Bulletin No. $2

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTJS SMITH, DIRECTOR

ORGANIZATION. EQUIPMENT, AND OPERATION

OF THE

STRUCTURAL-MATERIALS TESTING

LABORATORIES AT

ST. LOUIS, MO.

RICHARD L. PIUMPHREY

\Vrril J'KKFACE BY

JOSEPH A. HOLMES

IN CiiAKtiE OF TECHNOLOGIC BKANCH

.-f

WASHINGTON 

GOVERNMENT PRINTING OFFICE

1908

CONTENTS. ,

Page.

Preface, by Joseph A. Holmes............................................. vn

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

Historical sketch ..................................................... 1

National advisory board on fuels and structural materials................ 2

Organization ..................................................... 2

Personnel.................................................,...... 3

Joint committee on concrete and reinforced concrete .................... 5

Organization ..................................................... 5

Personnel ..................*..................................... 5

Cooperation between national advisory board and joint committee........ 7

Funds................................................................ 8

Structural-materials division .............................................. 8

Organization......................................................... 8

Buildings............................................................ 9

Equipment .......................................................... 10

 Acknowledgment of donations .................................'........ 13

Programme for investigation of concrete and reinforced concrete.......... 1C

Origin of the plan ...........:..........:.............-............ 16

Details of the plan.'............................................... 1.6

Work at technological institutions ..................................... 19

Sequence of tests ..................................................... 20

Summary............................................................ 20

Constituent-materials section .............................................. 21

Outline of investigations ............................................... 21

Physical tests of cement............................................... 22

Strength tests of neat cement and Ottawa sand mortar................... 22

Sand, stone, gravel, and other aggregates............................... 24

Physical tests made............................................... 24

Percentage of voids ............................................... 24

Percentage of moisture ............................................ 26

Weight per cubic foot............................................. 26

Percentage of absorption .......................................... 26

Specific gravity................................................... 26

Method used with large material............................... 26

Method used with material that passes £-inch screen............. 27

Percentage of silt ................................................. 28

Granulometric analysis............................................ 29

Tests of mortar.................................................... 29

Description................................................... 29

Strength tests................................................. 30 /

Density tests.................................................. 30

Tests of concrete .................................................. 31

Description................................................... 31

Strength tests................................................. 32

Modulus of elasticity in compression............................ __ 33

Density tests................................................... 33

Tests of stone..................................................... 36
IV CONTENTS.

	Page. 

Beam section.............................................................. 37

Outline of investigations. ...._.........................-................ 37

Nature of the work ................................................ 37

Mixing.............................-.'............................. d 48

Molding......................................./.................. 50

Storage. ........................................................... 52

Beam testing............................................. : ............. 53

Apparatus......................................................... 53

Plain-concrete beams.............................................. 54

Reinforced beams ................................................ 55

Computations....................................................... 57

Tests of cylinders and cubes............................................ 63

Bond test pieces.......................................:............... 64

Tests of steel........................................................... 65

Shear and tension section................................................... 66

Outline of investigations............................................ 66

Mixing, molding, and storage........................................ 68

Computations...................................................... 68

Building-block section..................................................... 68

Outline of investigations........................................... 68

Programme of investigations............. '........................... 69

Mixing and molding................................................ 71

Storage.................. ^...:......................... ; ........... .72

Strength tests..................,..........'......................... 72

Fire tests. .......................................................... 73

Permeability section................:...................................... 76

Chemical section........................................................... 79

; Outline of investigations............................................... 79

Analyses of constituent materials ...................................... 79

Cement. ..... .'................... .'................ ...............'. 79

Silt and other materials..........:.................................. 79

Methods....................................................... 79

Summary...................................................... 81

Analysis of steel. -.--......-......'...........................'...... 82

Investigations of columns and floor slabs...................................... 82

The effect of electrolysis and sea water on cement mortars and concretes ...... 82

Progress of the work........................................................ 82

Preliminary work....'............................................. 82

Present work....................................................... 83

Future work...................................................... 84
ILLUSTRATIONS.

Page.

P.TJATK I. General view of buildings occupied by structural-materials testing laboratories.................................................. 8

II. Interior "views of constituent-materials laboratory.................. 20

III. A, 40,000-pound hydraulic hand-power compression machine; B, 

 Accelerated test apparatus for soundness tests of .cement; C, Attachment for testing short transverse test pieces on Olseu long-lever 

cement-testing machine........................................ 22

IV. A, Method of handling void apparatus; B, Hopper for filling void

apparatus....................................................... 24

V. A, Apparatus for determining percentage of voids; B, Apparatus and

connections for making void test on "one-size " material ........... 24

VI. A, Apparatus and connections for determining specific gravity of sand 

and screenings; B, Apparatus for removing silt from stone screen- . 

ings; C, Apparatus and connections for determining specific gravity 

of large material................................................ 2G

VII. A, Bumping screen for making granulometric analysis; B, Method

of filling one screen with material retained on another............. 28

VIII. A, Implements used in making density tests of mortars; B, Cast-iron 

cube and cylinder molds; C, Spherical bearing blocks for compression tests................................................... 30

IX. A, Typical failure of concrete cylinder; B, Failure of concrete cylinder rupture through aggregat'e; C, Cornpressometers for measuring deformations of cylinders; D, Typical cones formed by 

rupture of concrete cylinders^.................................... 32

X. A, 200,000-pound compression machine; B, Concrete mixer, charging end, 1 cubic yard capacity................................. 48

XI. A, .Apparatus for finishing-top of bond-test specimens; B, Beam 

selected at random to show accuracy of rod spacing; C, Gang saw 

for cutting cubes from blocks of stone...........:.............. 50

XII. Room for molding beams......................................... 50

XIII. Interior view of moist room for storage of test pieces.............. 52

XIV. Interior view of testing room, beam section....................... 52

XV. A, Plain-concrete beam in testing machine with deformeters in 

place and stirrups for supporting beam at third points; B, Reinforced-concrete beam in testing machine ready for application 

of load .......................'. ............................... 54

XVI. A, Attachment and micrometer for measuring slip of rods; B, Steel

carriage for handling beams .................................... 56

XVII. Method of recording character of reinforced-concrete beam failures.. 56 

XVIII. A, Henning steel extensometer for measuring elongation of steel;

B, Method of making bond test ..........................I....:. 64

XIX. A, Shear specimen in machine ready for test; B, Interior view of

storage room, building-block section............................ 66

v
VI ILLUSTKATIONS.

PLATE XX. Interior view of the mixing and molding and the testing rooms,

building-block section.....................................'.... 68

XXI. A, Building block in machine ready for transverse test; B, One-

. half of building block in machine ready for compression test... 72 ^

XXII. Sectional plan of fire-test furnace, Underwriters' Laboratories,

Chicago, 111........:.................................:..... 74

XXIII. Heating chamber, Underwriters' Laboratories, Chicago, 111....... 74

XXIV. A, Fire door filled with building blocks ready for test; B, Application of water jet to test panel after fire treatment............ 76

XXV. A, Permeability apparatus; B, View showing permeability tests

and method of supporting test pieces........................ 78 l

FIG. 1. General plan of buildings............................................ 9.

2. Diagrams showing details of reenforcement of beams................. 48

3. Diagrams illustrating method for computation of concrete beams...... 58

4. Diagram illustrating bending moment between gage points........... 62

5. Specimen for concrete tension tests................................. 66

6. Apparatus for concrete tension tests................................. 67

7. Elevation of fire-test furnace, Underwriters' Laboratories, Chicago, .111.. 74 ^

8. Cross section of apparatus for holding permeability test pieces........ 77

9. Diagram of permeability apparatus and connections................. 78
PREFACE.

By JOSEPH A. HOLMES.

The authority for the investigations described in this report is 

embraced in the following item of the bill making appropriations for 

the sundry civil expenses of the Government for the fiscal years 1906 

and 1907, as follows:

For the continuation of the investigation of structural materials belonging to or 

for the use of the United States, such as stone, clays, cement, and so forth, under the 

supervision of the Director of the United States Geological Survey, to be immediately 

available, one hundred thousand dollars.

As illustrating the magnitude of the work which may be affected 

by. these investigations, it may be stated-that the expenditures of 

the Federal Government for building and construction work now 

approximate $30,000,000 per annum, while the expenditures of the 

country at large for similar purposes are in excess of $1,000,000,000 

per annum. * ~

It was with a view to reducing the cost and improving the quality 

of the materials used in this building and construction work that 

Congress was asked to provide for the investigations of structural 

materials now under way. In order that this work might be done 

in such a manner as to best meet the needs of the Government in 

this respect, an advisory board was organized,, on which were placed 

by the President the chiefs of each of the Government bureaus 

having in charge important building and construction work, viz, 

the Chief Engineer of the Isthmian Canal; the Chief Engineer of the 

Reclamation Service; the Supervising Architect of the Treasury 

Department; the Chief of the Bureau of Ordjiance of the Army; 

the Chief of the Bureau of Steam Engineering of the Navy; and 

representatives of the Corps of Engineers of the Army and of the 

Bureau of Yards and Docks of the Navy; and in order that these investigations thus conducted for the use of the Government might 

be satisfactory to the engineers of the country, and also of service 

in meeting the needs of the general public wherein they agree with 

the needs of the Government, representatives of the national engineering and allied organizations were similarly brought into consultation

VII
VIII PREFACE.

as members of this advisory board. The members of this board 

connected with the Government service were asked to submit recommendations as to the investigations which were specially needed in 

connection with the construction work under their supervision; 

and the plans covering each investigation were submitted to and 

approved by the members of this board before the work was undertaken.

Engineers and architects, in drawing up plans and specifications 

for building and construction work, usually prescribe quantities of 

materials considerably in excess of the quantities which theoretically 

would be considered necessary for the purpose if exact knowledge 

concerning the properties, behavior, and permanence of the materials 

to be used were available; and it is fair to estimate that if the investigations under way can supply this information, they may be instrumental in reducing the cost of the construction work of the Government as much as 10 per cent on its present estimates.

As a result of several conferences among the representatives of the 

Government bureaus having in charge this construction work, it was 

decided that in view of the convenience and economy with which 

concrete might be more largely used in this work, and the lack of 

exact knowledge concerning its real properties and behavior and 

especially its strength and permanence under different conditions, 

concrete, reinforced concrete, and the constituent materials available for making it should receive a large share of attention in connection with the investigations provided for by Congress.

The importance of this work was further emphasized by the fact 

that a large quantity of this material might be needed in connection 

with the construction work of the Isthmian Canal, the Reclamation 

Service, the Corps of Engineers of the Army, and the Supervising 

Architect's Office. At that time attention was further called to the 

fact that inasmuch as a considerable period of time (from two to 

three years) would elapse in the investigations of concrete before any 

one series of tests could be completed owing to the changes that 

concrete might undergo during periods of seasoning these investigations should be begun immediately and pushed vigorously in order 

that the results might be available at the earliest practicable date 

for important construction work then being planned \)j these several 

branches of the Government service.

For the reasons above outlined, during the last two years the 

larger part of the appropriation for the investigations of structural 

materials has been devoted to an investigation of the character and 

distribution of the constituent materials available for concrete construction at centers where these materials were to be needed by the 

Government; the character and properties of the concrete and reinforced concrete made irom these materials; such general properties
PREFACE, IX

of concrete as its strength, porosity, permanence, and fire-resisting 

qualities; the more efficient methods of reinforcing concrete for different purposes; and the behavior of concrete and reinforced concrete 

under different treatment with salt or fresh water, acids; electric currents, fire, etc.

