of experience gained at Muirhead, to which 

comparative reference is made. Before Muirhead dam 

was completed, movement of the earthwork occurred 

and remedial measures, which included limiting the 

height of the dam to 70 feet, had to be adopted; the 

modifications which it was possible to introduce at 

Knockendon at an earlier stage enabled Knockendon 

dam to be constructed to its full intended height of 

90 feet. Particulars are given of the initial investigation at Knockendon which determined the modified 

design, and of a subsequent investigation to ensure that 

the anticipated strengths in the embankment were being 

maintained. Observations were taken of pore-water 

pressures in the boulder clay and an analysis is given 

of the probable stability of the embankment, based on 

these results. A salient factor in the relative 

stability of the two dams was that, whereas the rate 

of construction of Muirhead dam was greatly accelerated, the Knockendon dam was constructed slowly; 

and the reference is made in the paper to the possible 

effect on earth dam design of the rapid rate of 

construction achieved by the use of modern muckshifting plant. "-Author's synopsis. 

Bazant, Z., and Zaruba, Quido A., 1949, 

Stavba podzemni drahy ve Stockholm [ Construction of Stockholm subway]: 21 p. , 10 figs., 

4 

bibl., Prague [Czecho-slovakian], Ceske 

vysoke uceni Tech. 

The construction of the subway in Stockholm was 

started in 1945. It crosses very different geologic 

formations and consequently the methods of construCtion were varied: a tunnel was pierced in hard 

rocks; trenches dug in soft formations and lined; 

and walls set in the ground, braced by steel props 

and connected by a roof, with subsequent clearing of 

the cavity. -Based on abs. 51-1-681, Annales des 

ponts et chaussees, no. 1, t951. 

Bendel, L., 1950, 

Die Felduntersuchungen im Strassenbau [Field 

investigations in road construction]: Strasse 

und Verkehr, v. 36, no. 6, p. 146-154, 

9 tables, 13 figs, Solothurn. 

Information is presented in tabular form on the 

field investigations that should be undertaken to find 

out the geological nature and physical properties of 

the soil. The tables cover the following subjects: 

{1) Preliminary investigations-topographic, geologic, 

and hydrologic conditions; previous technical history 

of the foundation ground; construction of adjacent 

structures; climatology. 

(2) Field investigations for road construction-mode 

and purpose of investigations relative to geology and 

hydrology; sampling; physical, biological, and 

chemical properties of the soil; physical and chemical 

properties of water. 

(3) Engineering and geological field surveyingobservations of natural exposures, morphology, paleontology, petrography, sedimentation, tectonics, 

hydrology, equipment for the engineering-geologic 

field survey, mode of investigations for the determination of the geologic structure of the foundation 

ground, pits, bore holes, pile driving, geophysical 

methods, and psychophysical working methods. 

(4) Engineering-mineralogical investigations of 

rocks-general valuation of the quality of rocks used 

in road construction, characteristics, and valuation 

of the individual types of rocks. 

( 5) Determination of the physical properties of the 

soil in the field-compressibility, bearing capacity, 

frost action, range of grain sizes, capillarity, consistency, dynamiC properties, and hydrology. 

{6) Determination of the chemical properties of 

soils-hydrogen-ionic concentration, lime content, and 

humus content of the soil. 

Bannard, D., and Bonjour, J., 1950, 

Resultats pratiques de l'examen prealable des sols 

de fondation des rolltes [Practical results from 

the preliminary examination of soils for road 

foundations] . Strasse und Verkehr, v. 36, 

no. 6, p. 155-161, 8 figs., Solothurr.. 

This report shows how to determine the geotechnical characteristics of soils for subgrades and 
foundations and how to calculate the foundation dimensions from these characteristics. Field and laboratory 

methods are considered, particularly those to determine 

the granulometric composition, permeability, water 

content, and bearing ratio of soils-these being the 

most useful and rapid methods. The interpretation of 

the results of the geotechnical study is outlined and 

illustrated by a few practical instances. The information presented is based on more than ten years' 

experience in work carried out by the Laboratoire 

Geotechnique de 1 'Ecole Polytechnique de l 'Universite 

de Lausanne, the Service des Routes de 1 'Etat de Vaud, 

and other Swiss organizations. 

Bouvet, J., 1950, 

Les terrassements du canal de Donzere-Mondragon 

[The earthwork of the Donzere-Mondragon 

Canal]: Annales de 1 'Institut technique 

du batiment et des tra.vaux publics, Sols et 

fondations, no. 3, p. 75-82, 8 figs. , Paris. 

The harnessing of the falls of Donzere-Mondragon on 

the Rhone involves the construction of a diversion 

canal 28. 8 km long (about 18 mi) and a power house 

capable of an annual output of about 2 billion kwhr. The 

construction of the canal, the cross section of which 

is slightly larger than that of the Suez Canal, involves 

50 million cum (about 65 million cu yd) of excavation, 

the major part of which will be carried out by electric 

floating dredgers, complete with belt conveyors, which 

enable the spoil to be deposited at once. The design 

and construction of the canal raises problems which 

encroach on soil mechanics. 

(1) Watertightness of upper canal: The upper canal, 

which is dug in very porous alluvial soil (sand and 

gravel), wjll not allow of any waterproof lining. But, 

as the ground contains gravel-beds without sand, and 

as a. result of permeability tests carried out on the 

site, it seemed necessary to design a lining for ·the 

banks, consisting of excavated soil with which the walls 

of the canal could be fairly quickly sealed. In spite of 

this, however, one cannot count on achieving adequate 

watertightness from the beginning; it is therefore proposed that the upper canal be filled gradually; several 

months must elapse before the natural consolidation 

effected by the waters of the Rhone will allow of raising 

the water to the normal level. 

(2) The drainage effect of the lower canal: The 

lower canal is cut deep into the plain and forms a. very 

powerful drain, which is liable to lower the water 

table and harm agricultural production. To counteract 

this, a system of wells has been designed for restoring 

the level of the water table. 

(3) Designing the profiles of dikes: As the spoil 

contains a large proportion of silt, the traditional profile of a dike in porous materials ·on porous soil (Kembs 

type) has been adapted to local conditions; a model 

profile for silt dikes will also be used. 

(4) Depositing the soil of the lower canal: The cube 

size of the spoil to be deposited on the edge of the 

canal raises a difficult problem on account of the liquid 

consistency of the silty spoil extracted by the dredgers. 

-Adapted from author's abs. 

5 

Dunham, C. W., 1950, 

Foundations of structures: 692 p., figs., New York 

and London, McGraw-Hill Book Co. 

This book contains a detailed study of foundations 

for civil engineering structures. The properties of 

soils as foundation materials are explained. Information on site exploration is given on determination of 

the bearing capacity of soils, and also on supports, 

spread footings, foundation walls, and mats. Foundations subject to overturning forces are dealt with in 

chapters on pile foundations, cofferdams, caissons, 

bridge piers, and abutments. The foundation for a 

large stack is studied. Problems with their answers 

are given at the end of each chapter. 

Ehrmann, P., 1949, 

The Castillon dam: Annales des pants et chaussees, 

v. 119, no. 5, p. 605-64~; Paris. 

"A detailed illustrated description of the design and 

construction of the concrete arch dam at Castillon on 

the Verdou River. The structure is about 325ft high, 

13 ft thick at the crown, 55 ft thick at the base, and 

contains some 164, 000 cu yd of concrete. The crest 

is topped .by a crown comprising a roadway 19 ft wide 

and two pavements each about 3ft wide. High-strength 

concrete was obtained by using "plastic" mixes in 

place ·of wet (fluid) concrete and by careful study and 

calculation of the grading and of the vibration procedure. 

Owing to the numerous large and small cracks in the 

much faulted calcareous rock on one side of the valley, 

it was necessary to assure thorough consolidation and 

waterproofing of the side supports of the dam; a full 

account of the grouting operations is given. A preliminary watertight membrane was obtained by injecting 

a quick-setting mixture of cement, inert material, and 

bentonite; when this layer had hardened, a grout of 

cement plus inert material was injected to fill all 

cavities using a dense mix near the side walls and 

leaner mixes further back from the dam. The special 

dilatometric measurements used to detect deformation~ 

in the structural concrete are also described. "-Abs. 2~2 

Bldg. Sci. Abs., 1950. 

Ischy, E., 1948, 

Lutte contre les erosions souterraines. Digue du 

Lac Noir [Protection against subterranean 

erosion. Lac Noir Dam]: Travaux, no. 164, 

p. 378-382, 9 figs., Paris. 

This paper describes the methods by which the 

foundation of an earth dam with concrete cut-off wall, 

built on glacial moraine, was made impervious after 

the foundations had developed serious leaks. The 

method used was to emplace a grout curtain near the 

upstream toe and to grout the underlying moraine 

between the curtain and the cut-off wall. Various 

grout materials~ such as cement-sand-clay, pure cemen1 

treated clay, and silica gel were used, depending 

upon the size of voids to be filled. Special apparatus 

was used to introduce the various grouting materials 

as desired into certain sections of the bore holes. -Complete translation prepared (no. 18). 
Kogler, F., and Scheidig. A., 1948, 

Baugrund und Bauwerk [Foundation ground and 

construction] : 5th ed., 275 p. , 248 figs., 

Berlin, Wilhelm Ernst und Sohn. 

This reference treats a variety of subjects 

dealing with foundations, including: questions relating to the resistance of soils and foundations; 

the necessity of making a soil investigation before 

building; geologic and hydrologic study; investigations about the nature of the soil-borings, physical 

properties of soils, propagation and distribution 

of pressures exerted on the soil; causes, nature 

and computation of subsidences; pressures produced by the various types of structures; prevention 

and measurement of dangerous subsidenees; safe 

loads; raft foundations; piles; frost action; regulations regarding foundations-responsibility in case 

of accidents. 

Ott, J. C., 1945, 

Quelques aspects du probleme de la poussee sur 

les tunnels [A few aspects of the problem 

of pressures on tunnels] : Bulletin technique de la Suisse Romande, 71e annee, 

no. 1, p. 13-22; no. 4, p. 41- 50; 43 figs. 

Experiences acquired from large tunnel construction works (Gothard, Simplon, Jura tunnels, 

Lotschberg, Amsteg Gallery, and La Croix tunnel) 

are described. The irregularity of the pressure 

manifestations appears as a striking fact. Pressures on tunnels can be considered the result of 

the combination of three factors: height of 

overburden-that is, depth of the tunnel under the 

soil level; physical and mechanical properties of 

the ground; and time. A study is made of the 

properties of soils, classification of soils, and the 

evolution of the theories for the calculation of 

pressures on tunnels. Tests on small-scale models 

are described, and examples of calculation are 

given-calculation of pressures at great depth and 

of thrusts near the ground surface. -Complete 

translation prepared (no. 29). 

Stiny, Josef, 1950, 

Tunnelbaugeologie [Geology applied to tunnel 

construction], 366 p., 192 illus., Vienna, 

Springer-Verlag. 

This work covers geologic investigations, in 

office and field, involved in the construction of 

tunnels and underground installations such as power 

plants, transformers, ammunition storage plants, 

factories, etc. Consideration is given to stratification layers and structure of mountains as they 

must be considered in tunnel construction, including 

sequence of layers and earthquake hazards in 

underground cavities. Each of the following topics 

is developed in detail: excavation methods, both 

manual and mechanical, by boring and blasting; 

heat conditions in underground chambers-variation 

of heat of the crust and relation of degree of 

heat to depth within the earth; propagation of 

6 

sound and vibration waves through mountains; water 

problems; air conditioning of galleries, noxious 

gases; earth pressures around tunnels; layout and 

construction methods; underground cavities for 

special purposes-pressure tunnels, air defense 

installations, gun emplacements and underground 

troop shelters, power plants . and transformers, 

factories, etc; selection and characteristics of 

building stones; continuing geologic consultation; and 

final geologic report. Each chapter is followed by 

numerous bibliographic references. 

Tennessee Valley Authority, 1949, 

Geology and foundation treatment: Tennessee Valley 

Authority, Technical Report 22, 548 p., 

175 illus.' 13 tables, washington,- u. s. 

Government Printing Office. 

This report covers the general subject of foundations for dams and related structures and comprises 

a record of the more important facts concerning 

the geology and the foundation treatment required in 

the construction of the major water control structures of the Tennessee River system. The dams 

of the Tennessee Riv~r system were constructed 

by TVA under a variety of geologic conditions. 

Especially is this true on a number of projects 

where the structures had to be founded upon limestone. On these projects major geologic study 

was necessary and great expense and extensive 

treatment were required. No two of these limestone 

projects are alike. After an introductory statement 

as to the geology of the region and a discussion 

of methods and equipment involved in foundation 

treatment and preparation, the geology and remedial 

treatment of foundations for the various projects 

are described in some detail. 

Thomas, H. H. , 1948, 

Clark Dam, Tasmania-Investigations undertaken 

preparatory to its design and construction: 

Journal of the l11.stitution of Engineers of 

Australia, v. 20, no. 9, p. 97-106, 14 figs., 

bibl. , Sydney. 

This paper summarizes some of the investigations undertaken in connection with the design of 

Clark Dam, an arch-gravity dam 200 ft" high, now 

under construction on the Derwent River at Butler's 

Gorge, Tasmania, to supply. the Tarraleah power 

station. A report is given of the general study 

of the hydrology and topography of the district, 

which established the practicability of the Tarraleah 

Power Development, and of a second hydrological 

study, which determined the spillway capacity. 

The geologic investigation showed that there would 

be a safe thickness of dolerite beneath the dam; 

however, two inclined seams of decomposed 

dolerite traverse the foundations of the dam and 

will require local treatment. Various possible 

types of dams were considered and the archgravity type was selected upon estimate of the cost. 

An outline is also given of the basic research concerning construction materials, cement, concrete, 

aggregates, concrete placement, ano outlet works. 
DRILLIN"G AND EXPLORATION 

Dutta, K. K. , 1951, 

Subsurface exploration at dam sites [ abs] : 38th 

Indian Science Congress, Bangalore, 

Proceedings, pt. 3, p. 132-133. Indian 

Science Congress Association, 1 Park Street, 

Calcutta. 

"A dam is a. major engineering structure; its construction is costly, and failure of a dam is catastrophic. 

Most failures have been attributed to defective foundation conditions. Hence foundation investigation before 

construction is at present the standard practice. 

Foundation investigation consists of a considerable 

amount of subsurface exploration in addition to geological 

mapping. Subsurface exploration helps in determining 

(1) type and design of dam suitable for the site; (2) depth 

of cutoff wall necessary in an earth dam; (3) nature of 

rocks in the foundation for a masonry dam; ( 4) depth of 

weathering, and amount of excavation necessary for a. 

masonry dam; (5) nature of weak features in the foundation like joints, faults, solution channels, cavities, etc. , 

requiring treatment; and (6) depth of water table, which 

influences leakage from reservoirs. Subsurface exploration helps in the selection of the most economic 

site for a dam, at a nominal cost. It is carried out by 

means of pits, trenches, tunnels, and drill holes, and 

also by geophysical methods. Pits, trenches, etc., 

allowing visual examination of the rocks in situ, are 

preferable; but they cannot be used for deep exploration 

and below river beds, where drilling is essential. Core 

drilling is preferable to percussion methods. Geophysical methods are very helpful in finding depth of 

sand and gravel in river beds." 

Edmunds, F. H. , 1950, 

The geological approach to site investigation: 

Structural Engineering, v. 28, no. 3, p. 55-60. 

"The influence of geological factors on the design of 

foundations is discussed and a number of structural 

and civil engineering jobs in various parts of Britain 

are described as examples of the applications of geology 

to site investigations. Sources of geological data 

available to the engineer are indicated as well as the 

method of geological approach to a site investigation. 

It is emphasized, that, wherever structural engineering 

works of any large size are proposed, both time and 

money may often be saved by carrying out the site 

investigation in consultation with a trained tJeologist. " 

Abs. 506, Bldg. Sci. Abs., 1950. 

Harned, C. H., 1950, 

New tools, techniques and talents used in 1951-model 

bridge foundation s~udies: California Highways 

and Public Works, p. 36-42, 10 photos, 4 figs., 

Nov. -Dec. 1950. 

This article contains descriptions of new tools and 

methods developed by the bridge department of the 

California. Division of Highways for conducting modern 

foundation studies: drilling equipment capable of conducting any conceivable drilling operation in any kind 

of earth material to depths of about 400 feet; testing 

7 

apparatus enabling the measurement of important 

physical characteristics of foundation materials; piletesting apparatus; automatic power unit; load tests for 

footing foundations; skin friction tests for determining 

pile lengths and bearing capacities for fraction piles. 

Institution-of Civil Engineers, Civil Engineering Codes 

of Practice, Joint Committee, 1950, 

Site investigations, Code no. 1: Gt. George St. , 

London, S. W. 1, Institution of Civil Engineerr .. 

"The Code deals mainly with the investigation of the 

suitability and characteristics of sites as they affect 

the design and construction of civil engineering works 

and the security of neighboring structures. It has been 

assumed that in selecting the site, due regard has 

been paid to the wider social and economic considerations affecting the community at large. This does not 

exclude the possibility that two or more alternative 

sites may require detailed investigations before a final 

choice can be made. The Code is intended to summarize 

in a convenient form the information it is desirable to 

obtain, and has been drawn up in relation to conditions 

existing in the British Isles. Occasional reference is 

made to conditions overseas, where this has appeared 

desirable. Whilst detailed consideration is given to 

both soil and geological conditions in connection with 

foundation problems, constructional materials are 

treated more briefly and if considered advisable later, 

will form the subject of a separate Code of Practice." 

-Abs. 536, Civil Eng. and Public Works Rev., v. 46, 

Feb. 1951. 

Kuhne, F., 1947, 

Tiefbohrtechnik und Geologie [Technique of deep 

drilling and geology]: Die Technik, v. 2, 

no. 8, p. 347-350, 6 figs., Berlin. 

This paper discusses the application of deep drilling 

in relation to geology and the necessity of close cooperr.-

tion between driller and geologist. The purposes of 

deep drilling are the exploration of the farther boundary 

of a known deposit, employing both horizontal and 

vertical drilling, and the investigation of an unknown 

deposit. Objectives of the latter are preliminary 

geophysical research; a preliminary geologic profile 

to be provided to the driller,· with information on the 

layers he is expected to encounter, the depth to be 

reached by the drill, and the direction and angle of the 

inclined drill to be eventually performed in case of 

faulting or disturbance; survey of the bore hole; determi· 

nation of porosity and strength by the Schlumberger 

or Martienssen method; cessation of the drilling operation; and filling up the bore hole. 

Luthin, J. N., 1949, 

A reel-type electric probe for measuring watertable elevations: Agronomy Journal, v. 41, 

no. 12, p. 584-585, 2 figs., bibl., Madison, Wis. 

In order to measure the water table, piezometers 

consisting of 3/8-inch perforated iron pipes were 
driven into the ground in tile-drained fields with 

either 2 or 6 inches of the piezometers extending 

above the surface of the ground. A probe or 

water-elevation-measuring device was developed, 

which gives the largest number of readings in 

the shortest time, can be used without stooping, 

is sturdy enough to stand up under rough field 

usage by untrained personnel, and is inexpensive 

and simple to construct. The paper gives a 

description of this device. 

Minikin, R. R., 1948, 

Structural foundations: 539 p., 210 figs., 

bibl., London, Crosby Lockwood & Son, 

Ltd., 1948. 

This book is a presentation of the rules of engineering practice essential to the construction of stable 

foundations. Chapters and sections deal with the 

following matters: 

{1) Methods used in preliminary surveys to obtain 

data as to area, plan, surface contours, and vertical 

sections; nature and condition of the terrain; nature 

and characteristics of the subsoil, and the ground 

water level; and the depth at which firm ground is 

encountered. 

{2) Exploration methods, such as probing, sinking 

deep pits, boring, and underwater test pits. 

{3) Criteria for recognition of soil and rock types, 

including a classification of rocks and their main 

characteristics. 

(4) A study of the bearing capacity of ground. 

{5) Clay and soil mechanics as applied to problems 

of everyday engineering. 

(6) Engineering works such as earth embankments 

and cuttings, retaining walls, bridge abutments, 

foundations in general, miscellaneous footings, reservoirs, viaducts, and tall chimneys. 

{7) Artificial consolidation of subfoundations-the 

"Compressol" system, and its development, the 11 Lolat 11 system; grouting, pier footing, chemical consolidation, and electro-osmosis. A short bibliography 

on soil mechanics is included. 

Pinsard, M., 1947, 

Foncage d'un puits en sables boulants, procede' 

Honigmann [Sha.ft-sinking in quicksand-Honigmann process]: Revue de l'industrie minerale, 

no. 520, p. 191-199, 10 figs., Paris. 

The author describes the use of the Honig mann process 

for sinking a shaft 19ft in diameter through loose 

water-bearing gravel, sand, and clay to a depthofabout 

1, 000 ft in the Cologne coal basin. In this process a 

series of borings is made, each of which increases the 

diameter of the shaft until it is slightly larger than the 

intended finished diameter. Each boring is driven to 

the full depth of the shaft. The shaft lining, consisting 

of metal rings, is assembled as it is lowered into the 

shaft, and the space between the tubing and the wall is 

filled with cement. Costs as compared to similar 

shafts sunk by the artificial freezing process indicate 

the Honigmann pr~cess is cheaper to a diameter as 

large as 4. 5 m, comparable in the range of 4. 50-5 m, 

and more expensive for bores over 5 m diameter.-

complete translation prepared {no. 19). DV. 

Remenieras, M. G., and Terrier, M. M., 1951, 

La sonde electrothermique E. D. F. pour le forage 

des glaciers [The EDF electrothermic 

glacier drill] : Union geodesique et geophysique 

international, Association international 

d 'hydrologie scie_ntifique, Bruxelles, 1951, 

tome 1, p. 254-260, 5 figs. , bibl. 

After a brief history of the various methods used to 

drill in glaciers, a study is made of the theoretical 

speed of advance of a thermic drill, which acts by 

melting the ice, and of the optimum characteristics of 

the heating (electrical resistance) of the drill. A description is given of an electrothermic drill, developed 

by the Service des Etudes et Recherches Hydrauliques 

d'Electricit~ de France, that was used to drill in the 

glacier of the Mer de Glace near Chamonix to determine 

the position of the bedrock. The results of the first 

drilling operations made on the Mer de Glace are 

given. The rate of progress of the drilling was 

20-25 m per hour for a drilling diameter ranging 

between 60 mm and 80 mm. The deepest drill was 

stopped at the bedrock at 195m beneath the surface 

of the glacier. The study ends with a few considerations on the precautions to be taken in the use of the 

drill, and on its field of practical application. 

LANDSLIDES AND SUBSIDENCES 

Baker, R. F., 1952, 

Determining corrective action for highway landslide 

problems in analysis of landslides: National Research Council, Highway Research Board Bull. 49, 

p. 1-27, 15 figs., bibl., Washington. 

This study was designed to prepare an approach to 

the analysis and correction of highway problems 

dealing with landslides in unconsolidated materials. 

Statements are outlined which are fundamental to the 

analysis of a landslide relative to its correction as a 

highway problem, and a detailed classification is 

8 

given of the most common measures that have been 

used in controlling or avoiding landslides. The preliminary analysis of a landslide, a field study, and a 

stability analysis are discussed. 

Florentin, M., 1947. 

Etude des glissements des talus argileux [Slides in 

clay slopes] : Laboratoires du batiment et 

des tra.vaux publics, Compte rendu des 

recherches effectuees in 1947, p. 153-170, 

19 figs., bibl. ref. Paris. 
This article is a. discussion of the theoretical considerations involved in the shearing of clay and the 

application of these principles to the study of a specific 

case: landslides which occurred in the bank of the 

Genissiat power station, built on a ridge of glacial marl. 

The slides were caused by the overLoad produced by 

excavated material, laid down in three successive 

terraces on the north side and at a short distance from 

the station, and were accelerated by hydrostatic conditions of the slope. Results are given of the investigation at a ·location and of laboratory research made 

to obtain guide for recognition of: (1) the characteristics 

of the soil; (2) the evolution of these characteristics 

under the influence of the moist load constituted by the 

dump material and under the influence of the slides; 

and (3) the safety factor that could be expected afterremoval of the dump and after drainage for the purpose 

of reducing the accumulation of water within the slope. 

The measures that were adopted to stabilize the slope 

are also give. -Complete translation prepared 

(no. 30). 

Great Britain Ministry of Works, Inter-Departmental 

Committee, 1951, 

Mining subsidence, effects on small houses: Special 

Rept. 12, 23 p., 12 figs., London, His 

Majesty's stationery office. 

This report was prepared by a. committee appointed 

by the Ministry of Works to U!ldertake a technical investigation into methods of preventing and minimizing 

damage cause by subsidence to houses in mining areas. 

It contains technical information which is not readily 

accessible elsewhere and cannot fail to be of interest 

to local authorities, architects, town planners, and 

others in areas where subterranean excavation is 

causing settlement and disturbance. It deals with the 

nature of subsidence produced by mining operations, 

the general approach to a. problem in mining subsidence, 

and the recommended precautions. 

Holmsen, Per., 1949, 

Om kvikkleire og betingelsene for dens dannelse 

[On quickclay and the conditions by its formation], Geologiska Foreningen i Stockholm, 

Forha.ndlingar, band 71, p. 616-619, fig. 

Some remarks on account of C. -G. Wenner's paper 

(Fa.kta om Sveriges lerforekomster, Geologiska 

Foreningen i Stockholm, F~rhandlingar, band 71, 1949) 

regarding the relation between slides and the occurrences 

of quickclay. Author emphasizes the fact that in Norway 

both are associated with raised fjordbottoms and that 

the deposition of the clay in salt water gives it a surplus 

of water which is quickly disengaged by stirring, while 

the consistency changes from plastic into liquid. -From 

abs. by C. Caldenius, in Ann. rev. of 1949 Swedish 

literature, Geol. Foren. Stockholm Forh., band 72, 

no. 4, 1950. 

__ 1952, 

Land-slips in Norwegian quick-clays; p. 1-17, 4 figs., 

8 bibl., refs. (Royal Norwegian Council for 

Scientific and Industrial Research, Geotechnical 

Institute), Oslo, April 1952. 

"In Norway, quick-clay deposits occasionally cause large 

land slips, or rather, landslides. This article attempts to 

give an outline of the mode of occurrence, the geographical 

distribution, some common features as to the mechanism 

and supposed causes of the slips. Particular reference 

is given to the famous landslide in Vaerdalen, north of 

Trondheim, in 1893, where nearly 3 square kilometers 

of cultivated land and about 55 million cu m were transformed into a heavy liquid washing down the valley toward" 

the fjord. One hundred and eleven persons lost their 

lives in this catastrophe. "-Author's synopsis. 1950. 

Hundt, Rudolf, 1950, 

Erdfalltektonik [Tectonics of subsidences]: 145 p., 

136 illus., bibl., Halle (Saale), Wilhelm Knapp, 

1950. 

In the first part of the book the author develops the 

following topics: {1) origin of a normal subsidence, relation between faulting (tectonics o'f large movements) 

and tectonics of subsidences (tectonics of small movements); (2) the influence of tectonics of subsidences on 

recent landscapes; (3) underground disappearance of 

rivers and brooks; (4) formation of cavities; (5) karst 

phenomena; and (6) earthshocks. 

The second part deals with the significance of subsidences with regard to: (1) lignite deposits; (2) rocks 

and soils; (3) ore deposits; (4) sinter deposits; {5) fossil 

layers; and (6) hydrology. 

The third part refers to deep-boring profiles and 

others in Thuringia, Central Germany; in the Zechstein 

{Permian limestone) of the west and south rim of the 

Harz; and in the stratified series of rocks {Permian 

limestone) in Niedersachsen, showing the composition 

of the subsoil in areas where subsidences have occurred 

or may occur. An abundant bibliography is given. 

Larew, H. G., 1952, 

Use of field, laboratory and theoretical procedures 

for analyzing landslides, in .Analysis pf landslides: National Research Council, Highway 

Research Board Bull. 49, p. 28-39, 5 figs., 

bibl., Washington. 

"This paper presents field and laboratory data obtained 

from three actual landslides. The study was confined 

to a two-dimensional analysis of a shear-type failure 

in shallow deposits of unconsolidated materials. The 

data were used to check the validity of the circular-arc 

method of slope analysis. The soil strength required 

for stability, as determined from this method of analysis, 

was compared with the strength of the soil as measured 

by laboratory tests. The data are insufficient to indicate definitely the range of applicability of the circulararc method. However, when combined with similar data 

from previous studies the results indicate the limited 

applicability of this approach and point to the areawhere 

further study is needed before it can be used to obtain 

quantitative answers to the problem of prevention and 

correction of highwaylandslides."-Author's abs. 
Odenstad, S., 1948, 

Skredet vid Lidan [ The landslide on the river Lidan] : 

Geologiska. Foreningen i Stockholm Forhandlingar, 

Band 70, p. 254-257, 2 figs. ; discussion, 

Olsson, Ekstr~m, Brenner, Felleni11s, Ska.ven, 

Haug, Horner, and Caldenius, p. 258-263. 

"On the left back of the river Lidan a landslide occurred on February 2, 1946. About 0. 5 million cum 

of the bank and the adjoining sediment plateau slid 

down, blocking the river for a distance of 800 m and 

causing the water to rise 11-12 m. The slide has been 

investigated by borings with piston borer and vane borer. 