The general plan of operations in these investigations involves

(1) the obtaining of information concerning the nature and extent 

of the deposits of sand, gravel, and stone which appear to be available for the purpose of making concrete at or near the centers where 

Government building and construction work are to be undertaken;

(2) the collection of samples, ranging from a few tons to a carload in 

quantity, of these sands, gravels, or stone which would be representative of the larger deposits available for actual Use, and the shipment 

of these samples to the central laboratory at St. Louis; (3) the testing

of" these materials, not only- by chemical and physical examination 

of the materials themselves, but also by mixing them with a typical 

cement and using these mixtures in the making of blocks, beams, etc., 

of concrete and reinforced concrete under a variety of conditions; 

(4) the testing of the steel used in making the reinforced-concrete 

masses; (5) the seasoning of these masses for different periods of 

time, under a variety of conditions; and (6) the testing of these masses 

from time to time in such manner as to determine their different 

properties and their suitability for different classes of building and 

construction work.

Perhaps the controlling reasons for asking that the Federal Government provide for these general investigations are the following: 

(1) The building and construction work of the Government greatly 

exceeds that of any State, corporation, or individual. (2) This 

work by the Government, being done in all parts of the country 

under many different conditions, calls for the solution of a far larger 

number and variety of general problems than may be called for in 

connection with the work of any State, corporation, or individual; 

and therefore the information which is in this way gained for the 

use of the Government, and which it pays the Government to obtain 

for use in its own work alone, is of value to the States, municipalities, and the whole people of the country in connection with their 

own building and construction work; provided that the results of 

the investigations are published in such a way as to become available for the use of the general public. (3) The investigations conducted by the Government are presumably disinterested, there being 

no other interest to be served than the acquirement of facts for 

public use; and in view of the varied conditions under which these 

results are to be used, and the ease with which the Federal Government can obtain results of similar investigations in foreign countries, 

this Government work should be and presumably is conducted with
X PKEFACE.

sufficient thoroughness and on a sufficiently comprehensive plan to 

make the results also valuable for the use of the general public. 

(4) There is less occasion for duplication when these investigations 

are conducted by the Federal Government, because of this thoroughness and comprehensiveness. If this work were done by the States, 

municipalities, or individuals, each for its own purposes, there would 

be an extensive and unnecessary duplication in labor, cost, and 

time. The above statement applies only to these general investigations of structural materials. In addition to these, many special 

tests of local materials will naturally be desired by each State or 

municipality or private individual; and such tests, having only a 

local application, of course should be made or paid for by the State 

or persons concerned.

As an illustration of the thoroughness with which those in charge 

have endeavored to conduct the investigations called for in connection with this testing of the materials to be used by the Government, 

the fact may be mentioned that during the two fiscal years ending 

June 30, 1907, the number of tests and determinations made aggregated 35,500;'also that in certain investigations of plain and reinforced concrete made in connection with the work of the Supervising 

Architect of the Treasury Department, more than 1,000 concrete 

beams (each 13 feet by 8 by 11 inches) have been made, representing 

different types of mixtures, reinforcement, etc. These beams are now 

being tested at intervals to determine the varied conditions in their 

makeup and the effects of age and.seasoning.

Another of the numerous series of investigations, still under way, 

for the Supervising Architect's Office, is that in relation to the fireresisting qualities of the materials needed for use in the construction

of the public buildings a work which requires the testing of many 

materials under many different conditions. As illustrating the importance of this investigation in relation to the general public, attention may be called to the fact that the fire losses in the United States, 

including not only property destroyed, but maintenance of fire 

departments, payment of insurance premiums, so-called curative 

agencies, and other incidentals, amounted 1 to over $500,000,000 in 

1906, or over 80 per cent of the value of the total new building construction. This is equivalent to an annual tax of over $6 per capita. 

By comparison, in six of the larger European countries the fire losses 

average only 33 cents per capita, and this in spite of the fact that 

the appliances and facilities for fighting fires in the United States 

are greatly superior to those in European countries. This discrepancy 

in the fire losses is due to the more extended use in other countries of 

building materials which are more or less fireproof.

The first report issued by the structural-materials division (Bulletin No. .324) related to the effects of the San Francisco earthquake
PEEFACE. XI

and fire on buildings and materials. The present report embraces a 

statement of the organization and equipment of the division. The 

next will relate to the studies of the constituent materials (sands, 

gravels, stone, and cement) used in the construction of concrete masses, 

samples of these materials having been collected in different parts 

of the country and examined in connection with this general investigation.

Other reports now ready for publication will embrace the results 

of other lines of investigation in relation to concrete and to reinforced-concrete masses made of these materials mixed with the t}rpical 

Portland cement described in this report.

In connection.with the taking up of any new line of investigation, 

much time is necessarily required for the preliminary work of procuring equipment, training experts to conduct the investigations, 

determining the exact methods which are to be employed, and bringing the establishment to a high degree of efficiency, This having 

been accomplished at the structural-materials laboratories, the work 

should hereafter go forward rapidly and in a satisfactory manner. 

There is serious need, however, of additional equipment for testing 

larger masses of material, for- investigating clays and clay products, 

and for testing the fire-resisting properties of materials*

ORGANIZATION, EQUIPMENT, AND OPERATION OF 

THE STRUCTURAL-MATERIALS TESTING LABORATORIES AT ST. LOUIS, MO.

By RICHARD L. HUMPHREY.

INTRODUCTION.

HISTORICAL SKETCH.

The investigation of structural materials now being conducted at 

the structural-materials testing laboratories in Forest Park, St. Louis, 

Mo., had its inception at the Louisiana Purchase Exposition in 1904 

in the collective Portland cement exhibit and model testing laboratory 

of the Association of American Portland Cement Manufacturers, the 

purpose of which was to exploit the growth and magnitude of the 

American Portland cement industry, the many uses of cement, and the 

equipment and method for testing cement proposed by the special 

committee of the American Society of Civil Engineers. This exhibit 

was under the direct supervision of Mr. Richard L. Humphrey.

The exhibit building served as a working illustration of reinforcedconcrete construction until its completion, September 1, 1904. The 

exhibit comprised: (1) A collection of raw materials from which Portland cement is manufactured, together with samples of this material 

taken in various stages of manufacture; (2) a collection of various 

sands, gravels, cinders, broken stone, and metal used in concrete construction, together with photographs and models of concrete and reinforced-concrete structures in all parts of the world; (3) a library of 

books and files of the various technical journals devoted to cement 

mortar and concrete; (4) a completely equipped model testing laboratory; (5) a collection of machines for mixing and molding concrete; 

and (6) a collection showing the many forms in which concrete is used.

The laboratory was in operation until December 15, 1904. During this period the laboratory work was confined to illustrating the 

proper methods for testing cement and to investigations of the comparative value of a few sands, gravels, and broken stones used in

i
2 STRUCTURAL-MATERIALS TESTING LABORATORIES.

cement mortars and concretes in some of the principal cities of the 

country. Outside exhibits of full-size beams, floors, columns, pipes, 

railroad ties, fence posts, burial vaults, and building blocks were made 

by several construction companies, and at the close of the exposition 

some of these structures were tested to destruction.

Shortly after the close of the exposition the buildings occupied by 

the exhibit became the property of the city.of St. Louis and the equipment of the laboratory was purchased by Mr. R. W. Lesley, and presented to the University of Pennsylvania. Before the equipment was 

moved, however, an earnest appeal was made to Congress for funds to 

continue the work under Government supervision.

About 100 yards west of the cement exhibit was located the fueltesting plant of the United States Geological Survey. The investigation of fuels during the exposition was carried on under an appropriation of $60,000 made by Congress in April, 1904, and was under the 

direct supervision of Mr. Joseph A. Holmes, in charge of the technologic branch. The valuable results obtained in the cement laboratory 

and the great need of more reliable-information concerning the various 

structural materials suggested the advisability of having these investigations carried on by the Government. Accordingly, when the 

Director of the United States Geological Survey asked Congress for an 

appropriation for the continuance of the investigation of fuels he also 

asked for a small appropriation for the continuation of the work begun 

by the Association of American Portland Cement Manufacturers. In 

the spring of 1905 the sum of $12,500 was made available for this purpose, with the understanding that heat, light, and power were to be 

supplied from the fuel-testing plant. The work was placed under the 

direction of Mr. Joseph A. Holmes, Mr. Richard L. Humphrey being

appointed in immediate charge of the structural-materials testing

laboratories.

Upon the passage of the bill appropriating funds for the continuation of the work it was arranged, through the courtesy of Mr. R. W. 

Lesley and. Dr. Edgar Marburg, professor of civil engineering, University of Pennsylvania, that the equipment might be retained by the 

Geological Survey. Permission was also granted by the city of St. 

Louis to continue the work in Forest Park.

NATIONAL ADVISORY BOARD ON FUELS AND STRUCTURAL

MATERIALS.

ORGANIZATION.

In order that the money available for this work might be so expended as to secure the most efficient results, it was thought desirable, 

to create an advisory board composed of members appointed by the 

various national societies directly interested, to whom could be
INTRODUCTION. 3

referred the scope to be covered by the investigations and the methods 

to be used, and from whom could be obtained a critical opinion of the 

results. Accordingly an invitation was extended by .the Secretary 

of the Interior, with the indorsement of the Secretary of Agriculture, 

to the various national societies,, requesting that the president or 

some other representative of each society be appointed to serve on 

the national advisory board-for the investigation of fuels and structural materials.

In response to this invitation a meeting was held in Washington, 

D. C., June 3, 1905, in the office of the Director of the United States 

Geological Survey. Later the personnel of this board was slightly 

changed, and in March, 1906, the members received direct appointments from President Theodore Roosevelt. In addition, a representative Avas appointed from each of the several Government bureaus 

interested in .the investigations.

PEKSONNEL.

The original advisory board consisted of the following representatives of the various national societies and Government bureaus.

The American Institute of Mining Engineers: John Hays Hammond, past president, 

New York; Robert W. Hunt (Robert W. Hunt & Co., testing engineers, Chicago, 

Pittsburg, and New York), Chicago, 111.; B. F. Bush, manager and vice president, 

Western Coal and Mining Company, St. Louis, Mo.

The American Institute of Electrical Engineers: Francis B. Crocker, professor of 

electrical engineering, Columbia University, New York; Henry C. Stott, superintendent of motive power, Interborough Rapid Transit Company, New York.

The American Society of Civil Engineers: C. C., Schneicler, past president, chairman 

committee on concrete and .reinforced concrete, Philadelphia, Pa.; George S. 

Webster, chairman committee on uniform tests of cement, city engineer, Philadelphia, Pa.

The American Society of Mechanical Engineers: W. F. M. Goss, dean of the School of 

Engineering, University of Illinois, Urbana, 111; George H. Barrus, steam engineer, Boston, Mass.; P. AV. Gates, Chicago, 111.

The American Society for Testing Materials: Charles B. Dudley, president, Altoona, 

Pa.; Robert W. Lesley, vice president, Philadelphia, Pa.

The American Institute of Architects: George B. Post, past president, New York; 

William S. Eames, past president, St. Louis, Mo.

The American Railway Engineering and Maintenance of Way Association: H. G. 

Kelley, past president, Minneapolis, Minn.; Julius Kruttschnitt, director of 

maintenance and operation Union Pacific Railroad, Chicago, 111.; Hunter McDonald, past president, chief engineer Nashville, Chattanooga and St. Louis 

Railroad, Nashville, Term.

The American Railway Master Mechanics' Association: J. F. Deems, general superintendent of motive power, New York Central lines, New York; A. W. Gibbs, 

general superintendent of motive power, Pennsylvania Railroad, Altoona, Pa.

The American Foundrymen's Association: Richard Moldenke, secretary, Watchung, 

N. J.

The Association of American Portland Cement Manufacturers: John B. Lober, president, Philadelphia, Pa.
4 STRUCTURAL-MATERIALS TESTING LABORATORIES.

The Geological Society of America: Samuel Calvin, professor of geology, University 

of Iowa, Iowa City, Iowa; I. C. White, State geologist, Morgantown, W. Va.

The Iron and Steel Institute: Julian Kennedy, metallurgical engineer, Pittsburg, Pa.; 

C. S. Robinson, vice president, Youngstown Sheet and Tube Company, Youngs-, 

town,. Ohio.