The latter is a new device which is described in detail. 

The values of the shearing resistance of the clay obtained by the vane borer are found, especially in the 

deeper parts of the clay, to be greater than those 

determined by the cone method. The pressure tests 

give still lower values. There are several causes of 

the slide, among them a lowering of the baselevel of 

the river. "-Adapted from abs. by C. Caldenius. in 

Ann. rev. of 1948 Swedish literature, Geol. Foren. 

Stockholm Forh., Band 71, ·Rept. 4, 1949. 

Pchelincev, V. F., 1946, 

[New trends in the field of landslide control]: 

Priroda, no. 10, p. 20-25, Leningrad. 

[In Russian. ] 

This article deals with the various procedures for 

controlling landslides: 

(1) Removal of water already present, or prevention 

of entrance of additional water in the sliding mass, by 

means of drainage tunnels (with system of evacuation 

by drain wells, or pumps, or both), or by ditches in 

the mass. 

(2) Regularization of surface flow. 

(3) Mechanical measures-retaining walls, gabions, 

reinforced concrete poles, and mass movement 

(removal of earth toward the toe). 

(4) Tendency to the application of combined procedures. 

A study of the physico-mechanical and physico-chemical 

characteristics of soils is presented. -Translation, 

abs. 9-15988, Bulletin analytique. 

Von Moos, Armin, and Rutsch, R. F., 1944, 

Doer einen durch Gefugestorung verursachten 

Seeufereinbruch (Gerzensee, Kt. Berne) 

[Lake shore subsidence caused by, structure 

disturbance] ; Eclogae geologicae Helvetiae, 

v. 37, no. 2, p. 385-400, 8 figs., Basel. 

The causes and mechanics of slumping in an area of 

the west shore of Gerzen Lake,in Switzerland, are 

described. The material of the shore is loam, overlain by marl, overlain by peat. The marl had a high 

water content and loose structure. The natural structure of the marl was disturbed during logging operations, 

especially by blasting of stumps while the lake was at 

a low level and the layer of peat was frozen. The marl 

10 

liquefied and flowed out from under the peat cover. 

Other examples of similar failures are described. 

Complete translation prepared (no. 17). 

Wilson, A., 194\j, 

Subsidence in an earth reservoir embankment: 

Surveyor, v. 108, no. 3013, p. 663-665; 

Institution Municipal Engineers Journal, v. 76, 

no. 9, p. 610-619, 1950. 

A study is reported of the cause of successive subsidences on an earth embankment and the subsequent 

remedial measures adopted to safeguard the stability 

of the embankment. The experimental and observational data showed that the embankment had been founded 

on shattered and extensively fissured bedroek, and that 

the effect on the puddle core of this position was the 

primary cause of the subsidence. Leakage under the 

overflow weir also caused scouring of the material in 

the embankment immediately overlying the foundation. 

Remedial measures comprised the drilling of holes 

down through the centre of the puddle core and the 

sealing of the rock fissures by injecting cement grout 

under pressure. Other injections of grout were made, 

as in the rock on the reservoir side of the cutoff 

trench through or under which water had been seeping."-

Abs. 510, Bldg. Sci. Abst., 1950. 

Wenner, Carl-Gosta, 1951, 

Data on Swedish landslides: Stockholms Hl)gskolas 

Geologisl<..a. Institut, Meddelanden, no. 93-94, 

p. 300-308, 6 figs~, bibl. [In English.] 

A statistical study of slides in clay on the coastal 

areas of southern Sweden. The immediate cause of a 

landslide is usually a decrease in stability, which may 

be caused by increase of load, removal of cou.11.terpressure, or decrease in strength of the clay. Mankind 

is to blame for most slides, but some are caused by 

natural processes, such as increase in load due to 

rain, erosion of sea shores and river banks, or possible deterioration of stability caused by chemical or 

physical changes in the clay deposits. Stability may 

be computed by using imaginary slip planes in a circular 

arc. Four landslides are discussed, in which the 

position of the slip plane was determined by examining 

undisturbed clay samples, and comparing the actual 

position of the slip plane with the computed position. 

The slides investigated confirm the correctness of 

computations with slip planes in, circular arcs. 

Anonymous, 1952, 

Landslides on the Razorback Range near Wollongong, 

1949 and 1950: Main Roads [Australia], v. 17, 

no. 3, p. 77-83, 1 map, 3 figs., 6 photos. 

Extensive landslides occurred along several highways 

south of Sydney, in the Razorback Range and at Bully 

Pass, as a result of exceptional flood rains in 1949 and 

1950. In one of the affected areas, layers of clay 

over lying shale were softened by the downward percolating water which was blocked by the shale. Flow 

slides occurred and continued for long periods, causing 
1' 

inconvenience and delay to traffic. The remedial measures 

taken are described but in view ofthe general instability of 

the RazorbackRange, survey investigations are in hand 

for alternative route farther: _east. The cause and description of landslides that took place at several other 

locations under similar conditions are also given. 

MAPPlliG TECHNIQUES 

Hittle, J. E., 1949, 

Airphoto interpretation of engineering sites and 

materials: Photogrammetric Engineering, 

v. 15, no. 4, p. 589-603, 10 figs. , bibl. 

· The technique of airphoto interpretation for engineering purposes is an important tool in all phases of 

engineering construction dealing with soil and rock as 

surface materials. The author explains how airphotos 

can be used to identify soil and rock materials, groundwater conditions, and geologic features, and how the 

application of these determinations to specific projects 

makes it possible to appraise the suitability of site 

locations for dams, canals, highways, airports, and 

railroads; to conduct construction materials surveys; 

to develop sampling programs for detailed investigations of soil and rock materials; and to prepare landuse, drainage, and engineering soil maps. 

Maag, E., 1950, 

Die bautechnische Badenwertkarte, ein Versuch zur 

wertmrtssigen Klassifizierung des Baugrundes. 

[The soil evaluation map-an attempt to classify 

soils according to their value as foundation 

materials]: Strasse und Verkehr, v. 36, 

no. 10, p. 310-312; Solothurn. [In German.] 

"It is shown on theoretical grounds that the quality 

of a foundation soil can be expressed in terms of permissible soil pressure, weight of superimposed structure, and bearing area. Cost is shown to be directly 

proportional to the product of soil density and the 

factor representing internal friction. It is suggested 

that a soil map based on the values of this product, as 

determined from the results of soil surveys, would be 

of great value to engineers, and such a map of the 

Lucerne area is reproduced. It is noted that these 

maps supplement but do not replace geological maps, 

and that one of their main uses is to indicate where 

further surveys are desirable. To assist in the preparation of similar maps, use could be made of graphs 

showing the approximate relationship between the 

principal properties of soil. A graph is reproduced 

in which the permeability of different soil groups and 

the range of variations encountered are plotted on a 

logarithmic scale in comparison with the corresponding 

values of plasticity index, porosity, capillary rise, 

settlement, angle of internal friction, and density." -Abs. 

102, Bldg. Sci. Abs., 1951. 

Mallard, J. D., 1950, 

Air photography in irrigation and water-development 

work: Engineering Journal, v. 33, no. 8, 

p. 695-699, 7 figs. Montreal. 

"A great many distinctive land forms are recorded 

in air photographs. With an understanding of geologic 

11 

processes and of soil principles, soil conditions may 

be intetpreted from the photos. Engineering problems 

can then .in turn be predicted and their significance 

evaluated. Mosaics, contact prints, and stereopairs 

are used as illustrations. How the interpretation of 

features observed in thes€1 photos can simplify and 

facilitate preliminary irrigation and water development 

surveys is also given. Selected examples show unstable 

valley slopes, alkali-salt soils, heavy clay lakebed soils, 

gravel deposits, irrigable areas, and valleys 

sections. "-Author's·abs. 

Munsell Color Company, Inc., 1950, see also 

Pendleton, R. L., and Nickerson, D. 

Munsell soil color charts-special edition for use 

of soil scientists, geologists, and archeologists: Baltimore, Md. 

Pendleton, R. L. , and Nickerson, D. , 1951, 

Soil colors and special Munsell soil color charts: 

Soil Science, v. 71, no. 1, p. 35-43, bibl. 

Baltimore, Md. 

Soil color is important in describing and differentiating. soils. Standardized common color names 

and Munsell color standards have been adopted 

by the Soil Survey Division, U. S. Dept. 

Agriculture, to reduce personal idiosyncrasies in 

color naming. A special form of the Munsell 

soil color chart has been designed recently to 

make more effective use of the color chip standards 

in specifying small differences in soil color. This 

new edition of the soil color chart gives a greater 

range of colors, with holes between samples, and is 

supplied with masks. It includes all color chips that 

appear on the regular edition and uses the same names. 

The use of the Munsell notations is urged in all descriptions of soil color. 

Powers, W. E., 1951, 

A key for the photo-identification of glacial landforms: Photogrammetric Engineering, v. 17, 

no. 5, p. 776-779. 

This article summarizes a key for the photoidentification of gl"acial landforms, by means of which a 

photointerprete~ untrained in glaciation or geomorphology can identify correctly the landscape features in 

a region formerly occupied by continental glaciers. 

A guide for differentiating and identifying the following 

15 landform types is given: lacustrine plains, valley 

plains of streams, stream-dissected plains or hill 

lands, dunes, glaciated bedrock-controlled plains, 

rough end moraine, undulating till plains, drumlins, till 

knobs other than drumlins, kames, eskers, valley train 

terraces, kame terraces, outwash plains, and filled basins. 
Raup, H. M., and Denny, C. S., 1950, 

Photo interpretation of the terrain along the southern part of the Alaska Highway: U. S. 

Geological Survey Bull. 963-D, p. 1-135, 

figs., tables, keys. 

"This paper is an attempt to apply the combined 

knowledge and techniques of botany and geology to the 

photo interpretation of terrain in northern regionsin partie ular, the area along the southern pq.rt of the 

Alaska. Highway in British Columbia and southeastern 

Yukon, where the forests are composed primarily of 

only a few species of trees. The authors describe 

the uses and limitations of these trees and associated 

shrubs as indicators of such characteristics of the 

ground on which they grow as soil texture, drainage, 

presence or absence of permafrost, stability of 

slopes, and trafficability. Many of the individual 

species or groups of species, it is pointed out, can 

be identified on aerial photographs at scales of 

1:20,000 or less if one has a general knowledge of the 

geography of the principal vegetation types and if some 

account is taken of their topographic position-whether, 

f~r example, they grow on terraces, on steep 

mountain slopes, or above the timber line. The 

paper includes a brief discussion of the following 

topics: the local terrain; climate and permafrost; 

identification of the common forest trees on the 

ground; the forest types and their relation to the 

local terrain; the geographic extent of the forests in 

northern British Columbia and southeastern Yukon; 

and the modification of the forests after fire. A key 

for the identification of the vegetation on aerial 

photographs is given. Aerial photographs arranged 

as sterotriplets illustrate the methods of identifying 

the vegetation; they are accompanied by outline maps 

that delineate the vegetation types visible on each 

photograph; and the terrain interpretation based on 

the local vegetation and topography visible on each 

triplet is stated briefly. "-Authors' abs. 

Smith, H. T. U., 1952, 

Photo-interpretation in applied earth science: 

Photogra.mmetric Engineering, v. 18, no. 3, 

p. 418-428, bibl. 

The author gives ~review of the historical developments and present capabilities of photointerpretation as 

an aid in applying the knowledge and methodology 

of geology and soil science to the practical problems 

of mineral exploration and development, civil 

engineering projects, and land- utilization programs. 

In order to provide a proper perspective on the 

subject, the relationship between basic and applied 

phases of the sciences concerned is first outlined, 

and the role of airphotos in each of these phases is 

considered. 

PHYSICAL PROPERTIES OF ROCKS 

Mahadevan, C., and Sathapathi, Waltair, 1951, 

Artifacts as chronographs of rock weathering [ abs.] : 

38th Indian Science Congress, Bangalore, 

Proceedings, pt. 3, Indian Science Congress 

Association, 1 Park St., Calcutta 16. 

"It is known that weathering of rocks is an extremely 

slow process for which reason erosion of soils is 

considered to be an irreparable menance to national 

welfare. In spite of the fact that time is an important 

factor of soil formation, very little is known about 

the rates at which different rocks decay and give 

rise to soils. Some information can be obtained from 

the observations made by Ruprecht (1866), on the 

Tartar-built mounds in the European steppe of Russia; 

Geikie {1880), on dated tomb stones in Edinburgh 

churchyard; Dokuchacy {1883), on ruins of StaroLadoga fortress; Goodchild (1890), on limestones; 

Hilger (1897), on powdered rock particles; Hirschwald 

{1908), on old buildings in Central Europe; Ecoma, 

Verstage, and Van Baren {1928), on 1883 eruptive 

material of Kraka.tao; Akimtzev (1932), on the walls of 

the Ka.menetz fortress in Ukraine, U.S. S. R: 

Miss Schreckenthal (1935), on alpine glacial moraines; 

and Hardy (1939), on volcanic-ash soils of Soufriere district in St. Vincent. 

"From a. very careful study of the weathering undergone by the paleoliths and eoliths from parts of the 

Deccan and Guntur districts collected by one of the 

writers (C. Mahadevan), it is found that the depth of 

weathering of the artifacts in different rock types such 

as dolerite, argillaceous sandstones, and quartzites 

from the same locality are different. A study of the 

12 

effects of weathering on paleoliths and eoliths is a 

fruitful line of attack on the study of the rate of soil 

formation. "-Authors' abs. 

Tchourinov, M. P., 1945, 

Modifications par alteration dans la composition, 

la structure et les proprietes des argiles 

du Cretace Inferieur [Modifications by 

weathering in the composition, structure, 

and properties of the Lower Cretaceous clay] : 

Academie des sciences de l'U. R. S. S. Comptes 

rendus, tome 49, no. 5, p. 364-368, 

5 tables, Moscow. 

Landslides along the bank of the Volga. and Sviaga. 

Rivers caused by base exchange and other chemical alterations attending weathering are discussed. The more 

important alterations include oxidation and decomposition 

of pyrite in the clay, resulting in an increase in quantity 

of calcium and magnesium sulphates. Base exchange 

reactions altered the structure and physical properties 

of the clay so that the natural water content exceeded 

the plastic limit, and the liquid limit was greatly lowered. 

Slides occur only in the weathered and altered zones of 

the clay slopes. Five tables show analyses and physical 

properties of the altered and unaltered clay. -Complete 

translation prepared (no. 15). 

W ellma.n, H. W. , 1951, 

Differential weathering or anomalous metamorphism; New Zealand Journal of Science and 

• 
~, 

/ 

Technology, sec. B, v. 32, no. 6, 

p. 950-952, bibl. 

"Bartrum has described pebbles of soft mudstone from 

conglomerate interbedded with indurated sandstone 

(graywacke) near Morrinsville. The writer considers 

that the induration of the graywacke is due to low-rank 

metamorphism which should extend equally to adjoining 

beds and to a.F pebbles in a. conglomerate. Unless 

some other explanation can be found for their softness, 

the pebbles are anomalous. Examination has shown 

that the soft pebbles are confined to the weathered zone 

near the surface, and that deeper pebbles are at least 

as indurated as the graywacke. The softness of the 

pebbles is due solely to their having once been calcareouE, 

and to the calcareous cement having been weathered 

out. They represent differential weathering, and not 

anomalous metamorphism. "-Author's abs. 

SOILS AND SOIL MECHANICS 

General topics 

Barriol, J., Bloch, J. M., and Kayser, F., 1948, 

Sur la measure de la thixotropie des suspensions de 

bentonite [On the determination of the 

thixotropy of bentonite suspensions]: Academie 

des sciences de Paris, Comptes rendus, 

v. 226, pt. 2, p. 1899-1901, 1948. 

Thixotropy, which is shown by aqueous suspensions 

of bentonite, is generally expressed by the measurement of stiffness. A description is given of two methods 

used by the authors to make this determination: the 

penetration method, by means of brass cylinders, and 

the torsion method, using a torsion couple. ·The first 

method is very rapid and convenient, the second longer, 

very responsive, and gives an absolute measurement 

of the thixotropy in a very wide range if the torsion 

wire 1s properly selected. The results of both methods 

are comparable. 

Boswell, P. G. H., 1949, 

A preliminary examination of the thixotropy of some 

sedimentary rocks: Geological Society London, 

Quarterly Journal, v. 104, no. 416, p. 499-526, 

8 tables, bibl. 

"Although the thixotropic behavior of geological 

materials (made manifest by the isothermal, reversible, 

gel-sol-gel transformation) has been utilized in many 

industries, the thixotropy of naturally occurring sediments appears to have been but little studied. The 

results of a preliminary examination of a representative 

series of unconsolidated rocks are therefore presented. 

Excepting coarse clean sands and gravel, all sediments 

prove to be capable of assuming the thixotropic state, 

the degree of thixotropy depending on grain size, 

grading, mineralogical composition, and the presence 

of electrolytes. Thixotropic values and their range 

are given for a large selection of sediments from Britain 

and abroad, and notes'are added on the problems presented by some of the more interesting materials."-

Author's abs. 

Day, P. R., and Holmgren, G. G., 1952, 

Microscupic changes in soil structure during compression: Soil Science Society America 

Proceedings, v. 16, no. 1, p. 73-77, 6 figs., 

2 tables, bibl. 

"Compressed specimens of soil were examined 

microscopically to determine the nature of the changes 

13 

occurring in moist soil during the application of 

pressure. A small compression chamber was filled 

loosely with moist soil aggregates, and the pressure 

was applied gradually in a controlled manner. The 

compressed material was removed at various stages 

and dried. Polisbed sections were then prepared. 

The results have been preserved in a series of photomicrographs and show that the volume changes are 

attributable in large part to plastic deformation of 

the aggregates. Deformation occurred readily at the 

lower plastic limit, causing a. progressive closing of 

the interaggregate spaces as the pressure was increased. 

At water contents below this limit deformation appeared 

to be localized in the areas of contact between aggregates and consisted mainly of flattening of the aggregates 

against one another. The incomplete closing of the 

interaggregate spaces at low water contents was 

attributed to the increased shearing strength of the 

material. The theory has been advanced that 

during compression localized stresses in excess 

of the shearing strength occur in the contact areas 

between aggregates and that the resulting flattening 

causes a diminution of stress on account of the 

distribution of the load over a greater area; deformation ceases when the shearing stress falls 

below the shearing strength. According to this 

theory, the flattening phenomenon acts as a check 

against unlimited deformation at any given pressure. "-Authors' abs. 

De larue, M. J., and Mariotti, M. M., 1950, 

Quelques problemes de mecanique des sols au Maroc 

[Problems of soil mechan~cs in Morocco] : 

Annales de l'Institut technique du b'atiment 

et des travaux publics, Sols et fondations 

no. 3, p. 37-50, 16 figs. 

"This report is confined to two definite subjects: 

site tests on rock soils and fissured clays and their 

behavior under loads. 

"{1) Site tests: The first part of these tests is a 

continuation of the direct measurement of the modulus 

of elasticity, the principle of which is explained in 

Mr. Habib's report., Determination of the modulus of 

elasticity of rocks on the site {Anna.les de l'inst. 

tech. du batiment, p. 27-35, 1950). These measurements are used on a large number of different 

rock types: quartzites, quartz sandstones, soft 

sandstone, schists and soft conglomerate at 

Im'fout, basalt at Tim'inoutine, gritstone at AitChouarit, and marl at Afourer. The results of 

the tests show the importance of the effect of 

compression which preceded elastic deformation in 

each case. The stresses in the walls were also 
measured and the authors give the results of the tests. 

Finally, measurements of thrust in the tunnel at 

Afourer were taken, and an investigation made into the 

effect of the infiltration of water on the strength of the 

rock. In their concluding remarks, the authors indicate the use which can be made of the results of the 

tests, particularly for the design of the supports of 

dams and the examination of the conditions in which 

rock deteriorates. 

"(2) Foundations on fissured clays: This problem is 

peculiar to Morocco and is very important for Safi. 

Even light buildings suffer widespread damage through 

cracks appearing in the foundation clay. Tests were 

made on the various materials and showed the nature 

of the effects of swelling. When it first occurs, 

swelling tends to close up the cracks, at any. rate to 

a relatively great depth, but then swelling of the lower 

layers produces heaving in the upper layers. The 

preliminary test needs to be confirmed by a systematic 

investigation. "-Abs., Annales inst. tech. batiment. 

Dervieux, M. F., 1950, 

Problemes particuliers de m~canique des sols en 

Algerie [Peculiar problems of soil mechanics 

in Algeria]: Annales de l'Institut technique du 

ba.timent et des traveaux publics, Sols et 

fondations, no. 3, p. 51-62, 20 figs., 

Sept. 1950. 

"Two problems peculiar to Algeria are treated in 

broad outline. The first is set in the town of Algiers, 

where for many years landslides and crumbling of 

cliffs have endangered buildings erected on sloping 

ground. The combined researches of engineers have 

affirmed the action of infiltration waters and the pre~­

ence of a bed of glauconite which, lying between the 

calcareous mass and the foundation layer of clay and 

marl, enables the latter to be freed of stresses. The 

overhanging cliff gives way in places and recedes from 

year to year; marl traverses the slopes. Of all the 

remedies suggested for counteracting these difficulties, 

it has been possible to carry out only one: a draining 

level at the cliff face. This has alreq.dy reduced the 

rate of subsidence but sooner or later this drainage will 

have to be supplemented by supports. The second 

problem relates to the evaluation of a subterranean 

reservoir of water, the greater part of which is wasted 

in the atmospher~ by a 'chott' or lake or humid, 

plastic soil forming an immense evaporating surface. 

The clays which fill the hollow of this reservoir are 

pierced by small tubes, in which the air and capillary 

water are subjected to sudden pressure changes which 

modify the permeability conditions of these soils and 

the observation of the static levels of the phreatic water 

by means of piezometers. The phenomenon has been 

reproduced by an apparatus erected in a laboratory. "-

Author's abs. 

Ferrandon, Jean, 1948, 

L'etat d'equilibre limite des massifs filtrants 

(Limit equilibrium of filtering masses] : 

Le Genie civil, tome 125, no. 12, p. 230-232. 

The properties of limit equilibrium of earth masses 

form an essential chapter of soil mechanics and have 

been studied in important original memoirs. They 

14 

must be taken into consideration for the rational solution of many problems of application: stability of 

foundations, slopes, earth dikes, retaining walls, 

sheetpiling, etc. In some instances, such as dikes 

for dams or along canals, stresses are exerted on an 

earth mass which is subject to drainage on the downstream side while serving to maintain a water level 

on the upstream side. The purpose of the present 

paper is to indicate modifications which, in order to 

take these pressures into account, should be made to 

results defined in previous studies. 

Forbes, H., 1950, 

The geochemistry of earthwork: American Society 

of Civil Engineers, Proceedings, v. 76, 

separate no. 7, 20 p. 

"Observational and experimental data are presented 

relative to the geochemical processes and the mineralogical changes occurring during earth excavation for 

engineering structures. In presence of air and water 

compounds are being formed continuously during 

natural processes of weathering or deposition, and may 

be affected by the mechanical processes involved in 

earthwork. The character of the final compounds are 

important in determining the production of stable, 

dense, and relatively impervious masses, or of unstable slopes or cuts. In selecting construction material and controlling its use, soil or rock that will react 

unfavorably with water and the atmosphere should be 

avoided. Similarly, excavated slopes and faces in 

natural rock should be considered in the light of the 

following: (1) mineralogy and structure of the excavated 

material; (2) its future reaction with the atmosphere 

and moisture; (3) the effects produced on buildings, 

etc. , in or adjacent to the excavated areas as the 

foundation soil becomes modified by geochemical 

change. An understanding of geochemical reactions 

resulted in a saving in cost of the Swanzy Dam by the 

elimination of the impervious core or facing planned 

in the original design. "-Abs. 507, Bldg. Sci. Abs., 1950. 

Glossop, Rudolph, 1950, 

Classification of geotechnical processes: Geotechnique, 

v. 2, no. 1, p. 3-12, 1 table. 

"A number of processes are known which will alter 

the properties of weak rocks and soils in situ, for the 

purposes of civil engineering: mechanical strength 

may be increased, and permeability decreased. The 

successful use of such processes is possible only if 

the physical properties of the soils to be treated have 

been studied, and recent progress in soil rrrechanics 

has thus contributed to this branch of engineering. 

In this article, all the processes now in use are presented in tabular form, and it is shown that they are 

based on four fundamental principles-drainage, compaction, artificial cementing, and base exchange."-

Author's abs. 

Habib, M. P., 1950, 

Determination du module d 'elasticite' des roches 

en place [Determination of the modulus of 

elasticity of rocks on the site] : Annales 

de l'Institut technique du batiment et des 

·-

\ 
./ 

travaux publics, Sols et fondations no. 3, 

p. 27-35, 12 figs., bibl. Paris. 

It: is important for the builder to know the modulus 

of elasticity of a ro·ck formation that is to serve as a 

foundation, but it is difficult to measure it. After 

explaining in detail the theory of the elasticity of rock, 

the author states the principles of the method of testing on the site by means of a jack, the results of 

which have been calculated in the laboratory. He 

describes tests that were carried out on the dam at 

Tignes using this method. The tests proved the 

existence of a true 11 site modulus of elasticity, 11 

which was very different from the modulus of 

elasticity measure on the laboratory specimen and 

always smaller. The method recommended is 

sufficiently accurate and forms the basis of mechanical 

site investigations which are complementary to geological investigation. It is very often used in work on 

hydroelectric power schemes. An appendix gives 

the formulae for the determination of the surface of an 

elastic, semi-infinite solid under a load applied over 

a circle. -Adapted from abs., Annales Inst. tech. 

du ba.timent. 

Hanna, W. S., 1950, 

Settlement studies in Egypt: Geotechnique, v. 2, 

no. 1, p. 33-45, 13 figs., bibl. 

11Settlement studies have formed an important part 

of the research carried out at Fouad I University, 

Cairo. Comparisons between observed and theoretical settlements, based on the results of consolidation tests, showed that, relatively, the results were 

quite close; but numerically the theoretical settlements were, in many buildings, 3-4 times the 

observed values. Studies made seemed to indicate 

that the disturbance of swelling clays on removal 

from samplers accounted for an important part of the 

difference. This led to the development by the author 

of a sampler that permitted the testing of the sample 

without removal from the sampler. Under the clay 

conditions existing in Egypt, the 11 ring" sampler 

seems to justify itself: comparisons are made in 

proof of this point. A few examples are given of 

buildings on rafts and footings, which raise many 

foundation problems including that of a lock resting 

on swelling clays, and also the subject of subgrade 

reacti~n. One case of piled foundations is mentioned, 

bringing to light the special problem of piled foundations under soil conditions such as exist in Egypt. 11 -

Author's abs. 

Hebert, R., 1950, 

Contribution a l'etude de la structure physicochimique des argiles [Physicochemical 

structure of clays]: Annales des mines, 

tome 6, p. 3-48, bibl. Paris. 

This memoir constitutes q.n important contribution 

to the study of the physicochemical structure of clays. 

The author studies first the deposit of Cormeilles-enParis, where one of the best geologic sections of the 

Parisian region is exposed at the 80-meter-high 

working face of an operated quarry; he discusses 

sampling, determination of the mineralogical 

15 

composition of the samples, chemical analysis, 

reaction to benzidine, physical methods, spectrographic analysis. The second part of the memoir 

deals with the study of several mineralogical samples 

coming from various regions of France, North Africa, 

and Asia Minor. In a third part the author summarizes 

the results of testing, particularly the identification 

of clays and contained elements such as copper, 

glucinum, manganese, molybdenum, nickel, lead, 

vanadium, zirconium, silver, arsenic, and other 

minerals. 

Jaky, J., 1948, 

Sur la stabilite des masses de terre completement 

plastiques (Stability of earthworks in 

plastic state): Part 3, Miiegyetemi 

kozlemenyek (Pub. Univ. Tech. Sci. ) v. 3, 

·p. 158-172, 10 figs., bibl., Budapest. 

(In French. ) 

11The author analyzes different states of stress in 

the mass possessing weight (earth mass) by making 

use of polar coordinates. Beyond special solutions 

of Prof. Nadai, it is proved that besides, concentric 

circles as slip lines, more general slip circles are 

possible, the centres of which move on an arbitrary 

geometric line and the respective radii of which are 

functions of the coordinates of the centre. On the 

other hand, the author succeeded in writing down the 

partial differential equation resulting from conditions 

of equilibrium, and its general solution, respectively 

(Eq. 135 and 136). Two practical examples illustrate 

the above solution. One presents the fascicle of slip 

lines around a bore-hole in the plastic body and the 

corresponding stresses acting on the surface of the 

hole; the other example shows the state of stress of 

an earth mass acted upon by uniformly distributed 

oblique loads. The discussion of further different 

states of stress may be developed in the way shown. "-

Author's abs. 

Kersten, M. S., and Cox, A. E., 1951, 

The effect of temperature on the bearing value of 

frozen soils: National Research Council, 

Highway Research Board Bulletin 40, p. 32-38. 