The National Association of Cement Users: Richard L. Humphrey, president, Philadelphia, Pa.

The National Board of Fire Underwriters: Chas. A. Hexamer, chairman board of 

consulting experts, Philadelphia, Pa.

The National Fire Protective Association: E. U. Crosby, Philadelphia, Pa.

The National Brick Manufacturers' Association: John W. Sibley, treasurer, SibleyMenge Press Brick Company, Birmingham, Ala.; William D. Gates, American 

Terra Cotta and Ceramic Company, Chicago, 111.

The National Lumber Manufacturers' Association: Nelson W. McLeod, past president, 

St. Louis, Mo.; John L. Kaul, president Southern Lumber Manufacturers' Association, Birmingham, Ala.

The Corps of Engineers, U. S. Army: Lieut. Col. William L. Marshall, New York.

The Isthmian Canal Commission: Lieut. Col. 0. H. Ernst, Washington, D. C.

The Bureau of Yards and Docks, U. S. Navy: Lieut. Frank T. Chambers, civil engineer, Washington, D. C.

The Supervising Architect's Office, United States Treasury Department: James K. 

Taylor, Supervising Architect, Washington, D. C.

The Reclamation Service, United States Interior Department: F. H. Newell, Director, 

Washington, D. C.

Since the first meeting the following additional appointments have 

been made:

The American Institute of Mining Engineers: E. V. D'lnvilliers, mining engineer,

Philadelphia, Pa. 

 The National Lumber Manufacturers' Association: William Irvine, president, Chippewa Falls, Wis.

The Bureau of Ordnance, U. S. Army: Gen William Crozier, chief, Washington, D. C. 

The Bureau of Steam Engineering, U. S. Navy: Admiral Charles W. Rae, chief,

Washington, D. C.

The Isthmian Canal Commission: John F. Stevens, chief engineer, Washington, D. C.; 

Lieut. Col. George W. Goethals, Washington, D. C.

The following members of the board have resigned: 

Mr. Nelson W. McLeod, Lieut. Col. 0. H. Ernst, John F. Stevens.

The purpose of this board is to further the work and to render it 

of the broadest possible application by bringing to bear upon the 

investigation the advice and suggestions of a widely representative 

body. It was formally organized in Washington, D. C., March 31, 

1906, with Dr. Charles B. Dudley as president and Mr. Richard L. 

Humphrey as secretary. This board also acts in an advisory capacity 

toward the Forest Service.
INTRODUCTION. 5

JOINT COMMITTEE ON CONCRETE AND REINFORCED CONCRETE.

OKGANIZATION.

The members of the special committees on concrete and reinforced 

.concrete of the American Society of Civil Engineers, the American 

Society for Testing Materials, the American Railway Engineering 

and Maintenance of Way Association, and the Association of American Portland Cement Manufacturers met at Atlantic City, N. J., on 

June 17, 1904. Mr. C. C. Sc'hneider was elected temporary chairman, and Prof. A. N. Talbot was elected temporary secretary. The 

proposed plan of action of the special committee of the American 

Society of Civil Engineers was outlined, involving the appointment 

of subcommittees on plan and scope, oil tests, and on ways and 

means. It was voted. that the other committees present should 

cooperate with the special committee of the American Society of 

Civil Engineers, and that the work should be carried on under a common organization to be known as the joint committee on concrete 

and reinforced concrete. Mr. C. C. Schneider and Mr. J. W. Schaub, 

as chairman and secretary, respectively, of the committee of the 

American Society of Civil Engineers, were made chairman and secretary of the joint committee. Mr. Emil Swensson was elected vice 

chairman, and upon the resignation of Mr. Schaub Mr. Richard L. 

Humphrey was elected secretary.

PERSONNEL.

The present members of the joint committee and of the various 

subcommittees are as follows:

OFFICERS.

Chairman: C. C. Schneider. 

Vice chairman: Emil Swensson. 

Secretary: Richard L. Humphrey:

MEMBERS.

American Society of Civil Engineers (special committee on concrete and reinforced

concrete): 

Greiner, J. E., assistant chief engineer, Baltimore and Ohio Railroad, Baltimore,

Md.

Hatt, W. K., professor of civil engineering, Purduc University. Lafayette, Ind. 

Hoff, Olaf, vice president Butler Brothers, Hoff & Co., New York, N. Y. 

Humphrey, Richard L., consulting engineer, Philadelphia, Pa. 

Lesley, R. W., president American Cement Company, Philadelphia, Pa. 

Schaub, J. W., consulting engineer, Chicago, 111. 

Schneider, C. C., consulting engineer, Philadelphia, Pa. 

Swensson, Emil, consulting engineer, Pittsburg, Pa.

Talbot, A. N., professor of sanitary engineering. University of Illinois, Urbana, 111. 

Worcester, J. R., consulting engineer, Boston, Mass. ..

15767 Bull. 329 08 2
b STRUCTURAL-MATERIALS TESTING LABORATORIES.

American Society for Testing Materials (committee on reinforced concrete):

Fuller, William B., consulting engineer, New York, N. Y.

Heideynreich, E. Lee, consulting engineer, New York, N. Y.

Humphrey, Richard L., consulting engineer, Philadelphia, Pa.

Johnson, Albert L., consulting engineer, St. Louis, Mo.

Lanza, Gaetano, professor of theoretical and applied mechanics, Massachusetts 

Institute of Technology, Boston, Mass.

Lesley, R. W., president American Cement Company, Philadelphia, Pa.

Marburg, Edgar, professor of civil engineering, University of Pennsylvania, Philadelphia, Pa. 

Mills, Chas. M., principal assistant engineer Philadelphia Rapid Transit Company, Philadelphia,. Pa.

Moisseii'f, Leon S., assistant engineer department of bridges, New York, N. Y.

Quimby, Henry H., assistant engineer of bridges, bureau of surveys, Philadelphia, Pa. ' 

Taylor, W. P., engineer in charge of testing laboratory, Philadelphia, Pa.

Thompson, Sanford E., consulting engineer, Newton Highlands, Mass.

Turneaure, F. E., dean of College of Mechanics and Engineering, University of 

Wisconsin, Madison, Wis.

Wagner, Samuel Tobias, assistant engineer Philadelphia and Reading Railroad, 

Philadelphia, Pa. 

Webster, George S., chief engineer bureau of surveys, Philadelphia, Pa. 

American Railway Engineering and Maintenance of Way Association (subcommittee 

on reinforced concrete):

Boynton, C. W., chief inspector Universal Portland Cement Company, Chicago, 111.

Cunningham, A. 0., chief engineer Wabash Railroad, St. Louis, Mo.

M.oorc, C. H., engineer of grade crossings, Erie Railroad, New York, N.-Y.

Scribner, Gilbert H., jr., contracting engineer, Chicago, 111.

Swain, George F., professor of civil engineering, Massachusetts Institute of Technology, Boston, Mass.

Association of American Portland Cement Manufacturers (committee on concrete and 

steel concrete):

Eraser, Norman D., president Chicago Portland Cement Company, Chicago, 111.

Griffiths, R. E., vice president American Cement Company, Philadelphia, Pa.

Hagar, Edward M., president Universal Portland Cement Company, Chicago, 111.

New berry, Spencer 13., manager Sand usky Portland Cement Company, Sandusky, 

Ohio.

STANDING SUBCOMMITTEES. 

SUBCOMMITTEE ON WAYS AND MEANS. SUBCOMMITTEE ON TESTS.

R. W. Lesley, chairman. Richard L. Humphrey, chairman. 

J. E. Greiner. " A. N. Talbot. 

Olaf Hoff. W. K. Hatt. 

"A. L. Johnson. Olaf Hoff. 

A. 0. Cunninghani. Spencer B. Newberry. 

Edward M. Hagar.

SPECIAL SUBCOMMITTEES. 

HISTORY.

To collate existing literature and results of previous investigations.

J. R. Worcester, chairman. 

R. W. Lesley. 

F. E. Turneaure. 

George F. Swain. 

R. E. Griffiths.
INTRODUCTION.

CONCRETE.

(a) Study of aggregates, proportions, and mixing.

' Sanford E. Thompson, chairman. 

William B. Fuller. 

W. P. Taylor. 

Olaf Hoff. ' . 

George S. Webster. 

 C. H. Moore. 

(6) Physical characteristics, waterproofing, etc.

A. 0. Cunningham, chairman. 

E. Lee Heidenreich. 

Sanforcl E. Thompson. 

Samuel Tobias Wagner. 

C. W. Boynton.

(<;) Strength and elastic properties.

J. E..Greiner, chairman. 

Charles M. Mills. 

W. P. Taylor. 

George S. Webster. 

Gilbert H. Scribner, jr.

(«) Simple beams.

F. E. Turneaure, chairman: 

J. E. Greiner. 

C. C. Schneider: 

J. R. Worcester. 

A. 0. Cunningham..

Gaetano Lanza, chairman. 

William B. Fuller. 

Edgar Marburg. 

Leon S. Moisseiff. 

Henry H. Quimby.

l'"AlLURKS OF CONCRETE STRUCTURES.

Einil Swensson, chairman. 

J. W. Schaub. 

A. L. Johnson. 

Gilbert H. Scribner, jr. 

George F. Swain.

(/)) T-bcamx, floor slabs, etc..

Samuel Tobias Wagner, chairman.

J. W. Schaub.

E. Lee Heidenreich.

Gaetano Lanza.

C. H. Moore.

FIRE-RESISTING QUALITIES.

C. W. Boynton, chairman. 

C. C. Schneider. 

A. L. Johnson. 

Norman D. Eraser. 

Edward M. Hagar.

Henry H. Quimby, chairman. 

Eiuil Swensson. 

Edgar Marburg. 

Charles M. Mills. 

Leon S. Moisseiff.

COOPERATION BETWEEN NATIONAL ADVISORY BOARD AND

JOINT COMMITTEE.

The national advisory board at its first meeting discussed and 

revised the tentative programme adopted for the continuation of the 

work begun during the exposition. In addition to the study of the 

properties of concrete and reinforced concrete, this programme provided for an examination of the constituent materials of concrete, 

including the collection of representative samples of crushed stone, 

gravel,, sand, slag, cinders, etc., from all parts of the country, and 

the testing of these samples to determine their relative value for 

mortal- and concrete.
8 STRUCTUKAL-MATEKIALS TESTING LABORATOEIES.

In view of the similarity of the investigations outlined by the joint 

committee, and those about to be started by the Geological Survey, 

there was discussed at a meeting of the joint committee in Cleveland, 

Ohio, June, 1905, the advisability of joint cooperation. At a meeting a few days later in Atlantic City, N. J., Mr. Joseph A. Holmes, 

representing the Director of the Geological Survey, submitted a 

basis of cooperation providing for the execution of this work by the 

Geological Survey, either in its laboratories at St. Louis or in other 

laboratories which possess the requisite facilities, under the general 

direction of the joint committee. This plan of cooperation was 

mutually agreed to and the subcommittee on tests was instructed 

to cooperate with the Geological Survey in accordance with this 

understanding.

On December 14, 1905, the subcommittee on tests submitted a 

revised programme of tests, which was amended and adopted by the 

joint committee. This programme was approved by the national 

advisory board March 31, 1906, and now constitutes the working 

outline for these investigations.

FUNDS.

The first appropriation by Congress for the investigation of structural materials amounted to $12,500, of which $5,000 was available 

until June 30, 1905, and $7,500 until June 30, 1906.

Some months before the close of the fiscal year ending June 30, 

1906, this small appropriation of $12,500 for the work at the structural:materials testing laboratories became exhausted, and the work 

was nearly at a standstill until a new appropriation of $100,000

became available July 1, 1906. With this increased appropriation

the work was greatly extended, new equipment purchased, and two 

large buildings, used during the exposition by the department of 

mines and metallurgy, were occupied for testing purposes.

Another appropriation of $100,000 for the fiscal year July 1, 1907, 

to June 30, 1908, insures the continuance of the work which is now 

being .conducted as described in the following pages.

STBTJCTURAIj-M A TERLAXS DIVISION.

ORGANIZATION.

The investigation of structural materials assigned to a division 

of the technologic branch of the United States Geological Survey is 

under the general supervision of Mr. Joseph A. Holmes, expert in 

charge, with Mr. Herbert M. Wilson as chief engineer, and is under 

the direct supervision of Mr. Richard L. Humphrey, engineer in 

charge.
U. S. GEOLOGICAL SURVEY 

GENERAL VIEW OF BUILDINGS OCCUPIED BY STRUCTURAL-MATE

Office and constituent-materials laboratory in for
STBUCTURAL-MAtERlALS DIVISION.

The organization of the structural-materials division comprises the

'following; sections:

Administrative. 

Metallurgical. 

Editorial. 

Computing. 

Drafting. 

.Field.

Constituent materials. 

Beam.

Tension and shear.

Slab. '

Column.

Building block.

Permeability.

Chemical.

Photographic.

BUILDINGS.

The structural-materials testing laboratories, located in Forest 

Park, St. Louis, Mo. (PI. I and fig. 1), occupy the cement and foundry

FIG. 1. General plan-of buildings occupied by structural-mateiials testing laboratories in Forest

Park, St. Louis, Mo.

buildings and the .metal pavilion of the Louisiana Purchase Exposition. The cement building is constructed entirely of reinforced concrete and was built by the Association of American Portland Cement 

Manufacturers. It consists of three pavilions, separated by intermediate courts, and connected across the front by a continuous loggia. 

The central pavilion is 30 feet square and is used by the constituentmaterials section; that on the right is used as a general office; that on 

the left is used by the park commission of the city of St. Louis, by 

whose courtesy these laboratories are permitted to remain in Forest 

Park.
10 ' STB^GTUBALTMATEBIALS'TESTING LABOBATOBIES.

The metal pavilion, 60 by 100 feet, is used by the beam, the permeability, the shear and tension, and the column sections, and by 

the carpenter shop and the steel-cutting plant. In order to put 

this building into proper condition for use it was necessary to replace 

the original glass sides with wooden sheathing and to lay a concrete 

floor. In addition, a ceiling at a 12-foot elevation was built, affording 

a second story of the full size of the building. Partitions were 

erected dividing the building into four rooms, which are used for mixing, molding, storing, and testing beams, columns, and shear and 

tension test pieces.

The foundry originally consisted of a steel skeleton having a roof of 

corrugated iron and sides of wire netting. Up to February, 1907, 

this building was used by the fuel-testing plant for testing coke, and 

when these tests were finished it was sheathed with wood, a new roof 

was. built, and it now houses the building-block, the petrographic, and 

the photographic sections and a portion of the constituent-materials 

section. It also contains 25 bins, each of one car capacity, for storing 

material; a workshop equipped with a machine lathe, drill press, and 

emery grinder; a blacksmith shop, and the necessary power equipment for the entire plant.

Power was furnished by the fuel-testing plant until its removal to 

the Jamestown Exposition at Norfolk, Va., in April, 1907. The onestory annex to one end of the foundry is occupied by the chemical and 

electrolysis laboratory. In addition to these buildings a one-story 

frame building contains the computing and drafting sections.

EQUIPMENT.

 The .greater part of the equipment of the model cement-testing

laboratory of the Association of American Portland Cement Manufacturers was loaned for some time, through the courtesy of Mr. R. W. 

Lesley and Dr. Edgar Marburg, and was subsequently purchased by - 

the Geological Survey. The remainder of the equipment which had

 been loaned for exhibition purposes was afterwards purchased from 

the manufacturers at very low prices.

In a large number of instances the manufacturers, recognizing the 

importance of the investigations being carried on at the laboratories, 

and desiring to be of some assistance, have supplied equipment for the 

purpose at greatly reduced prices, in some cases at less than cost.

In addition to the equipment loaned to or purchased by the Geological Survey, a small amount of equipment belonging to the United 

States Reclamation Service has been used.

In the following list of the more important items of equipment it 

was deemed inadvisable to include the smaller pieces of apparatus, as 

these are mentioned in connection with the work of the different sections. Half-tone reproductions of photographs of only a portion of
STRUCTURAL-MATERIALS DIVISION. 11

the apparatus are shown in the following pages. The-list of the principal equipment follows:

One 600,000-pound, motor-driven, automatic, Universal four-screw testing machine, 

manufactured by Tin his Olsen & Co., Philadelphia. This machine has a full equipment of tools for making tests of columns up to 30-foot lengths, transverse tests on beams 

up to 25-foot span, and tests for tensile strength for specimens up*to 24 feet in length, 

with an elongation of 25 per cent.

One 200,000-pound, motor-driven, automatic, Universal four-screw testing machine, 

manufactured by Tinius Olsen & Co., Philadelphia. This machine has a full equipment of tools for making compression and tension tests up to 4 feet in length and transverse tests on beams up to 10-foot span.

One 200,000-pound, motor-driven, automatic, Universal four-screw testing machine, 

manufactured by Tinius Olsen & Co., Philadelphia. This machine also has a fu.ll 

equipment of tools for making tension and compression tests up to 4 feet in length and 

transverse tests on beams up to 20-foot span.

One 200,000-pOlllld, motor-driven, automatic, Universal four-screw testing machine, 

manufactured by Tinius Olsen & Co., Philadelphia. This machine was furnished by 

the Reclamation Service, and has a full equipment of tools for making tension and com- 

'pression tests up to 4 feet in length and transverse tests on beams up to 20-foot span.

One 200,000-pound, motor-driven, automatic, three-screw testing machine, manufactured by Tinius Olsen & Co., Philadelphia. This machine has a full equipment of 

tools for making compression and tension tests up to 4 feet in length and transverse tests 

on beams up to 20-foot span.

One 100,000-pound, motor-driven, automatic, Universal three-screw testing machine 

manufactured by Tinius Olsen & Co., Philadelphia. This machine has a full equipment of tools for making tension and compression tests and transverse tests on beams up 

to 16-foot span.

One 40,000-pound, hydraulic, hand-driven, compression machine, mailufactured by 

the Falkenau-Sinclair Company, Philadelphia. This machine is designed for testing 

small test pieces in compression, and was furnished by the Reclamation Service.

One 50,000-pound, hydraulic, hand-driven testing machine, very kindly loaned by 

Tinius Olsen & Co., Philadelphia.

One 2,000-pound, long-lever, tensile testing machine for cement, manufactured by 

Tinius Olsen & Co., Philadelphia.

One 2,000-pound, automatic shot, short-lever, tensile testing machine for cement, 

manufactured by Tinius Olsen & Co., Philadelphia.

One 2,000-pound, automatic shot, short-lever,.tensile testing machine for cement, 

manufactured by the Fairbanks Company, New York.

One motor-driven torsion machine for testing wire, manufactured by Tinius Olsen & 

Co., Philadelphia, and furnished by the Reclamation Service.

One hand-driven, 10,000-pound tension machine for testing wire, and also adapted 

for making transverse tests on small specimens, manufactured by Tinius Olsen & Co., 

Philadelphia, and supplied by the Reclamation Service.

One set of tools for making shear tests on concrete cylinders 6 inches in diameter and 

24 inches long, together with 12 cast-iron molds. The apparatus is adapted for shearing 

out sections 2, 4, 6, 8, 10, or 12 inches in length.

One one-half cubic yard capacity concrete cubical mixer, mounted on skids, manufactured by the Municipal -Engineering and Contracting Company, Chicago. This 

mixer was very generously loaned by the manufacturers during the first year's work 

in the laboratories, and was afterwards purchased from them at a very low price.

One ]. cubic yard capacity cubical concrete mixer, with automatic charging hopper 

mounted on skids; and one motor-driven one-half cubic yard capacity cubical concrete 

mixer, with an automatic charging hopper mounted on skids. These mixers were uianu-
12 STRUCTURAL-MATERIALS TESTING LABORATORIES.

factured by the Municipal Engineering and Contracting Company, and very generously 

sold by them for an amount much lower than the market price.

Five hollow concrete block machines manufactured and very kindly loaned by the 

American Hydraulic Stone Company, Denver, Colo.; the Miracle Pressed Stone Company, Minneapolis, Minn.; the P. B. Miles Manufacturing Company, Jackson, Mich.; 

the Dykema Company, Grand Rapids, Mich.; and the Century Machine Company, 

Jackson, Mich. These machines, representing different types, were selected by a 

committee of the Concrete Block Machine Manufacturers' Association.

Six steel molds; with 90 extra interchangeable bottoms for 8 by 'll inches by 13- 

foot beams, also adjustable for 6-, 8-, and 10-foot beams.

Seventy-two cast-iron molds for cylindrical test pieces 8 inches in diameter and 

16 inches long, 12 of which were furnished by the Reclamation Service.

Twenty-four cast-iron molds for 6-inch cubes, 12 of which were also furnished by 

the Reclamation Service.

Sixty-three single brass molds for transverse specimens of cement 1 by 1 inch in 

cross section and 13 inches long; 10 of these molds were furnished by the Reclamation 

Service.

Eighteen 3-gang and 18 5-gang standard brass briquet molds. Eight of the 3-gang 

and 10 of the 5-gang molds were furnished by the Reclamation ServiceTwenty 3-gang 2-inch cube molds of brass. Fourteen of the 2-inch cube molds 

were furnished by the Reclamation Service.

Four cubic-foot measures.

One hundred and eighty cement storage cans of galvanized iron, 24 inches in diameter and 29£ inches high.

Three hundred tin storage cans, 6$ inches in diameter, fif inches high, with a 4-inch 

diameter screw top.

One complete accelerated-test apparatus for cement, including a copper tank, metalframe support, and constant-level bottle. , One 5-galloh still.

One water bath of heavy copper.

One 4-inch diameter electrical hot plate.

One 12-inch diameter electrical hot plate.

One 10-horsepower American standard feed-water heater.

Two soapstone moist closets, 43| by 24 by 18 inches.

Nine soapstone tanks, 7 feet long and 30 inches wide, eight of which are 6 inches 

and one 30 inches deep, inside measure. These tanks are arranged in tiers of three 

each, on steel frames, and piped for running water. Two tiers were manufactured 

by Stambach & Love, Philadelphia, and one by Cahill, Swift & Co., St. Louis. 

' Two standard mixing tables with glass tops.

Two sets standard brass sieves. 8 inches in diameter, having 10, 20, 30, 40, 50, 80, 

100, and 200 meshes per linear inch.

Two automatic sifting machines, one belt driven and the other motor driven, manufactured by Howard & Morse, Brooklyn, N. Y.

Three analytical balances.

Five Troemner scales, two No. 7, two No. 293, and two No. 80; the No. 7 iscale being 

furnished by the Reclamation Service.

Five movable platform scales.

Three hand trucks.

One steel carriage for raising and moving concrete beams. This consists of an 8-inch 

channel, supported by steel legs 15 feet long, the bottom flange of which serves as a 

track for two 1-ton trolleys with roller bearings, bearing differential hoists.

One air compressor with a complete outfit of air tampers and tools, generously loaned 

by the Ingersoll-Rand Drill Company, New York.

One complete outfit for preparing cubes of stone, consisting of a gang saw, band saw, 

slicing machine, and polishing table.
STRUCTURAL-MATERIALS DIVISION. 13

Fo ur compressometers.

Two extensouieters.

Four beam deformeters.

Four slip of rod apparatus.

Three Thatcher computing machines.

Two Draper recording thermometers.

One Bristol j-ecording tliermomefcei;.

One muffle furnace.

Two gas furnaces.

One gas generator for chemical laboratory.

One Buffalo portable forge. . Two lever jacks.