11Effect of variations in stability with temperature, 

density, moisture content, and soil texture was 

investigated to indicate significance for structural uses 

of frozen soils in permafrost regions. Four soils of 

different known densities and moisture contents were 

placed in a ~ylinder, frozen, and tested; a thermocouple was embedded for temperature measurements. 

California bearing-ratio type of tests were ma-Je 

with bearing value arbitrarily taken as unit load for 

0. l-in. penetration of steel rod. Similar tests were 

made on ice. In general, results showed increases 

in bearing values with decreases in temperature, 

with increases in density, and with increases in 

moisture content. Bearing values of sand were much 

higher than for ice; values for sandy loam were 

slightly higher than for ice. Values for silt loam were 

slightly lower and for clay were much lower than for 

ice. Plots showed that for small decreases in 

temperature below 32°F the bearing values for soils 

increased rather rapidly; as temperatures were 
further lower toward - 5°F, the rate of increase of these 

values decreased, giving a curve relationship. Plots of 

bearingvalues vs. temperaturefor ice were represented 

by a straight line. Reviewer believes that results for 

ice should have been represented by a curve similar to 

that for soils on the basis of (1) experimental points 

and (2) such results as those for compressibility of ice 

presented by N. E. Dorsey, in Properties of ordinary 

water-substance (New York;Reinhold Publ. Corp., 

1940)."-Abs. 2204, AppliedMech. Rev., 1942. 

Livingston, Clifton W., 1951, 

Research at the Colorado School of Mines in subjects 

related to the mechanics of rock failure: 

American Geophysical Union Transactions, 

v. 32, no. 2, p. 268-278, 13 figs., bibl. 

"The paper presents the results of experiments at 

Colorado School of Mines in subjects related to the mechanics of rock failure. A brief review of Fenner 1 s hypothesis of the distribution of stress around circular and 

elliptical openings is presented and field evidence cited 

which supports the hypothesis. An impact loading device 

useful in studies of rock failure is described, and the 

attitudes of strain lines in a brittle, lacquer-coated 

tunnel model, as obtained with the impact loading device 

are compared with the directions and magnitudes of the 

principal stresses obtained using an interferometer. 

The distribution of the strain lines is compared with the 

stress distribution around the opening, and a strain 

pattern produced by impact loading is compared with 

one produced by static loading. Results indicate that 

the apparatus and techniques can be used to determine 

the direction of principal stress and to compare 

static and impact loads producing similar strain 

patterns. "-Author 1s abs. 

Mogaray, A., 1951, 

Le comporte!llent des piles fondees en milieu pulverulent indefini [Behavior of piers in a foundation 

stratum of indefinite extent and consisting of 

very finely divided material]: Annales des ponts 

et chaussees, v. 121, no. 2, p. 133-166. 

11During the reconstruction of war-damaged bridges 

at Lyons many cases were noted of progressive subsidence under the thrust exerted by the distorted structures. Studies of stability conditions included numerous 

determinations of the specific gravity and void content 

of the foundation strata, and investigations of the line 

of maximum thrust, the supposed position of which was. 

found to be subjected actually to zero thrust. The 

movements of the foundation soil are shown to be associated with variations in its specific gravity and void 

content and to be partly reversible if the abnormal 

pressure of the distorted structure is removed. Methods 

of repair and of checking further movement in individual structures are described. "-Abs. 944, Road 

Abs., 1951. 

Nash, K. L., 1951, 

The elements of soil mechanics in theory and 

practice: 112 p., 56 illus., bibl., London, 

Constable & Co. Ltd. 

16 

This record of four lectures given at the King1 s 

College of London is a simple and concise account of 

the aims, scope, and methods of the science of soil 

mechanics. The following subjects are treated: history; 

site exploration; soil classification; nature of clays 

and sands; Atterberg index tests; sensitivity of clays 

to remolding; densities; seepage; flow nets; filters; 

consolidation; shear strength; stability of slopes, retaining walls, and footings; stabilization-natural 

(surface deposits-compaction; deep deposits-drainage, 

vibration) and artificial (surface deposits-mixing soils 

to improve grading, soil cement, waxed fuel oil; deep 

deposits-cement grout, sodium silicate, freezing, 

electro-osmosis); pavement design for roads and runways; Westergaard1s analysis; 1California bearing-ratio 

method; and frost action. 

National Research Council of Canada, Associate Committee on Soil and Snow Mechanics, 1952, 

Fifth Canadian Soil Mechanics Conference, 

Proceedings, Technical memorandum 23, 

71 p., Ottawa. 

This memoradum is the record of a conference of 

Canadian specialists in the field of soil mechanics, 

and contaiJ?-S the following papers: 

Legget, R. F., Introductory remarks, p. 2. 

Schriever, W. R., Toronto subway research, p. 3-6. 

Peterson, R. , Recent soil mechanics studies of the 

Prairie Farm Rehabilitation Administration, 

p. 7-18, 2 figs. 

Trow, W. A., Deep sounding methods for evaluating 

the bearing capacity of foundations on soil, p. 19-33, 

7 figs. 

Lea, N. D., The Swedish steel foil sampler, p. 34-40, 

4 figs. 

McCarthy, L. W. , The reclamation of tidal marshlands in the maritime provinces of Canada, p. 41-46. 

Crawford, C. B., Soil temperatures and frost penetration, p. 47-50. 

Torchinsky, B. B., Heaving of curling ice sheets, 

p. 51-53. 

MacDonald, A. E., Soils and foundations work in 

in Manitoba, p. 54-55. 

Baracos, A., Foundation investigation in Winnipeg 

following the 1950 Red River flood, p. 56-58. 

Sinclair, S. R., Resistivity methods of soil exploration, p. 59-60. Soil description, classification, 

and symbols. Discussion led by R. Peterson, 

p. 61-63. 

Torchinsky, B. B., The neutron moisture meter, 

p. 64-66. Generalremarks and business, p. 67-71. 

Pogany, A., 1951, 

New method of determining earth pressure; Civil 

Engineering and Public Works Review, v. 46, 

no. 538, p. 248-250, 4 fig., bibl., London. 

The author compares previous earth pressure 

theories and shows errors and deficiencies which may 

be postulated. He presents a new theory which pays 

due attention to factors previously neglected and 

gives the following results: 

(1) The earth pressure perpendicular to a. retaining wall, determined· by his method, is greater 

i 
than that obtained by Coulomb and near to the 

value of Terzaghi. 

(2) The earth pressure acts for the most part above 

the midpoint of a. retaining wall up to the upper thirdpoint of its height, which is in conformity with the 

latest investigations. 

(3) Owing to the introduction of the parameter p, by 

means of which the limiting parabola is traced, all the 

physical properties of the working soil are taken into 

account. 

( 4) Equilibrium conditions are completely satisfied 

in this case. 

(5) The method of computing the earth pressure is 

simple, and in more complicated cases gives quicker 

results than the method of Coulomb, Culman, Poncelet, 

Rebhan,. Winkler, and Ergesser. 

Poole, D. M., Butcher, W. S., Fisher, R. L., 1951, 

The use and accuracy of the Emery settling tube for 

sand analysis: U. S. Corps of Engineers, 

Beach Erosion Board Technical Memorandum 

23, 11 p. , 7 figs. , bibl. 

"The accuracy of the Emery ·settling tube for the 

analysis of sand particles has been investigated. As 

pointed out by Emery, this method is more rapid than 

dry sieving and gives equivalent, or settling, diameters 

rather than geometric diameters. It is felt that a more 

exact knowledge of the errors and limitations of the 

method would be valuable. It was found that the 

settling-tube analyses for material between 0.062 mm 

and 1. 0 mm had a reproducibility or coefficient of 

variation of the median diameter ranging from 0. 6 to 

2. 0 percent, reproducibility being poorest for the 

coarser grades. Over the same range the coefficient 

of variation for sieving was 0. 4-0. 7 per cent. For 

most beach sands the accuracy of the two methods is 

very nearly the same. The errors that occur during 

splitting of the sample to the proper size were investigated by several procedures, but the results were not 

conclusive. The maximum splitting error was 

3. 6 percent. The effect of material finer than 0.062 mm 

in the sample was investigated and it was found that no 

significant difference was produced where the fine 

material was 10 per cent or less of the total. The 

effect of material coarser than 1. 0 mm in the sample 

was also investigated and it was determined that all 

coarse material should be removed before the 

settling-tube analysis is made. A recommended procedure for making such an analysis is included."-

Authors' a.bs. 

Rosenqvist, Ivan Th., 1952, 

[ qonsiderations on the sensitivity of Norwegian 

quickclays] : p. 18-27, 3 bibl. ref., Oslo 

(Royal Norwegian Council for Scientific and 

Industrial Research, Geotechnical Institute), 

April 1952. 

"The mechanical properties of the Norwegian quickclays are discussed. These clays are characteristic 

because of their great sensitivity. Remoulding of the 

17 

most extreme quickclays causes a recognizable decrease in shear strength to less than 0. 1 per cent. 

Quickclays are often found as lenticular bodies in 

normal clays. All quickclays are of marine origin. 

They are not very different from the normal glacial 

clays in mineralogical composition. The chief clay 

mineral seems to be illite. The great sensitivity is 

found to be due to a very low content of dissolved electrolytes. A modest addition of sodium chloride to a 

quickclay increases the liquid limit considerably ano 

does not influence the plastic limit. An addition of 

salt changes the quickclay into less sensitive soils. A 

theory is outlined for the formation of quickclays. 

According to this theory the quickclays did not differ 

from the normal marine clays at the time of sedimentation. Subsequently, however, a great part of the salt 

was removed by diffusion into moving ground water. 

The configuration of minerals and the shear strength 

of the clays from which the salt has been removed is 

not influenced by the loss of electrolytes. Remoulding, 

however, will disturb the unstable configuration, and 

so the clay will become almost fluid. Artificial addition 

of salt is also possible on a large scale. This may be 

accomplished by either mechanical means or by 

electrolysis. "-Author's synopsis. 

Ruckli, Robert, 1950, 

Der Frost im Baugrund [Frost in foundation ground] : 

279 p., 112 figs., Vienna, Springer-Verlag. 

[In German. ] 

The author considers the general problem of frozen 

ground and specific effects of frost on the soil as they 

affect building techniques. The subject is divided in 

three main parts: 

(1) Scientific description of natural frost phenomena, 

including a critical discussion of previous conceptions, 

and the author's divergent theory. 

(2) Mathe~atical investigation of the behavior of 

soil toward frost, in which the author gives a theory 

for the calculation of frost penetration and frost heaving, 

which will help to estimate the results of frost investigations correctly. 

(3) Practical applications of the theory, and description of the building methods by which structures can 

be protected against frost damage. 

Salas, J. A. JJ, 1951, 

Mecanica del suelo y sus applicaciones a la ingenieria 

[Soil mechanics and its applications to engineering], p. xviii + 393, ills. , Madrid, 

Editorial Dossat, S. A. 

"This book, which is concerned with the properties 

of soil, the stability and strength of soil masses, and 

the practical application of soil mechanics, is presented 

under the following heads, 

11 (1) The properties of soils: the soil-its origin; 

grading of soils; fundamental properties: density, 

condition of consistency, Atterberg limits; forms in 

which soil water occurs, permeability, interstitial 

pressures, capillarity; nature and structure of clay, 
thixotropy, undisturbed samples; compressibility of 

soils; the resistance of soils to shear stresses; and 

types of soils. 

11 (2) Strength and deformation of soil masses: The 

distribution of pressures in an elastic, homogeneous 

and isotropic semi-infinite solid; calculation of settlement; earth pressures; stability of slopes; admissible 

pressures in foundations; the strength of piles and 

piling; and ground water system. 

11 (3) Application of soil mechanics to engineering: 

Design and construction of foundations; roads and railways; hydraulic and maritime works; soil exploration 

methods and sampling. 11 -Abs. 894, Road Abs., 1951. 

Schulze, Edgar and Muhs, Heinz, 1950, 

Bodenuntersuchungen fiir Ingenieurbauten [Soil investigations for engineering works], 464 p., 

493 figs., 513 bibl. refs., Berlin W. 35, 

Reichpiets'chufer 20, Springer-Verlag, 1950. 

The study of soil and ground water has become a. 

necessity, and is generally a source of economy in 

engineering works. The purpose of the present work, 

written by two specialists in these subjects, is to guide 

the engineers in the choice of methods and procedure 

to follow in order to obtain valuable and adequate information. After a. sketch of the investigation program, 

a first section deals with the geological and geophysical 

explorations in the field, drilling, and measurement 

of soil strength. A chapter is given to ground-water 

investigation in the field. A second section refers to 

laboratory testing of soil samples: solids, voids, 

behavior in the presence of water and loading, chemical 

behavior, special tests. The second part of the book 

deals with the study of completed constructions: earthworks (compaction, settlements, vibration), masonry, 

concrete, wood, steel structures (movements, deformations, stress, elongation,arid fissuration). A last 

chapter refers to observations on ground-water levels. 

-Translated and adapted from abs. 206, Travaux, 

December 1951. 

Sowers, G. B., and Sowers, G. F., 1951, 

Introductory soil mechanics and foundations: 284 p., 

illus., bibl., New York, The Macmillan C.o. 

The authors stress the rational scientific approach 

to soil and foundation problems and explain how the 

theories are applicable in situations that engineers are 

likely to encounter in practice. The main topics 

treated are nomenclature and symbols (the names used 

conform to Soil mechanics nomenclature: Am. Soc. 

Civil Engineers, Manual eng. practice, no. 22); the 

nature of soiis; the physical properties of soils; soils 

and soil deposits; seepage, drainage, and frost action; 

foundations; deep foundations; problems in earth 

pressure; construction of fills and subgrades; stability 

of earth masses; and underground investigations. 

Stokstad, 0. L., and Humbert, R. P., 1949, 

Interpretive soil classification-engineering properties: Soil Science, v. 67, no. 2, p. 159-161. 

18 

The engineer's interest in soil classification stems 

from the fact that-in highway and airport engineering 

especially-the soil is one of his principal construction 

materials. The determination of soil characteristics, 

by field studies of the soil profile and through laboratory study of soil material sampled in the field, is 

used as a. means for classifying the soil into types; 

which, in turn, afford a basis for making predictions 

of engineering significance. Soil information is brought 

into· play in the solution of engineering problems 

through (1) soil survey, (2) field check of plans, and 

(3) construction inspections. 

Terzaghi, Karl and Richart, F. E., Jr., 1952, 

Stresses in rock about cavities: G~otechnique, 

v. 3, no. 2, p. 57-90, 9 tables, 16 fiqs. 

11The article contains a discussion of the influence 

of the shape of cavities, such as tunnels or spheroidal 

chambers, on the state of stress in the surrounding 

rock. The mathematical methods which have been 

used for computing the stresses are given in an appendix. The results of the computation show that the 

stresses in the rock surrounding spheroidal cavities are 

lower than those in the rock about tunnels with the 

same cross section, located at the same depth. As 

the ratio between the height and the diameter of a 

spheroidal cavity decreases, the stresses in the rock 

adjacent to the equator increase, but the height and 

width of the zone of stress concentration decreases. 