One Lodge & Shipley machine lathe.

One 70-horsepower horizontal tubular boiler.

One 74-horsepower Habercorn slide-valve engine.

One Worthington fire pump.

One Westinghouse dynamo. *

In addition to the above equipment all the divisions of the laboratories have a complete equipment of smaller apparatus, and facilities for making the tests covered by 

the investigations.

ACKNOWLEDGMENT OF DONATIONS.

The extent and. importance of the investigations of structural 

materials being conducted by the United States Geological Survey 

are such that in order to procure the needed information in a reasonable time, it is necessary to make the available appropriations cover 

as much work as possible. These appropriations are relatively small 

in comparison with the amount of work to be done, and it is extremely 

desirable that all persons interested in this work should accord it 

their hearty support as far as possible. The results of these investigations will be of 'great value not only to the Government, but to the 

public at large,, especially engineers, architects, contractors, manufacturers, and all others who manufacture or use structural materials. 

The help which has been received up to the present time has made 

it possible to devote to the investigations a large amount of money 

that otherwise would have been spent in defraying transportation 

charges for materials and men, and for purchasing the materials with 

which to conduct the investigations. In most cases' it has been 

simply necessary to make known the needs of these laboratories for 

materials or transportation; in a few cases material has been especially solicited, and in almost every case the reply has been a generous 

compliance with the request.

Railroads have aided in the work by transporting the materials 

and the employees of' the laboratories free of charge. Special 

acknowledgments are made to those lines and to certain Portland 

cement manufacturers, collectively and individually; also to the 

Municipal Engineering and Contracting Company, the Hydrex Felt 

Engineering Company, the Concrete Block Machine Manufacturers'
14 STRUCTURAL-MATERIALS TESTING LABORATORIES.

Association., the Underwriters' Laboratories of Chicago, the Illinois 

Steel Company, the Carnegie Steel Company, and the Ingersoll-Rand 

Drill Company.

Acknowledgment is due the Union Sand and Material Company, of 

St. Louis, Mo., for donations of material as well as for courtesies 

extended and for service in delivering material by teams for use in 

 these laboratories.

The tests that are being made require large quantities of cement, 

sand, gravel, stone, and steel, and up to the present time these have 

been contributed generously and promptly upon request. For donations of Portland cement acknowledgments are made to the following companies:

Alpha Portland Cement Co., Easton, Pa.

American Cement Co., Egypt, Pa.

Atlas Portland Cement Co., Hannibal, 

Mo.

Bonneville Portland Cement Co., Siegfried, Pa.

Chicago Portland Cement Co., Oglesby, 

111.

Coplay Cement Manufacturing Co., Coplay, Pa.

Dexter Portland Cement Co., Nazareth, 

Pa.

Edison Portland Cement Co., Stewartsville, N. J.

German-American Portland Cement Co., 

La Salle, 111.

lola Portland Cement Co., Tola, Kans.

Lehigh Portland Cement Co., Mitchell,

Ind.

Lawrence Cement Co., Siegfried, Pa. 

Northampton Portland Cement- Co.,

Stockerstown, Pa. 

Omega Portland Cement Co., Jonesville,

Midi.

Peerless Portland Cement Co., Union 

City,'Midi.

Penn Alien Portland Cement Co., Bath, 

Pa.

Pennsylvania Cement Co., Bath, Pa.

Phoenix Cement Co., Nazareth, Pa.

Sandusky Portland Cement Co., Syracuse, Ind.

St. Louis Portland Cement Co., St.' Louis, 

Mo. . . Universal Portland Cement Co., Chicago, 

111.

Virginia Portland Cement Co., Forclwick, 

Va.

Vulcanite Portland Cement Co., Vulcanite, N. J.

Western Portland Cement Co., Yankton, 

S. Dak.

Whitehall Portland Cement Co., Cementon, Pa.

Wolverine Portland Cement Co., Cold water, Mich.

For contributions of steel bars acknowledgments are made to the 

Illinois Steel Company and to the Carnegie Steel Company. For 

donations of sand, gravel, and crushed stone in carload lots acknowledgments are made to the following:

Carmichael, Wm. R., Williamsport, Ind. 

Casper-Stolle Construction Co., East St.

Louis, 111.

Chicago Crushed Stone Co., Chicago, 111. 

East St. Louis Stone Co., East St. Louis,

111. 

Fruin-Barnbrick Construction Co., St.

Louis, Mo. 

Grafton Quarry Co., Grafton, 111.

McLaughlin-Mateer Co., Kankakee, 111. 

Ozark Red Granite Co., St. Louis, Mo. 

Reliance Quarry Co., Alton, 111. 

Rickey, C."A., Louisville, Nebr. 

Schneider Granite Co., St. Louis, Mo. 

Union Sand and Material Co., St. Louis,

Mo. 

United Railways of St. Louis.
STlVUCTUBAL-MATEEiALS 15

For courtesies extended and facilities afforded in investigating the 

various deposits of sand, stone, and gravel, forming a part of the 

field work of these laboratories, acknowledgments are made to the 

following:

Lauer, Jacob, St. Paul, Minn.

Lauterdale, J. W., Millican, Tex.

Le Claire Stone Co., Bettendorf, Iowa.

Little, C. H., & Co., Detroit, Mich.

Louisiana Railway and Navigation Co., 

Col fax, La.

Loveland Stone and Gravel Co., Loveland, Ohio.

McTernan & TIalpin Construction Co., 

Kansas City, Mo.

American Sand and Gravel Co., Chicago,

Til. 

American Smelting and Refining Co.,

Omaha, Nebr.

Andrew & Hoertz; Louisville, Ky. 

Atwood-Davis Sand Co., Beloit, Wis. 

Banibrick-Bates Construction Co., St.

Louis, Mo.

Beloit Concrete Stone Co., Beloit, Wis. 

Biesanz Stone Co., Minnesota City, Mirm.

Big Rock Stone and Construction Co.,-

Little Rock, Ark.

Buckeye Dredging Co., Columbus, Ohio.

Bull Frog Mining Co., Joplin, Mo.

Carey Construction Co., Cleveland, Ohio.

Caspar is Stone Co., Columbus. Ohio.

Chicago, Milwaukee and St. Paul Railroad.

Chilton, Chas., Ottumwa, Iowa.

City of Madison, Madison, Wis.

Cleveland Builders Supply Co., Cleveland, Ohio.

Clifton Sand and Gravel Co., Vicksburg. 

Miss.

Cobb, H. H. &'L. D., Fort Worth, Tex.

Coughlan, T. R., Mankato, Minn.

Darragh Bros., Marble Falls, .Tex;

Eagle Point Lime Works, Dubuque. Iowa.

Fleming & Co., Cincinnati, Ohio.

Glencoe Lime and Cement Co., St. Louis, 

Mb.

Granby Zinc and Mining Co., Joplin, Mo.

Greene, J. A., Stone City, Iowa.

Greenleaf Stone Co., Greenleaf, Wis.

Hillsboro Stone Co., Hillsboro, Ohio.

Horton Stone and Milling Co., Springfield. Mo.

Houston and Texas Central Railroad, 

Houston, Tex.

Hydraulic Pressed Brick Co., St. Louis, 

Mo.

Jahuke Navigation Co., New Orleans, La.

Jarrett Construction Co., Sibley, La.

Kelley Sand and Fuel Co., Burlington, 

Iowa.

Laclecle Fire Brick Co., St. Louis, Mo.

La Crosse Stono Co., La Crossc, Wis.

Lake Shore Stone Co., Milwaukee, Wis.

Merchants Ice and Coal Co., St. Louis,

Mo. 

Miami Sand and Gravel Co., Loveland,

Ohio.

Mineral Supply Co., Minneapolis, Minn. 

Missouri Pacific Railway, Little Rock,

Ark.

Mitchell Fire Clay Co., St. Louis, Mo. 

Missouri, Kansas and Texas Railway,

Osage, Old a.

Moores, Cooney Co., Cincinnati, Ohio. 

Moorman, E. S., Baton Rouge, La. 

Mound City Gravel Co., J3t. Louis, Mo. 

New Union Sand Co., St. Louis, Mo. 

Norton, C. E., Ottumwa, Iowa. 

Ohio and Michigan Gravel and Sand Co.,

Toledo, Ohio.

Ohio River Sand Co., Louisville, Ky. 

Ousley, Dr. J. D., Denison, Tex. 

Perkinsori Bros., St. Louis, Mo. 

Rucker Stone Co., Greenfield, Ohio. 

St. Joseph Lead Co., Hoffman, Mo. 

St. Joseph Street Construction Co., St.

Joseph, Mo.

Samuels & Holmes, Kansas City, Mo. 

Scullin-Gallagher Iron and Steel Co.,

St. Louis, Mo.

Sheehan, J. P., Austin, Tex. 

Shreveport Sand and Concrete Co.,

Shreveport, La.

Sibley Quarry Co., Sibley, Mich. 

Southern Hydraulic Stone Co., Galveston,

Tex.

Stewart-Peck Sand Co., Kansas City, Mo. 

Storey Bros., Milwaukee, Wis. 

Toledo Stone and Glass Sand Co.,.Toledo,

Ohio. 

Ware,*R. J., & Sons, Cincinnati, Ohio.
16 STKUCTtJRAL-MATEKtALS TESTING LABORATORIES.

PROGRAMME FOR INVESTIGATION OF CONCRETE AND REINFORCED CONCRETE.

ORIGIN OF THE PLAN.*

In October, 1904, the joint committee, in session at the Louisiana 

Purchase Exposition, St. Louis, Mo., adopted a programme of the 

tests necessary to procure the information desired in the preparation 

of a report on concrete and reinforced concrete, together with suggestions for putting the same into effect. The plan proposed that the 

subcommittee on tests should arrange for the cooperation of the joint 

committee with those schools of technology having adequate facilities 

for making the tests desired, and also arrange to supervise these tests 

so as to insure the proper accuracy and correlation of work. Materials 

of uniform and satisfactory quality, were to be furnished to the different institutions, and methods of testing were to be outlined so as to 

standardize them as far as practicable. The inspection of the preparation of the test pieces and testing of the same by an experienced assistant was to be maintained, in order that the sources of error arising 

from the investigation of closely related problems, at scattered laboratories might be reduced to a minimum. Funds to defray the cost of 

the material and the expense of efficient inspection were to be raised 

by a subcommittee on ways and means.

In response to an invitation issued by the subcommittee on tests 

in behalf of the joint committee, the following technical institutions 

expressed a willingness to cooperate in the work: Case School of 

Applied Science, Columbia University, Cornell University, Harvard 

University, Massachusetts Institute of Technology, Ohio State University, Purdue University, State University of Iowa, University of 

Illinois, University of Minnesota, University of Pennsylvania, and 

University of Wisconsin. The investigations assigned by the subcommittee on tests were conducted at these institutions during the 

same college year (1904-5) by advanced students or members of the 

instruction staff. Since arrangements for investigative work by 

students in nearly all such institutions necessitate the completion of 

any series of tests by at least the last of May of each year, the time 

available proved insufficient for making needed arrangements and providing materials sufficiently in advance to permit the completion of 

the requisite tests. This rendered impossible the thorough organization that was desired in the first year's work.

DETAILS OF THE PLAN.

I. EXAMINATION AND CLASSIFICATION OP CONSTITUENT MATERIALS.

A. Examination of deposit. Sands, gravels, stones, gravel and stone screenings 

(£-inch screen), slags, cinders, etc., are to be collected by a special representative of 

the testing laboratory sent out for that purpose. The deposit from which the samples 

are collected is to be examined to determine the extent and natur of the material.
STRUCTURAL-MATERIALS DIVISION. 17

B. Physical tests in the laboratory. The laboratory tests are to include the examinations and determinations indicated below:

1. Mineralogical examination.

2. Specific gravity.

3. Weight per cubic foot.

4. Sifting (granulometric composition).

5. Percentage of silt and character of 

same.

G. Percentage of voids.

7. Character of stone as to percentage of 

absorption, porosity, permeability, 

cornpressive strength, and behavior 

under treatment.

C. Chemical analysis. Analyses are to be made to determine the composition and 

character of the stone, silt, etc., used in tests.

II. TESTS AND CLASSIFICATION OF MORTARS MADE WITH TYPICAL PORTLAND CEMENT AND 

SAND, GRAVEL, AND STONE SCREENINGS .(i-INCH SCREEN).

A. Proportions and conditions. Proportions to be stated by weight and volume. 

The unit of volume for cement is 100 pounds per cubic foot. The typical Portland

cement is to be prepared by thoroughly mixing a number of brands, each of which

must meet the following requirements:

Specific gravity, not less than 3.10.

Fineness, residue not more than 8 per cent on No. 100 nor 25 per cent on No. 200 

sieve.

Time of setting: Initial set, not less than 30 minutes; hard set, not less than Lhour 

nor more than 10 hours.

Tensile strength:

1. Neat . Pounds.

24 hours in moist air...................................................... 175

 7 days (1 day in moist air, 6 days in water)................................ 500

 28 days (1 day in moist air, 27 days in water).............................. 600

2. One part cement, three parts standard sand 

7 days (1 day in moist air, 6 days in water)................................. 175

28 days (1 day in moist air, 27 days in water).............................. 250

Constancy of volume: Pats of neat cement 3 inches in diameter, one-half inch 

thick at center, tapering to a thin edge, shall be kept in moist air for a' period of 24 

hours. A pat is kept in air at normal temperature and observed at intervals for at 

least 28 days. Another pat is kept in water maintained as near 70° F. as practicable 

and observed at intervals for at least 28 days. A third pat is exposed in an atmosphere of steam above boiling water in a loosely closed vessel for 5 hours. These pats 

must remain firm and hard and show no signs of distortion, checking, cracking, or 

disfiguration.

The cement shall not contain more than 1.75 per cent anhydrous sulphuric acid 

.nor more than 4 per cent magnesium oxide.

A test of the neat cement must be made with each mortar series for comparison of 

the quality of the typical Portland cement.

B. Physical tests in laboratory. The laboratory tests include the following determinations, those, designated as items 1 to 10 being each made at the ages of 7,28,90, 

180, and 360 days:

1. Tensile strength witlx one part cement l;o varying percentages of material.

2. Conipressive strength with one part cement to varying percentages of material.

3. Transverse strength with one part cement to varying percentages of material.

4. Shearing strength with one part cement to varying percentages of material.

5. Tensile strength with cement, material sifted to one size.

6. Conipressive strength with cement, material sifted to one size.

7. Transverse strength with cement, material sifted to one size.
18 STBUCTUBAL-MATEKIALS TESTING LAB OK AT OKIES.

8. Shearing strength with cement, material sifted to one size.

9. Modulus of elasticity in compression of different mixtures as to proportion and 

	size of aggregate.

10. Modulus of elasticity in tension of different mixtures as to proportion and size of 

	aggregate.

11. Yield in mortar. '

12. Porosity.

13. Permeability.

14. Volumetric changes in setting.

15. Absorption,

16. Methods of waterproofing.

17. Freezing tests.

18. Coefficient of expansion.

19. Effect of oil: (a) On hardening mortar; (6) on hardened mortar.

20. Effect of sea water.

III. TESTS AND CLASSIFICATION OP CONCRETE MADE WITH TYPICAL PORTLAND CEMENT 

AND STONE, STONE AND GRAVEL SCREENINGS, GRAVEL, SAND, CINDER, SLAG, ETC.

A. Proportions and conditions. Proportions to be stated by weight and volume. 

Unit of volume for cement, 100 pounds per cubic foot.

B. 'Physical tests in laboratory. The laboratory tests include the following determinations, those designated as items 1 to 6 being each made at the ages of 30, 90, 180, 

and 360 days:

1. Tensile strength with different mixtures as to proportion and size of the 

aggregate.

2. Compressive strength of different 

mixtures as to proportion and size 

of aggregate.

3. Transverse strength of different mixtures as to proportion and size of 

aggregate.

4. Shearing strength with different mixtures as to proportion and size of 

aggregate.

5. Modulus of elasticity in compression 

of different mixtures as to proportion and size of aggregate.

6. Modulus of elasticity in tension of different mixtures as to proportion and 

size of aggregate.

7. Character of crushed stone used: 

(a) "Weight per cubic foot; (b) size; 

(c) percentage of voids; (d) percentage of silt.

8. AVeight per cubic foot, uncrushed.

9. Yield.

10. Absorption.

11. Porosity. 

12. Permeability.

15

Methods of waterproofing.

Protective influence against corrosion 

of^metal.

Fire-resisting qualities: (a) Effect of 

heat on hardening concrete; (6)'effect of heat on hardened concrete; 

(c) thickness necessary for proper 

insulation.

16. Freezing tests.

17. Volumetric changes.

Effect of vibration and of applied 

stress (impact): (a) On hardening 

of plain and reinforced concrete; 

(b) on hardened plain and reinforced concrete.

Adhesion of concrete to metal under 

varying conditions, for vaiying 

periods, up to at least three years: 

(a) Effect of shape; (b) effect of em-

 bedded length; (c) effect of various 

kinds of loading; (d) effect of chemical action; (e) relative value of surface adhesive resistance and grip.

Effect of oils: (a) On hardening concrete; (b) on hardened concrete.

Coefficient of expansion.

Effect of sea water.

18

19

20

C. Full-size tests. The laboratory tests of full-size beams, building blocks, 

bricks include the following: 

1. Beams of various spans, sections, and compositions.

and
STBUCTUEAL-MATEBIALS DIVISION. 19

2. Building blocks and bricks, as to (a) compressive strength, wet and dry mixtures; 

(b) transverse strength, wet and dry mixtures; (c) shearing strength, wet and 

 dry mixtures; (d).absorption, wet and dry mixtures; (e) permeability; (/) methods of waterproofing; (g) effect of accelerating the hardening of concrete blocks 

by means of live steam, etc.; (/») fire:resisting qualities; (i) efflorescence.

IV. TESTS OP REINFORCED CONCRETE.

A. Beams. Tests of beams to include determinations of 

1. Effect of amount of reinforcement.

2. Effect of character o.f reinforcement.

3. Effect of form, size, and position of 

reinforcing bars.

4. Effect of initial stress in reinforcement.

5. Effect of different manners of loading.

6. Methods of providing for diagonal 

stresses.

" B. Columns. Tests of columns to include determinations of 

1. Effect of amount of reinforcement. I 4. Effect of character and eccentricity of

7. Effect of variation in section, such as 

trapezoidal, T-shaped, etc.

8. Effect of variation in length and 

depth.

9. Effect of restraining the ends.

10. Effect of repetitive loading.

2. Effect of disposition of reinforcement: 

(a) Longitudinal; (6) hooped; (c) 

combination of (ft) and (6).

3. Effect of form, size, and position of 

reinforcement.

C. Slabs. Tests to be made of slabs 

1. Supported at two or four edges.

2. Fixed at two or four edges.

3. Use of expanded metal, wires, etc.

loading. 

5. Effect of variation in section^ such as

square, round, and rectangular. 

G. Effect of fixing the ends.

4. Effect of concentration of load.

5. Variation in per cent of reinforcement.

6. Variation in span and thickness.

D. Arches. Tests to be made of forms and features of arches as follows:

1. Continuous ring.

2. Hinged.

3. Voussoirs.

4. Shape.

5. Span and rise.

WORK AT TECHNOLOGICAL INSTITUTIONS.

In connection with the work at the laboratories it has been deemed 

desirable by the national advisory board and the joint committee on 

concrete and reinforced concrete to invite the cooperation of those 

technological institutions possessing proper facilities for carrying on 

investigations comprising, in part, tests in which the methods of 

execution are still open to formulation and which involve general 

phenomena. In addition to this, it was thought desirable for this 

laboratory to act in an advisory capacity to any laboratory desiring 

to conduct investigations along these lines. Among the topics which 

are available for such investigations may be mentioned 

1. Shearing: Comparison of methods.

2. Modulus of elasticity: Comparison of methods.

3. Protective influence of concrete against corrosion.

4. Fire-resisting qualities of concrete.

5. Methods of waterproofing. .

6. Coefficient of expansion.
20 STRUCTUBAL-MATERIALS TESTING LABORATORIES.

7. Effect of vibration and applied stress.

 8. Adhesion of concrete to metal.

9. Keinforced-concrete beams: (a) Effect of different manners of loading; (6) methods of providing for diagonal stresses; (c) effect of variation in section; (d) effect 

of restraining ends; (e) amount and character of reinforcement.

10. Reinforced-concrete columns: Method of testing.

SEQUENCE OF TESTS.

 It is evident that the investigations embraced in the foregoing 

programme will cover a number of years, and it is therefore the aim 

of the United States Geological Survey to investigate first those 

questions which will yield information most urgently needed in constructive work by the different branches of 1'h<3 Government, the 

policy being to work continuously upon as many of the problems as 

the facilities and appropriation will permit. ^ 

As the investigation progresses it may be found necessary to do 

considerable experimental work in determining the proper methods 

to be followed, the sources of error to be guarded against, and the 

probable causes of given phenomena, and the programme may therefore be varied according to conditions.

SUMMARY.

In the following pages the character of the investigations being 

conducted at the laboratories is presented, together with a description of-the apparatus and methods of testing, methods of computing, 

and forms used for recording the results, the work of each section 

being separately described.

The methods of testing are given in some detail without, however, 

any reference to the investigations which led up to their adoption.

These investigations often entailed a series "of comparative tests

between a number of different methods. No change of method is 

made without a thorough series of tests on identical material by botb. 

the old and the proposed method, not only to determine the relative 

advantages and disadvantages of the two methods, but also to have 

an equation between the results obtained by. both methods by which, 

should the new method be adopted, the results obtained by the old 

method would be comparable with those obtained by the new.

The theories underlying the methods of testing are not touched 

upon except in one instance. The methods used in testing beams 

are somewhat different from those used by other investigators, 

hence the theories underlying the methods used at these laboratories 

are explained.

The methods used in transforming the data obtained at the testing machines into form for publication are not treated in detail, an 

outline 0 only being given.

a See Form B (p. 24) and footnote relating thereto (p. 23).
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL. It

INTERIOR VIEWS OF CONSTITUENT-MATERIALS LABORATORY.
CONSTITTJENT-MATEBIALS SECTION. 21

It is the policy to present, only the results of the tests, eliminating 

all statements of opinion or theories concerning them. Occasionally 

in bulletins on a particular phase of a subject curves will be drawn 

showing graphically certain relations, such as the variation of strength 

'with age or the variation of deformation with increasing stress. 

Attention will also be called to points of interest or some unusual 

feature in the results.

CONSTITUENT-MATEBIALS SECTION.

OUTLINE OF INVESTIGATIONS.

Nature of the work. All the-sand, stone, gravel, and other materials which are used in the investigations being carried on by the 

'division are tested for their quality in this section.

In addition a series of investigations are under way covering the 

determination of the relative value of the'various san.ds; gravels, 

cinders, crushed stone, and other constituent materials used in cement 

mortars and concretes.

For these investigations there is used a typical Portland cement, 

obtained by thoroughly intermixing a large number of standard 

brands of Portland cement. In the earlier stages of. these investigations, it was the practice to test each brand separately, and also each 

mixture of these brands. It was found that the difference between 

the result obtained for the mixture and the average of the results of 

the individual brands was so slight as to be negligible for all practical 

purposes. It is the practice now, however, to test the various brands 

in order to ascertain whether the cement meets the requirements 

for a typical cement contained in the programme for these investigations (p. 17). The cement obtained by mixing several brands, 

here referred to as a typical cement, is mixed in large quantities at 

a time and sealed in air-tight galvanized cans of about 800 pounds 

capacity.