If the rock located within this zone is not strong enough 

to sustain the stresses, it flows or it is crushed; but 

the local failure has little influence on the state of 

stress in the rock above the roof of the cavity. The 

most important error involved in the determination of 

the stresses is due to the uncertainties involved in the 

evaluation of the stresses which prevailed in the rock 

prior to the excavation of a cavity. 11 -Authors' abs. 

Tschebotarioff, G. P., 1950, 

Some unsolved problems of importance for the 

design of earth retaining structures: 

Permanent International Association of 

Navigation Congresses Bulletin 33, p. 90-97, 

3 figs., bibl. 

In this article the author reviews briefly l:iome 

existing problems in structural engineering and advisable methods of approach to their solution. He 

shows the interaction between soils and special types 

of structures, and as a basis for study of the associated 

problems he classifies the l3;tera.l pressures of cohesive 

soils as active and passive. The amount of the active 

lateral pressures of cohesive soils may be investigated 

(1) by the 11 strength11 method or (2) by the 11 plastic 11 

method. Problems involved in the analysis of passive 

lateral pressures of such soils are (1) the effect of 

stratification on the passive resistance of soils, 

(2) the stress-strain relations of soils that are 

stressed in tension, and (3) the sensitivity of 

sand-clay mixtures to shocks and vibrations. He 

recommends a closely correlated program of laboratory model testing and field examinations, with a. 

final evaluation of the reliability of large-scale 

test results in relation to full-scale actual 

structures. 
Tschebotarioff, G. P., 1951, 

Soil mechanics, foundations, and earth structures: 

655 p., illus. bibl., New York, McGraw-Hill 

Book Co. , Inc. 

The author of this text shows h.ow utilization of the 

techniques of soil mechanics can lead to sound solutions 

of many problems of foundation works and the engineering of earth structures, within the limitations of these 

techniques and present-day knowledge of many soil 

phenomena. Recording of failures, field measurements, 

and other experimental evidence is extensively treated. 

The importance to civil engineers of understanding 

allied geotechnical sciences, especially geology and 

soil physics, is demonstrated by examples. The effect 

on soil engineering practice in different countries of 

varied geological, climatic, and economic conditions 

is stressed. The following subjects are dealt with: 

special features of foundation and soil engineering; 

formation of soils, geology, agricultural soil science, 

and civil engineering; definitions and tests relating to 

the properties of solid soil particles; definitions and 

tests relating to the density and to the consistency oj 

soils; capillary phenomena; permeability of soils, 

ground-water movement, frost action; consolidation of 

soils; shearing strength and shearing deformation of 

soils; stability of vertical cuts and of slopes; stress 

distribution in soils, bearing capacity of soils; lateral 

earth pressures; compaction and stabilization of soils; 

exploration and classification of soils; selection of a 

suitable type of foundation; spread foundations, excavations; pile and caisson foundations, sheet piling, and 

underpinning; earth-retaining structures, cofferdams, 

tunnels and conduits; some soil engineering aspects of 

dam construction; effects of vibratory and of slow repetitional loading of soils; machinery foundations; and 

some soil-engineering aspects of highway and airport 

construction. 

Turnbull, W. J., and McRae, J. L., 1950, 

Soil tests results shown graphically: Engineering 

News-Record, v. 144, no. 21, p. 38-39. 

"Variations in moulding-water content and density 

of so.ils have considerable influences on the strength 

of compacted soils. A procedure is described for 

establishing the correct combination of water content 

and density at which the soil should be compacted in 

the field in order to obtain optimum, or even adequate, 

strength values. A graphical method of showing variations in CBR values and in triaxial-shear values with 

changes in density and moisture content is also presented. The curves permit interpolation of the strength 

of compacted soils for any given moulding-water 

content and density within the range of test data obtained. "-Abs. 939, Bldg. Sci. Abs., 1950. 

Sampling and testing 

Berdan, D. , and Bernhard, R. K., 1950, 

Pilot studies of soil density measurements by means 

of X-rays: American Society for Testing 

Materials, Proceedings, no. 50, p. 1328-38; 

discussion p. 1338-1342. 

19 

"Pilot experiments have been made with soil samples 

in small containers to determine, by means of X-rays, 

first, the effect of densification on the radiographs and, 

second, the effect of densification of differential 

pressure cells buried in the soil samples. Characteristic X-ray images are presented, and some conclusions 

with respect to the application of this method are discussed. This non-destructive X-ray method leaves 

the soil sample completely unchanged, regardless of 

its state 9f densification, and might become particularly 

useful in those cases where undisturbed soil samples 

cannot be obtained. A possible development for future 

field applications is suggested. "-Authors' abs. 

Bishop, A. W., and Eldin, Gamal, 1950, 

Undrained triaxial tests on saturated sands and their 

significance in the general theory of shear 

strength: Geotechnique, v. 2, no. 1, p. 13-32, 

15 figs., bibl. 

"Results of a series of undrained triaxial-compression 

tests on saturated sand. These indicate: (1) that, 

under appropriate conditions, a frictional soil having 

no true cohesion and a dilatant structure will exhibit 

zero angle of shearing resistance and will have the 

shear characteristics of a purely cohesive material 

with reference to total stresses; and (2) that, if a certain 

value of negative pore-water pressure is reached during 

shear, these conditions cease to be fulfilled and an 

apparent angle of shearing resistance is measured. 

The factors controlling the changes in pore-water pressure during the application of an all-round pressure 

are analysed in terms of the relative compressibilities 

of the soil structure, the pore water, and the soil 

grains, and of the areas of contact between the soil 

grains. The analysis leads to the conclusion that the 

angle of shearing resistance in undrained tests <Pu) 

in saturated soils should have values which are too 

small to be observed experimentally. This includes 

soils having a dilatant structure, although, where this 

is combined with very low compressit>ility, the angle Pu 

becomes appreciable. Initial deviations from full 

saturation too small to be determined by direct 

measurement are shown to alter the order of magnitude 

of the apparent compressibility of the liquid phase to 

an extent which can cause large angles of undrained 

shearing resistance to be measured. Deviations from 

full saturation of a different character occur even in 

initially fully saturated samples if the pore-water 

pressure during shear reaches large negative values, 

owing to the formation of srnall bubbles of water vapour 

and air freed from solution. The resulting angle of 

shearing resistance is estimated theoretically, and 

is compared with the values measured in the tests on 

sand, and with certain other tests on silt. "-Authors' 

abs. 

Cadling, Lyman, and Odenstad, Sten, 1950, 

The vane borer, an apparatus for determining the 

shear strength of clay soils directly in the 

ground: Statens geotekniska institut Meddelanden, no. 2, 88 p., 13 pl. , bibl., Stockholm. 

11 Laboratory shear strength tests on clay samples 

extracted from bore-holes often give too small strength 
values as compared with values obtained in stability 

analyses, especially when samples are taken frorri 

great depths. This may largely be due to changes in 

the pressure conditions during the extraction of samples. 

A method for determining the shear strength of clay 

soils directly in the ground is described. The strength 

test is made by driving a vane into the soil and rotating 

it, while measuring the resistance to rotation. The 

shear strength is calculated from the torsional moment 

thus obtained. Tests for determination of an appropriate 

rate of rotation and a suitable shape of the vane are 

described. The stress and strain conditions in the soil 

around a vane are subjected to mathematical treatment 

based on the results of some laboratory tests. A definite relation is found between the angle of rotation of 

the vane and the angle of shearing strain in the clay. 

This relation makes it possible to estimate the elastic 

properties of the soil. Vane tests made on several 

sites are described, and the strength values obtained 

from these tests are compared with laboratory strength 

values relating to extracted samples and with the shear 

strength calculated from slides. The vane strength 

values are closely in agreement with the shear strength 

values calculated from eleven slides and one loading 

test, while unconfined-compression test results, 

especially those concerning deep slides and clays of 

high sensitivity, are too small, and cone test results 

are often somewhat too great in shallow slides and too 

small in deep slides. Generally, vane test results 

and compression test results seem to agree approximately at small depths, while the former exceed the 

latter at great depths. Vane test results and cone test 

results are generally in fairly close agreement.. However, cone results are often somewhat greater than 

vane results at small depths and smaller at great 

depths. The more sensitive the clay, and the greater 

the depth (pressure) from which they are taken, the 

more d1fficult it seems to obtain undisturbed samples. 

Finally, some data on the requisite time for boring 

with the vane borer are given, and some economical 

aspects are discussed. "-Authors' summary. 

Central Board of Irrigation, Simla, 1948, 

Standardsfortestingsoils (tentative): Pub. 42, 195p. 

It was felt that to obtain full advantage from researches. 

carried out in different soil laboratories in India, uniform standards and uniformity of practice are essential 

so that the results can be compared and correlated. 

With this object in view, the Central Board of Irrigation 

engaged the interest of all the organizations in India 

engaged on soil research and set up a permanent committee for the standardization of soil-testing methods 

and apparatus. The Committee included representatives 

of the Central Board of Irrigation, the Indian Road 

Congress, the Railway Board, the Indian Army, and the 

Ministry of Transport (Government of India). 

This book presents the tentative standards compiled 

by the c·ommittee. It includes methods for the testing of 

soils, as required for different engineering works 

recommended by the committee. 

For facility of use by laboratories engaged on different types of work, it was also suggested that the 

subject can be divided into five categories, for which 

soil analysis is likely to be carried out. These 

20 

categories are: (1) roads and airfield subgrades; 

(2) low-cost roads; (3) earth dams; (4) embankments; 

and (5) foundations for bridges, buildings, dams, etc. 

Under each head the tests have been again classified 

under subheads (1) routine tests required for design and 

construction, and (2) tests for research work, so that 

each laboratory can equip itself to the extent o.f its own 

scope of work. -Adapted from abs. 68, Indian Central 

Board of Irrigation Abs. , Feb. 1949. 

Couard, A., 1948, 

Determination par sondages dynamiques de l'angle 

de frottement interne et de la cohesion des 

sols en place [Determination of the angle of 

internal friction and of the cohesion of soils 

in situ by means of dynamic drilling]: Le 

Genie civil, tome 125, no. 24, p. 472-474, 

1 fig., Paris. 

This article describes a light hand drill developed 

by the author, which offers an economical method of 

adequately investigating foundation conditions to a depth 

of about 20m. This "dynamic" method permits the 

determination of the resistance, the cohesion, and the 

coefficient of compressibility of the soil in situ, 

utilizing data obtained by driving a small olive-shaped 

shoe at the end of the drill into the ground by the 

stroke of a calibrated head dropping from a constant 

height. Comparative reference is made to the so-called 

static reconnaissance method, which consists of driving 

a cone into the ground by application of a continuous 

force. The advantages of measuring the soil properties 

in situ are given, showing how it avoids the causes of 

important errors which cannot be eliminated from 

laboratory tests. -D. H. 

Daxelhofer, J. P., 1947, 

Remarques sur la resistance au cisaillement des 

sols et son importance dans quelques cas 

particuliers [Remarks on the shearing 

resistance of soils and its importance in 

some particular cases]: Special ed. from 

Bulletin technique de la Suisse Romande, 

nos. 25 and 26, 42 p., 20 figs. 

The conditions required for a complete and systematic study of the shearing resistance of a soil are 

discussed, showing the advantages and disadvantages 

of the four main types of apparatus used for the determination of the shearing resistance: apparatus for shear 

by translation, shear by rotion, shear by torsion on 

solid or hollow cylinders, and triaxial apparatus. 

Results of typical tests are given-among others, 

granular material subjected to the triaxial test, and 

cohesive material tested with the apparatus for shear 

by torsion. This is followed by some instances of 

practical application of the determination of the shearing 

resistance to engineering structures. -Complete 

translation prepared (no. 28). 

De Beer, E. E., 1949, 

Quelques exemples d 'application des methodes 

d 'investigation utilis~es en Belgique pour la 

' 

( 
r1?solution des problemes de fondation: 

[Some applications of the exploratory methods 

used in Belgium for resolving problems in 

foundations] : Annales de l'Institut technique 

du b£.timent et des travaux publics, Ser. nouv., 

no. 105, 24 p., 27 figs. ,- Paris. 

"The theoretical and experimental methods used in 

Belgium for solving foundation p·roblems are outlined. 

Deep sounding tests are an important feature of the 

initial attack on any important foundation problem. 

These tests give data on the nature, consistency, and 

degree of compaction of the layers and enable one to 

decide whether to use a direct or a pile foundation, and 

to evaluate approximately the length and the bearing 

capacity of piles, the equilibrium limit of rupture 

under a direct foundation, and the probable settlement 

of foundations in compressible soils. In many cases 

these data are sufficiently accurate to provide a rational 

and economical solution to foundation problems. Otherwise, undisturbed samples are also taken and their shear 

strength and compressibility determined in the laboratory. Know ledge of these two quantities, combined 

with standard formulae, enable the equilibrium limit 

of rupture and the equilibrium limit of deformation to 

be more accurately assessed. "-Abs . 233, Bldg. Sci. 

Abs., 1950. 

De Beer, E. E., 1950, 

The cell-test: Geotechnique, v. 2, no. 2, p. 162-172; 

discussion, p. 173-182, London. 

"The cell apparatus is usually employed in Belgium 

and Holland for the determination of shear strength. 

The results obtained from such tests depend upon the 

influence of three factors: the possibility of eliminating 

free pore water, the phenomena which occur in the 

films of adsorbed water, and the structure of the solid 

phase of the sample. "-Authors' abs. 

Deguillaume, Rene, 1948, 

Appareil d'essai rapide et sur place de la resistance 

des terrains de fondation [Device for the rapid 

test in situ of the resistance of foundation 

grounds]: Le Genie civil, tome 125, no. 2, 

p. 30-32, 3 figs. 

This article covers the description and mode of 

operation of a light device developed to make a rapid 

determination of the maximum pressure that a planned 

structure may exert on the ground without settling,_ 

tilting, or breaking up. The device was inspired oy 

pile driving, which gives directly the loading strength 

of a soil as a function of the penetration in that soil of 

a pile driven in by a piledriver. This device has proved 

very useful and the results obtained with it in the field 

were confirmed by laboratory tests. -Complete translatton prepared (no. 25). 

Geuze, E. C. W. A., and Tan Tjong Kie, 1950, 

The shearing properties of soils: Geotechnique, 

v. 2, no. 2, p. 141-161, bibl. London. 

"In part 1 the authors described the apparatus for 

the cell-test and the procedure for carrying out 'quick' 

21 

tests on cohesive samples. The methods of interpreting 

the results of the tests are described, and the application 

of the results to practical problems discussed briefly. 

Part 2 deals with the triaxial tests concerned, including 

the mechanism and course of those fests. Results of 

the 'quick' cell-test and undrained triaxial test are 

compared in detail, with regard to the test conditions. 

It is concluded that both tests have their particular 

application, dependent upon the nature of the problem 

and the local conditions encountered. "-Authors' abs. 

Golder, H. Q., and Ward, W. H., 1950, 

The use of shear-strength measurements in practical 

problems: Geotechnique, v. 2, no. 2, 

p. 117-133; discussion p. 134-140, bibl. 

London. 

"This paper describes the methods used in Great 

Britain for the analysis of stability problems in which 

the shear strength of soils is used. T):le influence of 

the type of soil and the type of problem on the choice 

of method is discussed. Particular reference is made 

to the methods of test described by Skempton and Bishop, 

and to the rj; = 0 method of analysis. Eight examples 

of the methods, taken from practice, are given."-

Authors' abs. 

Hansen, J. B. , 1950, 

Vane tests in a Norwegian quickclay: Gebtechnique, 

v. 2, no. 1, p. 58-63, 6 figs., bibl. 

"In the harbour of Harten, in Norway, various geotechnical investigations have been carried out in a stratum 

of postglacial silty clay about 30 meters thick. The 

clay has average liquid and plastic limits of 32 per cent 

and 16 per cent respectively, whereas the natural water 

content is somewhat greater than the liquid limit. This 

means that the clay is a so-called quick-clay, which 

becomes practically liquid on remoulding; it has a 

sensitivity of the order of ~00. The relationship between shear strength and depth has been investigated by 

means of cone tests and quick shear tests on samples, 

and by vane tests in situ. The vane tests show that the 

shear strength remains essentially constant to a depth 

of about 7 metres and then increaqes in direct proportion to the depth, the ratio c/p being 0. 18, where c denotes shear strength and p denotes effective overburden 

pressure. The cone tests and the quick shear tests both 

indicate shear strengths which agree reasonably well 

with the results of the vane tests above a depth of 

15 metres, whereas, below this depth, they are substantially lower than the vane strengths. A Norwegian 

theory concerning the formation and properties of 

quick-clays is described briefly. The explanation 

given is based on the effect of electrolytes on the 

quantity of water adsorbed by the clay grains."-

Author's abs. 

Jamison, V. C., Weaver, H. A. ,.and Reed, L. F., 1950, 

A hammer-driven soil-core sampler: Soil Science, 

no. 69, p. 487-496. 

"A modification of the Lutz core sampler {Soil Sci. 

1947, no. 64, p. 399) is described and illustrated. 

Modifications include a sliding hammer and an increase 
in size (to 470 cc) of sample so as to reduce sampling 

error and variation in results. In loose, very wet, or 

very dry soil, pushing rather than hammering will 

cause less soil disturbance, but in compact soils the 

reverse is true. The tool is unsatisfactory for sampling 

stony soils or those that are very hard and compact, 

but it is convenient for use in the field and experimental 

plots for sampling to depths of less than about 18 in."-

Abs. 937, Bldg. Sci. Abs., 1950. 

Kjellman, W., Ka.llstenius, T., and Wager, 0., 1950, 

Soil sampler with metal foils: Statens geotekniska 

institut, Meddela.nden [Royal Swedish Geotechnical Institute, Proceedings] Band 1, 

76 p. , 36 figs. , bibl., Stockholm. 

"In this report a. description is given of a. 

quite new device for taking undisturbed soil samples. 

This device is capable of taking continuous soil 

cores of very great length, whereas other samplers 

can take only rather short samples. The principle 

of the new sampler is to insulate the core from 

the sampler wall by means of a number of axial 

metal foils, their upper ends being attached to 

a stationary piston above the core. The foils 

are stored in rolls between the outer and the 

inner wall of the sampler head, and, as the 

sampler is driven down, they are fed into the 

core through a. horizontal slot in the inner wall. 

The foils not only protect the core against the 

sliding resistance due to the sampler wall, but 

also postively keep the thickness and the structure 

of each soil layer unchanged when caught by the 

sampler. On the basis of this principle the developme·nt of the new sampler has been going on 

for many years, and a great amount of experimental work has been carried out. The report 

briefly describes different models of the sampler 

which were designed, built, tried, and abandoned 

before the model now in use came into being. 

As a result, this Model V, which is comprehensively described in the report, constitutes a 

sampler ready for hard service under varying 

practical conditions. The stress conditions in the 

core during the driving, which are decisive for 

the success of the operation, are discussed in 

detail. As a result, a. standard value for the inside 

clearance is recommended. Furthermore, it has 

been found necessary to compensate for the axial 

strain on the foils during driving by adjusting the 

level of the piston. Finally, special measures are 

recommended to eliminate the difficulties arising 

in certain soils, such as expansive soils, quickclays, very soft clays, and quite cohesionless 

soils. In soft cohesive soils the sampler is 

driven down by pushing, and two devices used for 

this purpose are described in the report. In cohesionless soils use is made of jetting by means of water or 

drilling fluid; depending on the depth and permeability 

of the soil. Finally, in firm cohesive soils rotary 

drilling with drilling fluid is resorted to. The requisite 

unit weight of the drilling fluid in different soils is 

computed, and its other properties and composition 

are discussed. The sampler has already been used in 

practice on many sites, and a great number of cores 

have been taken from different soils. An account is 

given of the experience gained. The advantages of the 

new sampler in comparison with the ordinary types 

are discussed. "-Authors' abs. 

22 

Lambe, T. W., 1951, 

Soil testing for engineers: ix + 165 p. illus. bibl., 

New York, John Wiley & Sons, Inc. 

This book deals with the laboratory testing of soils. A 

complete chapter has been allotted to each laboratory test 

covered: specific gravity test, Atterberg limits and indices, 

grain size analysis, compaction test, permeability test, 

capillary-head test, capillary-permeability test, consolidation test, direct-sheartest on cohesionless soil, triaxial 

compression test on cohesionless soil, unconfined-compression test, triaxial compression test on cohesive soil, 

and direct-shear test on cohesive soil. Observatic,ns, determinations, and techniques which are required in more 

than one test are given in the introduction: soil identification 

and description, storage of soil samples, handling of undisturbed samples, partially dried clay specimens,.water content, void ratio, porosity, degree of saturation, and report 

of laboratory tests. Appendixes A and B deal with conversion 

factors, specificgravityofwater, viscosityofwater, proving rings, drawing of liquid limit device, de ri va tion of eq uations. A soil mechanics nomenclature and numerous bibliographic references accompany the test. 

L'Herminier, M. R., 1950, 

Routes et pistes d'envol [Roads and runways]: 

Annales de l'Institut technique du b&timent 

et des travaux publics, Sols et fondations, 

no. 3, p. 13-25, 4 figs., 

"The report summarizes the activities of the French 

Soil Research Laboratory from 1938 to 1950 as regards 

roads and runways. Description of tests made by the 

laboratory on the Ville de Paris test track, at Frejus, 

and on the runway of stabilized soil at Limoges-Feytiat. 

After the American landing in North Africa, the war 

effort was directed towards the aerodromes at Blida 

(Algeria), Ghisonnaccia (Corsica), and the South Algerian 

supply routes. Since the Liberation of France the most 

important work has been centered on the organization 

of the laboratories at the aerodromes at Orly, Montpellier, and Marignane. Their special study has been 

the determination of the thickness of a pavement with 

reference to the characteristics of the underlying soil 

and of the moving loads by means of measuring the 

bearing modulus and the Californian bearing ratio. As 

regards road investigation in French overseas possessions, the direction which research should take is 

specifically stated with the aim of improving the quality 

of stabilized soils and lowering costs. In conclusion, 

the author points out that each problem demands a 

particular solution adapted to local conditions. There 

is no universal panacea in this field. "-Author's abs. 

Mayer, M. A., 1950, 

Digues et barrages [Dikes and dams] , Annales 

de l'Institut technique du batiment et des 

travaux publics, Sols et fondations, no. 3, 

p. 3-11, 9 figs. 

"This paper deals with the preliminary site investigations for the dams at Carces, Arcisans, Foum-elGheiss, Ghrib, and Donzere-Mondragon; waterproofing 

for the dam.s at Sautet, Genissiat, Lac Noir and 

Verdon; tests of stability for the dams controlling the 

supply of water of the French canals at Charmes, 

Wassy, and Grosbois; and rock foundations and the 

' 
measurements of the characteristics of rock foundations (Tignes' tests). In the last-named section are 

some general indications that the work of the Soils 

Research Laboratory is developing along new lines. 

In conclusion the author stresses the importance of 

soil studies, which involves the participation of the 

Laboratory in the design and construction of projects. 

The Soils Research Laboratory must work in conjunction with the Designing Office; only on this condition 

can the results of tests be usefully applied in practice. "-Authors' a.bs. 

Soil moisture 

Coleman, J. D., 1949, 

Soil thermodynamics and road (O!ngineering: Nature 

v. 163, no. 4134, p. 143-145, London. 

"A fundamental approach regarding the thermodynamics of the soil and the many problems associated 

with the transfer of moisture in road foundations is 

being made at the Road Research Laboratory, London. 

The potential causing the migration of soil water may 

be regarded as either a hydraulic pressure or a vapour 

pressure gradient. Movements cease only when suction and vapour pressure conditions are in equilibrium 

with the acting gravitational field under the prevailing 

temperature conditions. Gives mathematical calculations for the road problem based on the above 

hypothesis. "-Abs. 126, India Central Board of 

Irrigation , June 1950. 

U. S. Corps of Engineers, 1952, 

Soil mechanics design, seepage control: Engineering 

Manual for Civil Works Construction, pt. 119, 

chap. 1, 40 p. , 22 plates, bibl. 

This chapter of the Engineering manual for civil 

works is devoted to analyses of seepage problems in 

the design and construction of hydraulic structures. 

Coverage is given to the determination of distribution, 

direction, and magnitude of seepage force~ and the 

design and construction measures relative to control 

of seepage in soil foundations and soil structures in 

Civil Works projects. The main topics are: determination of permeability of soils, flow-net analysis, seepage 

throu1h embankments, seepage through foundations, 

seepage-control methods, well theory, design of 

pressure-relief wells, and filter design. 

Lambe, T. W., 1950, 

Capillary phenomena in cohesionless soils: American 

Society of Civil Engineers, Proceedings, 

v. 76, separate no. 4, 23 p., 17 figs., bibl. 

The experimental work reported in this paper was 

done on one soil, and under one set of test conditions. 

Horizontal and vertical flow· of water in unconnected 

and interconnected capillary tubes are considered, the 

differences between soils and a system of capillary 

tubes examined, and results presented of investigations 

concerning the extent to which horizontal and vertical 

columns of soil become saturated by capillary moisture 

movement. Drainage of capillary tubes and of 

23 

cohesionless soils is also discussed, and the role of 

different capillary heads in the various types of capillary flow is explained. -Adapted from abs. 146, Road 

Abs., 1951. · 

Lefranc, Edouard, 1948, 

Mesure de la permeabilite des sols en place et ses 

applications [Determination of the permeability of soils in situ and its applications] : 

Le Genie civil, tome 125, no. 16, p. 304-308, 

1 fig. 

This article shows how the coefficient of permeability 

resulting from Darcy's definition can be determined at 

any point of the water table, and how the knowledge of 

this coefficient in a sufficient number of proper points 

may give an approximate anticipation of the flow of 

water into wells or into excavations, and be of help to 

the constructor of cofferdams, canals, and dams. 

After reviewing the experience of Darcy and the classical methods for the determination of the coefficient of 

permeability, a new method based on the theory of 

"absorbing pockets" is described with instances of its 

practical applications. 

Matsuo, Schinichiro, 1950, 

New graphical solution of stress in the ground water 

under foundations; Kyoto University, Memoirs 

of the Faculty of Engineering, v. 12, no. 5, 

p. 120-127, 2 figs., 3 tables. 

After a. discussion on graphical methods by D. M. 

Burmister, N. M. Newmark, and D. P. Krynine of 

obtaining stresses in the grou.'1d under foundations, 

three new simplified graphical solutions are proposed 

and explained. Method 1: the solution is obtained 

when the graphical solution of D. M. Burmister is 

improved to conform to the theory of 0. K. Frghlich. 

Method 2: the stress, when the phenomenon of the 

concentration of stresses in the foundation is considered, 

can be obtained from a diagram which Newmark obtained by assuming the foundation as an elastic body, 

without performing the difficult graphical construction 

required in Krynine's method. Method 3: the solution 

is obtained by employing the equation for elastic bodies, 

except that depths are computed according to the 

nature of the soil. A table shows the results of a comparison between the former methods and the author's 

new methods. It is noted that the methods of 

Burmister and Newmark, based upon the elastic 

theory, are developed and improved, and the 

laborious construction required in Krynine's 

method is omitted. 

Silfverberg, L. , 1949, 

[A few physical problems of soils-(1) Permeability of clay under low pressure 

gradients, and (2) Stabilization of soils 

by electro-osmosis] : Statens geotekniska 

institut, Meddelanden no. 2, Stockholm, 

[in Swedish]: French translation, T. P. Su 

2. 075, by the Consortium general de 

Recherches aeronautiques, 139 Boulevard 

St. Germain; Paris VI. -
1. The direct measurement of the permeability of 

clay is important when this material is used in waterproofing works, for instance in dam construction. 

Because of its very slight permeability, relatively 

high hydraulic gradients have always been applied, 

which never occur in practice. It is of extreme interest that the passing of water through the pores of clay 

be studied under much more reduced pressures. In 

his paper, the author gives the description of an 

apparatus specially designed for that purpose, and also 

a few results which were obtained by the use of that 

apparatus and which will possibly modify some theories 

generally admitted. 

2. After giving a. few examples of electro-osmotic 

measurements, the author describes an apparatus 

designed to determine whether the electro-osmotic 

water flow produces any pressure on the soil particles. 

Results were negative. -Adapted from abs. 6, Annales 

des Pants et Chaussees, p. 334-A, 1950. 

Stabilization 

Basart, A. H. M. , 1950, 

Electro-osmotisch-ontovochting van funderingen 

[Drying foundations by electro-osmosis): 

Bouw, no. 13, p. 206-210, 9 figs., bibl. 

[In Dutch.] 

The penetration of dampness through foundations is 

ascribed to the difference in potential between the walls 

and soil, the latter being negative relative to the walls. 

The principle of the electro-osmotic method consists 

in creating a connection between the wall and a metallic 

plate buried in the soil. The effectiveness of the process may be increased by placing on the connection an 

auxiliary source of energy. A plan. is given of an installation applying this principle in the basement of a 

large building in Holland; results obtained and the costs 

involved are stated. 