Laboratories. Interior views of the constituent-materials laboratories are shown in PI. II. A briquet is shown in the clips of the 

long-lever testing machine at the left in A, and the soapstone immersion tanks are shown in the background. The glass-top mixing 

tables are shown in the foreground of B. This view also shows the 

200,000-pound Olsen testing machine -at the left, the long-lever 

cement-testing machine and the hydraulic hand-operated compression-testing machine in the center, and the moist closet at the right.

Register numbers. Each sample of material as it is received at 

the laboratories is given a register number, a record of which is 

made and filed in a card index. The sample is subsequently known 

by this register number, which is so chosen that it indicates the 

nature of the material. For example, each material is designated 

15787 Bull. 329 08 3
22 STRUCTURAL-MATERIALS TESTING LABORATORIES.

by the first and last letters of its name; thus, Ct. for cement, Sd. for 

sand, Gl. for gravel, Cr. for cinder, Sg. for slag, and .Se. for stone. 

The first sample of the cement was called Ct. 1, the next Ct. 2, etc. 

When the mix is made it is given a single number and each sample 

taken from that mix is given a subsequent number; thus the second mix was called Ct. 133, and the first sample from that mix Ct. 

133-1, etc.

PHYSICAL TESTS OF CEMENT.

All the cement used at the laboratories is subjected to the following physical tests: (1) Specific gravity. (2) Fineness. (3) Time of 

setting. (4) Tensile, compressive, and transverse strength, neat and 

with three parts Ottawa sand. (5) Percentage of water for normal 

consistency. (6) Soundness.

The methods recommended by the special committee on uniform 

tests of cement of the American Society of Civil Engineers are used 

in making these tests.

The specific gravity is determined upon untreated, dried, and 

ignited samples. A large series of special tests have been made to 

determine the relative merits of the different forms of apparatus; 

the Le Chatelier apparatus, however, is the standard for routine 

work.

The time of both initial and hard set is determined both by means 

of the Gilmore wires and by the Vicat needle apparatus. The latter 

apparatus, however, is the standard for all tests. The temperatures 

of the air and of the water are recorded on Draper automatic recording thermometers, which record covers a period of one week.

The accelerated testing apparatus for making tests for soundness is illustrated in PL III, B. The test consists in maintaining

the pats in an atmosphere of steam over boiling water for five hours. 

The percentage of water for normal consistency is determined with 

the Vicat needle apparatus. The test for fineness is made by sifting 

the cement through the No. 100 and No. 200 sieves, using a special 

sifting apparatus made by Howard & Morse, which is capable of 

holding nine sieves at one time.

STRENGTH TESTS OF NEAT CEMENT AND OTTAWA SAND

MORTAR.

The neat cement is tested for tensile, compressive, and transverse 

strength at ages of 1, 7, 28, 90, 180, and 360 days, and a parallel series 

of tests is made, of 1:3 mortar, using standard Ottawa sand for all 

ages except one day. Three test pieces are broken for each age.

Tension briquets are approximately 1 inch square at the smallest 

section; in order to get accurate results the least dimensions are 

carefully measured at the time of testing and the actual unit stress
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL.

A. 40,000-POUND HYDRAULIC HAND-POWER

COMPRESSION MACHINE. 

(See explanation in text, p. 30.1

IS. ACCELERATED TEST APPARATUS FOR 

SOUNDNESS TESTS OF CEMENT.

C. ATTACHMENT FOR TESTING SHORT TRANSVERSE TEST PIECES ON OLSEN 

LONG-LEVER CEMENT-TESTING MACHINE.
CONSTITUENT-MATERIALS SECTION. 28

is computed. The briquet molds are of the 5- and 3-gang type and 

are made of brass (PI. II, A).

Compression test pieces are 2-incJi cubes, the molds being of the 

3-gang type. The mortar cubes are . tested in the 40,000-pound 

hydraulic hand-operated compression machine shown in PI. Ill, 

A, in which a is a ball-and-socket bearing and I and c are handles 

that give fast and slow motions, respectively. A cube is shown in the 

machine just above a. The stronger neat cubes are tested in the 

200,000-pound testing machine.

Transverse test pieces are 1 inch square in cross section and 13 

inches in length; they are tested on a span of 12 inches. The transverse molds are of the individual type. The transverse specimens 

are usually tested on the machine shown at the left of the center in

PI. II, A, but can be tested in the briquet machine by means of the 

apparatus illustrated in PL III, C.

The test pieces are stored in the moist closet for twenty-four hours, 

and are then placed under water, in the immersion tanks, until tested. 

The water in the immersion tanks is kept constantly running and 

heated when necessary in order to maintain a constant temperature 

of about 70° F.

The order of testing is regulated by a filing system with cards 6 

by 4 inches in size which have blanks for data, as shown in Form A.

UNITED STATES GEOLOGICAL SURVEY. ' l MOLDING

STRUCTURAL-MATERIALS TESTING LABORATORIES.

l 

r>

Date................. Test ................... Reg. No....... ......... Field No.

Mold test pieces as follows:

Neat with .... .per cent; mark, ........... 1:4 with .... .percent; mark, .............. B.

l:3with........per cent; mark, .......A. 1:3 one size...per cent; mark, ..............C.

TaJcc all temperatures and date neat test pieces. 

Temperatures: Tanks..... .°F.; moist closet, ......°F.; air in lab. ......°F.; mixing water,

Remarks. ...................................................................................

Operator's signature: ........................... Approved: ................................

When a sample of neat cement, for example, is molded into test 

pieces, a card is made out for each group of three, and the date 

upon which the group will be tested is placed at the top of the card. 

The cards are then filed in the order of the dates. Calendar guide 

cards are used, dividing the months into three parts. Each morning 

the cards bearing the date of that day are removed from the front 

of the file, and the test pieces indicated on them are tested that

, day. In this way the cards are kept moving toward the front of 

the file and reach the front on the day when the test pieces whose

1 register numbers they bear are to be tested.

The results of these physical determinations are entered upon 

Form B a for filing at the laboratory,.and are subsequently copied 

into tables for publication.

 » "Forms B to R, inclusive, are condensed in the pages of this-bulletin, in connection with the 

subject-matter to which they severally relate, for the purpose of showing in detail, how the results of 

the various tests are recorded. In practice, each form is printed on ,a sheet of paper 8 by 10J inches 

in size.
24 STRUCTURAL-MATERIALS TESTING LABORATORIES.

Form B. UNITED STATES GEOLOGICAL SURVEY. 

STRUCTURAL-MATERIALS TESTING LABORATORIES.

CEMENT 

REPORT.

Station........................................... Approved......................._..........-......

Register No............ Brand........................................................... Sp.gr.....

Residue on No. 100 sieve................per cent; on No. 200 sieve..................'......... .per cent.

Time initial set..........hr.,..........min. Hard set..........hr.,..........rain. Method............

Pat test in air, 70° F ....................................................................................

Pat test in water, 70° F..........................................:......................................

Pat test in steam, 5 hours........................... '. ..................................:................

Pat test in water, 180° F................................................................................

Water used: Neat..... .per cent; 1: 3.... .per cent. Kind of sand used in 1:3.........................

Temper-1 Neat 

ature at > mixing. Jl:3..

Tension water.....° F. 

Flexure water.....° F. 

Tension water.....° F. 

Flexure water.....° F.

air.....°F. Compression water.....° F.; air.... ° F.

air.....0 F. Pats water............. 0 F.; air..... 0 F.

air. ....°F. Compression water.....° F.; air.....°F.

Age (days).

Neat 

1:3 .

1. ..............

7...............

28...'...........

90..............

180.............

360. ......... ...

7...............

28....--...-..-.

on

180.............

360.............

Tensile strength.

Pounds per 

square inch. Av.

Compressive strength.

Pounds per 

square inch. Av.

Transverse strength.

Center load 

in pounds. Av. Mod.

Remarks. ..................................................... '...................................'...

SAND, STONE, GRAVEL, AND OTHER AGGREGATES.

PHYSICAL TESTS MADE.

Samples of sand, stone, gravel, cinders, etc., are collected by a 

geologist who makes a complete report on the location, extent, and 

geological formation of the source of the supply, the methods of 

preparing the material for the market, the market supplied, the output, etc. In the case of broken stone and gravel he collects samples 

of crusher or pit-run screenings below one-fourth inch, and pieces of 

stone about 1 cubic foot in size. The physical tests made upon this 

material are as follows:

Percentage of voids; percentage of moisture; weight per cubic foot; 

percentage of absorption; specific gravity; percentage of silt; granulometric analysis; strength and density tests of mortar; strength, 

modulus of elasticity in compression, and density tests of concrete.

PERCENTAGE OF VOIDS.

Apparatus. The apparatus shown in PI. V, A, consists of a heavy 

galvanized-iron cylinder 12 inches in diameter and 15 inches high, 

inside dimensions. The pipe a admits water through four 1-inch apertures in the bottom of the vessel, the inlets being fitted on the 

inside with perforated porcelain disks which prevent fine material
U. S. GEOLOGICAL SURVEY lULLETIN NO. 329 PL. IV

A. METHOD OF HANDLING VOID APPARATUS.

It. HOPPER FOR FILLING VOID APPARATUS.
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL. V

A. APPARATUS FOR DETERMINING PERCENTAGE

OF VOIDS. 

(See explanation in text, pp. 24-25.)

Jl. APPARATUS AND CONNECTIONS FOR MAKING VOID TEST ON "ONESIZE" MATERIAL.
CONSTITUENT-MATERIALS SECTION, 25

placed in the vessel from dropping down into the pipe. The pipe & 

is connected by a rubber hose to a 5-gallon water bottle. The lid c 

is of cast iron and is ground to an air-tight fit. The small cock d is 

connected by a rubber tube to a Richards air pump (shown at d, 

PI. IV, B, and at 1, PI. VI, A), which is attached to a water faucet. 

PL IV, B, shows the apparatus, for filling the cylinder, with the 

water bottle, the air pump d, and the scales in place. The material 

is placed in the hopper a and runs through the opening at & into the 

cylinder c. . Method. A sample of the material is dried to constant weight, 

thus incidentally obtaining the percentage of moisture contained in 

the material as received. The dry material is placed in the hopper 

(a, PI. IV, B), which is raised so that its bottom is 24 inches above 

the center of the cylinder. The aperture 6 is opened to such an 

extent that the material will fill the cylinder in about one minute. 

The material is allowed to fill the cylinder to overflowing and is 

struck off level with a straightedge. The cylinder is then transferred to the scales by means of the overhead trolley (PI. IV, A) 

and its weight with contents is ascertained and recorded. The tube 

from the water bottle is next attached to the pipe beneath the cylinder and the tube from the pump is attached, to the valve in the 

lid, which is carefully put in place. The air is exhausted from the 

cylinder by means of the air pump (d, PI. IV, B), and the water is 

allowed to flow in slowly from below until it approaches the top, 

when the cover is removed and the water brought to the top of the 

vessel. The water is allowed to flow into the voids at such a rate 

that it reaches the top in about one hour. The weight of the vessel 

is taken after the voids are filled with water.

The percentage of voids in the large material and in the screenings 

and sand is determined in the same way except that a smaller cylinder is used for the material sifted to one size. This cylinder has 

only one hole in the bottom for the introduction of the water. The 

smaller cylinder is used because the material of a given size is often 

insufficient to fill the larger one (shown in PI. V, A). PI. V, B, shows 

the test 011 large-sized material under way.

Computations. The volume and weight of the vessel and the weight 

of water required to fill the pipes beneath the vessel are known. 

The quantities measured and recorded during the tests are (1) the 

weight of the vessel full of dry material, (2) the weight of the vessel 

full of material and water, (3) the weight of a portion of the surfacedried sand after the test, and (4) the weight of the thoroughly dried 

sand after the test.