Bridgwater, A. B., 1950, 

The occurrence of electro-kinetic phenomena in 

soils: pt. 1, Civil EntJineering and Public 

Works Review, v. 45, no. 526, p. 234-236, 

Apr. 1950; pt. 2, no. 527, p. 313-315, 

May 1950; pt. 3, no. 528, p. 385-387, 

June 1950; pt. 4, no. 529, p. 451-453, 

July 1950. 

Report on laboratory research made at the University 

of Bristol, for the determination of the electro-kinetic 

properties of a certain type of soil. It was found that 

in a soil of the type studied electro-osmosis increased 

the apparent permeability without modifying the flow 

lines. The combined action of electro-osmosis and 

electrochemical consolidation of the soil on the bearing 

capacity of friction piles is discussed and conclusions 

are drawn. -Translation of abs. 51-1-80, Annales des 

Pants et Chaussees, no. 1, 1951. 

Casagrande, L. , 1952, 

Electro-osmotic stabilization of soils: Boston 

Society of Civil Engineers Journal, v. 39, 

no. 1, p. 51-83. 

24 

"Author reviews the principles of electro-osmosis 

as applied to soil stabilization and describe:? four successful field applications. The power consumption 

varied from 0. 4 kwh per cu yd of excavated soil for 

large excavations to 2 kwh for smaller (900 cu yd) 

excavations. An explanation is offered for shrinkage 

and cracking observed in clay under electro-osmotic 

treatment. This is based on the theory that gas bubbles 

inside the soil form a boundary which interrupts the 

electro-osmotic flow and, in fact, causes a reverse 

flow down the center of the capillary. In the region 

of the gas bubble, there is a tension which produces 

cracks in the soil, and between gas bubbles pore-water 

tensions produce compression and shrinkage. "-Eben 

Vey, Abs. 2214, Applied Mechanics Reviews, 1952. 

Drucker, A., 1950, 

[Vertical sand drains as a means of accelerating 

settlement and of securing stability of road 

embankments in districts with peaty soils] : 

Strassen- und Tiefbau, v. 4, no. 10, 

p. 279-283: [In German. ] 

This technique has been successfully applied to a 

stretch of road about 2, 650 ft long, in the course of 

construction of a bypass on peaty soils in Schleswig-:-

Holstein. Construction methods used and results obtained are described and are compared with American 

experience. -Adapted from Abs. 23, Road Abs., 195~. 

L'Heriteau, M. G., 1944, 

La stabilisation des terrains [Soil stabilization] : 

La.boratoires du Batiment et des Travaux 

Publics, Compte Rendu des recherches 

effectuees en 1944-1945, p. 49-56, 3 figs. , 

Paris. 

This article gives the results of tests on (1) maximum 

dry density and optimum moisture content; (2) Atterberg 

limits; (3) shrinkage and saturation limits; (4) permeability; and (5) compressibility and swelling of earth 

materials as they are related to size, size distribution, 

angularity, mineralogy, and other characteristics of 

the soil components. It was found that if a large 

quantity of coarse material is required, rounded pieces 

interlock better and give higher internal friction than 

angular fragments. -Complete translation prepared 

(no. 20). -DV. 

Mainfort, R. C., 1951, 

A summary report on soil stabilization by the use 

of chemical admixtures: Civil Aeronautics 

Administrati9n, Technical Development 

Report 136, 57 p., 16 figs., 9 tables, 

Indianapolis, Ind. 

This report presents the results obtained from 

laboratory and field investigations of the soil-stabilizing properties of numerous chemicals with respect 

to their applicability for road and airport construction. 

Laboratory testing procedures are described which 

were developed for evaluating the various chemical 

soil treatments studied. As a result of this study it 

has become apparent that a more basic understanding 

of fundamental soil properties is required before the 

r 
""'' 

complex reaction between soils and chemical 

treatments can be fully evaluated. The composition of natural soils, and their consequent 

reactivity to chemical modification, has been the 

greatest variable encountered during this study. 

Until these variables can be more fully understood 

and controlled, the future development of soil 

stabilization cannot be directed with optimum 

efficiency. 

Poisson, Y., 1948, 

Traitement d'argile plastique par le courant electrique [Electrical treatment of plastic clay] : 

Travaux, no. 164, p. 386-387, 7 figs., 

Paris. 

The electrical drainage of clay soils is a wellknown procedure used either to drain the soils 

or to accelerate settling which results from 

progressive consolidation of the clay under a 

load. Experiments are described that were made 

to investigate thP. mechanical properties of clay 

before electrical treatment, and then to . investigate such properties after treatment {1) by 

means of direct current, (2) by means of alternating current. Results of the two treatments 

are given. It is concluded that the treatment by 

means of alterr...a.ting current results in. hydration 

and, cousequently, has an effect opposite to the 

desired result; the treatment by direct current 

produces only temporary drainage. -Complete 

translation prepared (no. 24). 

Rosenqvist, I. T. , 1948, 

[ Electrodialytic experiments at Asrum Lake, 

Vestf~ld, Norway]: Meddelelzer fran 

Vegdirektoren, no. 2, p. 21-3. 

"In a field experiment in southeastern Norway, approximately 2-!cu. yd. of unstable clay were stabilized by the 

addition of about 90 lb. of salt, by means of electrolysis. 

Four perforated iron tube electrodes, 2! in. in diameter, 

were driven into the clay at the corners of a meter 

square and filled with salt over which about i gal. of water 

was subsequently poured. About 50 kwh. of direct current were applied over a period of 42 hr, salt and water 

being added from time to time as required. The bearing 

capacity and shear strength of the clay were increased 

veryconsiderably. Reference is made to the work of 

L. Casagrande. 11 -Abs. 365, Bldg. Sci. Abs., 1950. 

Zaretti, L. , 1950, 

[Notes on the application of the electro-osmotic process 

for the consolidation of argillaceous soils]: Energia 

elettrica, 27, no. 10, p. 625-631, Milano. 

''Laboratory tests have been carried .out on samples of 

clay taken from clayey regiou near Lake Nolveno in Italy. 

The investigation showed that electrical drainage could 

be satisfactorily effected either by electro-osmosis or 

electro-chemical action. In a practical test on the site, 

only 11.5 kwh. per cu. m. were necessary to consolidate 

the slopes. Before-and-after loading tests showed a 

marked improvement in the stability of the treated 

clay. "-Abs. 22, Road Abs. , 1952. 

OTHER SUBJECTS 

Auden, J. B., 1950, 

The role of geology in multi-purpose projects: 

National Institute of Science of India, Proceedings, v. 16, no. 6, p. 431-441, bibl., 

Nov. -Dec. 1950. 

"The paper outlines the principal ways in which the 

geologist is concerned with multipurpose projects. 

The reconnaissance investigation of river catchments 

for selection of dam sites is illustrated by work done 

on the Kosi and Nayar rivers, which are in regions of 

complicated tectonics. The necessity for detailed 

investigations by means of tunnels and borings is 

discussed with particular reference to the Marora dam 

site on the Nayar river. The investigation of raw 

materials for construction, such as cement limestones, 

and sources of aggregate, and the examination of 

reservoir basins for leakage and the flooding of mineral 

deposits, are then outlined with examples from the 

Kosi, Ramganga and D. V. C. [Damodar Valley Corporation] projects. The paper ends with a discussion of 

economic potentialities of areas around projects, and 

the long-term planning which should be adopted before 

reconnaissance investigations are followed by detailed 

and costly exploration. "-Author's abs. 

Benioff, Hugo, 1951, 

Earthquakes and rock creep-Pt. 1, Creep characteristics of rocks and the origin of aftershocks: 

25 

Seismological Society of America Bulletin, 

v. 41, no. 1, p. 31-63, 20figs., 3 tables, bibl. 

Many seismic phenomena are adequately explained 

on the basis of a simple elastic theory of rock 

characteristics in which strain is proportional to 

stress and is independent of time. It is known, however, that the elastic characteristics of solids in 

general and rocks in particular depart greatly from 

these simple assumptions. The purpose of this paper 

is to investigate the possible relationship of this departure to the origin of aftershocks and to the characteristics of earthquake sequences. Part 1 is concerned 

with the creep characteristics of rocks and the origin 

of aftershocks. In part 2, which will appear at a later 

date, earthquake sequences will be discussed. The 

following subjects are studied in part 1: strain 

characteristics of rocks, empirical creep functions, 

creep theory of aftershocks, aftershock sequences of 

Long Beach, Manix, California, Imperial, and Signal 

Hill earthquakes. 

Caillere, S., and Kraut,. F., 1951, 

Le role de la mineralogie dans la construction des 

barrages [The role of mineralogy in the construction of dams]: Le Genie civil, v. 128, 

no. 18, p. 345-347, 6 figs. 

Marly calcareous shales of Middle Cretaceous age 

from the dam site planned in the Djenjen Oued Valley 
(Department of Constantine, Algeria) were found to 

disintegrate rapidly when exposed to the atmosphere. 

In order to find out the cause and mechanism of the 

breaking up of the rock, numerous methods of artificial 

alteration were tried, and resistance tests and a 

minute chemical study of the shales were made but 

failed to solve the problem. Mineralogic methods were 

then resorted to and showed that the Djenjen Oued 

shales disintegrate through the known process of sulphate alteration. The increase of volume due to the 

formation of gypsum causes the disintegration of 

shales, which is made easier by their micaceous 

texture. -Complete translation prepared (no. 32). 

Hennes, R. G., and Chang, K. H., 1951, 

Evaluation of earthquake hazard to foundations: 

Trend in Engineering at the University of 

Washington, v. 3, no. 1, p. 14-18. 

"The resonance frequency and the.damping coefficient 

of foundation soils are discussed in relation to earthquake-resistant design. During an earthquake the 

normally low resonance frequency of a. soft, saturated 

soil (particularly if noncohesive, such as loose, fine 

sand) overlying solid bedrock may receive a much 

greater amplitude and acceleration from prolonged 

vibration of the underlying rock and the soil itself may 

even be transformed into a denser state. Damage to 

structures founded on such soils may thus arise unless 

the damping properties of the soil are adequate. A 

description is given of a mechanical vibrator developed 

by the University of Washington, Engineering Experiment 

Station, for determining the dynamic properties of the 

soil in situ. The small-amplitude vibrations in the 

earth are picked up electromagnetically and the wave 

forms are obtained by a combination of amplifier and 

cathode-ray oscillograph. The calibration of the in~ 

struments is simplified by use of a laboratory shaking 

table providing vibrations of known frequency and 

amplitude. Amplitude-frequency curves and damping 

coefficients are reported ior five different sites in 

Washington and are discussed in relation to foundation 

conditions. Low natural frequency and low wave 

velocity are indicative of lower bearing capacity and 

higher settlement under dynamic action, and therefore 

of inferiority in 'foundation conditions. The data also 

seem to show that a high water table over an unfavorable soil site incr·eases the damping capacity relative 

to that of a site having more favorable soil conditions 

but a lower water-table. "-Abs. 107, Bldg. Sci. Abs., 

1951. 

Jakosky, J., 1950, 

Exploration geophysics: 2d ed., xvi + 1195 p., 

706 figs. , 28 ta'Qles, Los Angeles, Calif., 

Trija Publishing Co. 

"Much of this book has been completely rewritten 

in order to include the important developments of the 

past decade, with the aim of creating a text which not 

only presents background and theory, but also shows 

in a practical manner how these fundamentals may be 

applied to the problems of exploration. It is organized 

under the readings: introduction; geologic and economic 

background of exploration geophysics; magnetic methods; 

gravitational methods; electrical methods; thermal 

methods; radioactivity methods; bore hole investigations; 

26 

physical principler pplied to production problems; 

land tenure, perrr. :md trespass practices, insurance; 

and patents. It cc Lins a name and place index and a 

subject index. "-A . 505, Bldg. Sci. Abs., 1950. 

Newton, Carroll T., 1951, 

An experimental investigation of bed degradation in 

an open channel: Boston Society of Civil 

Engineers, Journal, v. 38, no. 1, p. 28-60, 

18 fig~ 1 table, bibl. 

"The problem of estimating the degradation that will 

result downstream in alluvial rivers following the construction of large dams confronts the agencies responsible for river control programs. A limited laboratory 

investigation simulating the problem in nature, but 

under controlled conditions, illustrates the general 

process and pattern of degradation of the bed resulting 

when the normal amount of bed load carried by the 

stream in an equilibrium condition is withheld at an 

upstream point. Further laboratory investigations of 

similar nature will be valuable in verifying analytical 

methods for calculating expected degradation in nature; 

however, specially adapted laboratory apparatus and 

procedures are recommended. "-Author's abs. 

United States Beach Erosion and Shore Protection 

Board, Corps of Engineers, 1951, 

The source, transportation, and deposition of beach 

sediment in southern California: U. S. Beach 

Erosion Board Technical Memorandum no. 22, 

113 p. ' 12 pl.' bibl. 

"Beach studies are of importance as a basis for 

engineering design of harbors, shore protective works, 

and other commercial and recreational facilities. 

Geologists find modern beaches to be of particular 

interest as sources of information about sedimentary 

processes and as clues to the origin of certain ancient 

deposits. This thesis is the result of work undertaken 

for the Los Angeles District Engineer Office and of 

graduate work at the University of California, Los 

Angeles. It deals with the source, transportation and 

deposition of beach sands along the southern California 

coast from Carpinteria to Point Fermin. Vicinity 

maps are on plates 1 and 2. "-Authors' introduction. 

United States Bureau of Reclamation, 1948, 

Selected bibliography of technical papers written by 

engineers of the Bureau of Reclamation, 

186 p., Technical Library of the Bureau, 

Denver, Jan. 30, 1948. 

The bibliography lists 948 papers on various 

subjects among which the following may be of interest to engineering geologists: abutments, anchors, 

aqueducts, arches, bentonite, blasting, bridges, 

building materials, conduits, dams, drainage, 

earth, earthquakes, embankments, erosion, excavation, explosives, flow net, foundations, galleries, 

geology, gravel, grouting, hydraulics, hydraulic 

structures, hydrodynamics, hydroelectric power 

plants, hydrology, land reclamation, petrography, 

piling, pozzolana, reservoirs, retaining walls, 

runoff, sand and gravel, seepage, silt, soil, 

' 

( 

• 
mechanics, spillways, stress analysis, surveying, 

tunnels, and uplift pressures. 

Von Moos, Dr. A., 1943, 

Ein Baugrundarchiv der Stadt Zlfrich [Subsoil 

archives of the city of ZUrich): 

27 

Schweizerische Bauzeitung, v. 122, no. 3, 

p. 29-30. 

The author reports the establishment of archives of information relating to earthwork engineering and the geology of 

foundations, and describes the method of filing observations, 

information, and discoveries concerning the subsoil of the 

city of Zurich.-Complete translation prepared (no. 26). 

INT.-DUP. SEC., WASH., D.C.6208<5 
{