The percentage of voids is obtained by correcting the measured volume of water for that filling the pipes and absorbed by the material, 

dividing by the volume of the vessel and multiplying the result by 100.
26 STRUCTURAL-MATERIALS TESTING LABORATORIES,

The percentage of voids is also obtained by dividing the weight per 

cubic foot of the dried sample by the product of the specific gravity of 

this material and the weight of a cubic foot of water.

PERCENTAGE OF MOISTURE.

Method. The weight of water introduced into the cylinder is corrected for the absorption of water by the stone, which is determined by 

weighing a portion of the material after surface drying and again after 

thoroughly drying it over a hot plate.'

Computations. The percentage of moisture is found by dividing the 

difference in weight between an ordinary sample before and after drying by the weight of the dry material and multiplying by 100.

WEIGHT PER CUBIC FOOT.

The weight per cubic foot of the material is found by taking the difference between the weight of the empty vessel and the weight of the 

vessel full of dry material and dividing by the volume of the vessel.

PERCENTAGE OF ABSORPTION.

Method. The sample used for the absorption test, taken from the 

material in the void apparatus, is obtained by spreading the material 

out and selecting small portions from several different parts of the 

mass.

Computations. The unit absorption, or the weight in pounds of 

water absorbed per pound of dry material, is the difference between the 

weight of the surface-dried material after the test and of the thoroughly 

dried material divided by the weight of the thoroughly dried material.

SPECIFIC GRAVITY.

METHOD USED WITH LARGE MATERIAL.

Apparatus. PI. VI, C, shows the apparatus used in determining the 

specific gravity of large material. The cylinder (a) is the same as that 

used for making the void test on "one-size" material. It is made 

from an 8-inch wrought-iron pipe 8| inches long; the cap at the bottom has a 1-inch opening in the center fitted with pipe and valve 

(shown at 6) and is protected from the materials placed in the cylinder 

by a No. 50 wire-gauze screen. This pipe is connected by rubber tubing to an aspirator bottle containing clean water. The valve in the 

lid is connected to the Richards air pump (shown at c). The lid is of 

cast iron and is grooved to fit the top of the-cylinder. A rubber gasket 

is placed in the groove, making an air-tight joint. The tin vessel (d) 

is arranged to hang from the arm of the balance (e), so that its weight 

may be determined when it is immersed in water.
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL. VI

A. APPARATUS AND CONNECTIONS FOR DETERMINING SPECIFIC

GRAVITY OF SAND AND SCREENINGS.

(See explanation in text, pp. 25, 27.)

IS. APPARATUS FOR REMOVING 

SILT FROM STONE SCREENINGS. 

(See explanation In text, p. 28.)

C. APPARATUS AND CONNECTION S FOR DETERMINING SPECIFIC GRAVITY OF LARGE MATERIAL.

^See explanation in text, p. 26.)
CONSTITUENT-MATERIALS SECTION. 27

Method. A 1,500-gram sample, dried to constant weight, is placed 

in the tin bucket, which is then placed in the iron cylinder; the cast-iron 

lid is put in place and the air exhausted. The water is then slowly' 

admitted until the stone is covered, when the lid is removed. The 

stone is allowed to soak for one-half hour (the average time of the 

immersion of material in the void test); the bucket is removed and 

hung on the arm of the balance (e), so that it is immersed in the water 

contained in the vessel (/)., and the weight of the immersed tin bucket 

and contained material is measured.

The amount of water absorbed is measured by weighing the material 

after surf ace .drying with a towel and again after drying it to constant 

weight over a hot plate. The original dry weight is used in determining the loss of weight in water and the. final dry weight in determining 

the unit absorption. The original dry weight is used because small

particles are apt to be lost during the surface drying.

Computations. The quantities measured and recorded are (1) the 

weight of the original dry stone, (2) the weight of the stone and tin 

vessel suspended in air and (3) in water, (4) the weight of the surfacedried stone after the test, and (5) the weight of the thoroughly dried 

stone after the test. All these weights are in grams. The difference 

between the last two weights gives the weight of water absorbed, 

and the weight of the original dry stone divided by the loss of weight 

of the stone in water corrected for absorption gives the specific 

gravity.

. METHOD USED WITH MATERIAL THAT PASSES THE ONE-FOURTH INCH SCREEN.

Apparatus. With screened material a 3-inch wrought-iron pipe, 12 

inches long, shown in PI. VI, A, is used. It is permanently capped 

at the bottom and has a removable screw cap at the top. The valve 

at a is connected with the air pump, and water is admitted through 

the funnel and the stopcock in the top. A glass flask with a long 

neck graduated to one-fifth of a cubic centimeter is used to hold the 

material. The Le Chatelier specific-gravity bottle (PI. VI, A) may 

be used. .

Method. About 55 grams of the material, dried to constant 

weight, is put in the flask and weighed. The flask is then placed in 

the cylinder and the air exhausted, after which water is admitted 

to the flask through the funnel. The vacuum prevents foaming when 

limestone is used and also approximates the condition under which 

the voids are measured. When the material is entirely covered 

with water, the flask is removed from the cylinder and allowed to 

stand one-half hour. Its weight is then taken and the volume read 

on the neck of the flask. Owing to the delicacy of this test the 

temperatures of air and water must be controlled. The amount of
28 . STRUCTURAL-MATERIALS TESTING LABORATORIES.

water absorbed is determined by weighing the material after surface ^ 

drying with blotters and filter paper, and again when dry.

Computations. The weight in grams of the flask is known and 

the following quantities are measured and recorded, the weights 

being in grains and the volumes in cubic centimeters: (1) Weight 

of flask and sand; (2) weight of flask, sand, and water; (3) weight 

of surface-dried sand; (4) weight of dry sand; (5) volume of sand ^ 

and water, read on the neck of the flask.

From these data the original weight in grams of the dry sand, 

the weight in grams of water absorbed per gram of dry sand, and 

the to.tal weight in grams of water absorbed are computed. The 

difference between the volume of the sand and water read on the 

neck of the flask and the volume of the water in cubic centimeters r 

in the flask corrected for absorption gives the volume of the sand in 

cubic centimeters. Finally, the ratio between the weight in grams 

and the volume in cubic centimeters of the dry sand gives the specific gravity.

PERCENTAGE OF SILT.

Apparatus. The apparatus used in this determination is shown in 

PL VI, B. The glass percolator (a) is 13 inches long, with an upper 

inside diameter of 3 inches and a lower inside diameter of 2-^ inches. 

The vessel (6) is placed with its outlet (c) 3 feet above the top of the 

percolator. The opening (d) at the bottom of the percolator is 

one-half inch in diameter, and is fitted with a perforated porcelain 

disk to prevent the passage of the material placed in the vessel. 

The glass tube (e) is placed with its lower end 10 inches' above the ^ 

surface of the material.

Method The vessel (6) and the percolator (a) are filled with clean

water, and a 100- to 200-gram sample, depending upon the probable 

amount of silt present, is put in the latter. The upper stopper of the 

percolator is put in place, and the current of water is started. The 

silt is carried by the current of water over into the vessel/. The flow >~ 

of water is continued until the effluent is clear, when the upper stopper is removed, the material stirred, and the current again started. 

This operation is repeated until the effluent is clear immediately after 

the material is stirred. The water containing the silt is evaporated 

on a water bath, when the silt is scraped and brushed onto a watch 

glass and permitted to remain uncovered until it attains the tern- -*. 

perature of the room so that it will be under the same conditions as 

the original sample. It is then weighed. The silt thus obtained is 

chemically analyzed. '

Computations. The percentage of silt is the "weight of the silt 

divided by the weight of the material placed in the percolator and 

multiplied by 100. >~
U. S. GEOLOGICAL SURVEY ULLET1N NO. 329 PL. VII

A. BUMPING SCREEN FOR MAKING GRANULOMETRIC ANALYSIS. 

(See explanation in text, p. 29.)

Ji. METHOD OF FILLING ONE SCREEN WITH MATERIAL RETAINED ON 

ANOTHER.
CONSTITUENT-MATERIALS SECTION. 29 

GRANULOMETRIC ANALYSIS.

Apparatus. Two sets of screens are used for the granulometric 

analysis; one for material larger than one-fourth inch and one for 

smaller material. The set of large-mesh screens (openings J, £, f, 

1, II, 1£, If, and 2 inches) are 2 feet wide, 4 feet long, and 6 inches 

deep, and are provided with hooks at the corners by which they may 

be suspended by ropes passing .through pulleys at the ceiling (PI. 

VII). A shallow wooden box (a, PL VII, A} fits beneath each of 

the two finest screens so that material passing these screens will be 

caught in the box with the loss of as little fine material as possible. 

When the material has been placed upon the screen, the latter is 

raised to a convenient height by means of the ropes and is repeatedly pulled out about 18 inches from the post at b and released, so as 

to bump against the post. The impact violently jars the screen and 

aids the material in passing through.

The set of smaller-mesh screens (openings 10, 20, 30, 40, 50, 80, 100, 

. and 200 to the linear inch) are brass circular hand sieves, 8 inches 

in diameter, and fit one upon another, each set being provided with 

a cover and a bottom pan. A Howard & Morse power sifter is used, 

which gives the nest of sieves a rotary motion, violently reversed 

after a part revolution, and at the same time a vertical bumping 

motion.

Method. A 100-pound sample is dried to such a degree that it 

will not clog the screens. It is placed upon the J-inch screen and 

the material passing-is reserved. That portion remaining on the 

screen is then run onto the screen of next larger mesh (PL VII, B) 

and the operation repeated. Each sifting is continued until the 

material ceases to pass through the sieve. The material passing 

each screen is weighed. A 500-gram sample is then taken from the 

material that passes the J-inch screen and is placed upon the upper 

of the nest of small sieves and sifted for fifteen minutes, when the 

residue on each sieve and the material passing the No. 200 sieve are 

weighed.

Computations. The percentages recorded represent the residues 

on each of the fine and the coarse sieves, and are given in terftis of 

the weight of the original sample.

TESTS OF MORTAR. 

DESCRIPTION.

The sand and screenings received at the laboratories are made into 

mortar, using different proportions and sizes of material. - This mortar 

is then investigated as to tensile, compressive, and transverse strength, 

and as to density. Should the material contain particles larger than 

one-fourth inch, these are removed by the use of a J-inch screen. The
BO STRUCTURAL-MATERIALS TESTING LABORATORIES.

mortars are made with one part typical Portland cement in proportions 

of 1: 3 and 1:4, and in addition a 1: 3 mortar is made from sand 

screened to one size between Nos. 30 and 40 sieves and from stone 

screenings sifted to one size between Nos. 10 and 20 sieves. These 

mortars are molded into tensile briquets., 2-inch. cubes, and transverse test pieces of 1-inch cross section 13 inches long.

STRENGTH TESTS.

Apparatus. An improved Fairbanks shot machine is used for the 

tension tests, and a 40,000-pound capacity oil-pressure hand-operated 

machine, shown in PI. Ill, A (p. 22), is used for the compression 

tests. The transverse tests are made either on the 10,000-pound wire 

tester, which is fitted with transverse tools, or on a long-lever 2,000- 

pound Tinius Olsen & Co. machine with a special bearing made by the 

same company, as shown in PI. Ill, C. When transverse specimens 

are being tested, the heavy counterpoise is replaced by a light wooden 

one loaded with shot. This requires a greater movement of the poise 

to balance the same load, and thus permits the small loads sustained 

by the beams to be more accurately measured than with the original 

counterpoise.

Methods. The methods recommended by the special committee on 

uniform methods of the American Society of Civil Engineers are used 

in the mixing and molding. The test pieces are placed in the testing 

machine upon their sides (with reference to the position in which they 

are molded).

Computations. The only computations necessary are those for 

obtaining the unit strengths from the gross loads read at the machine 

and the averages of the three tests in each case.

DENSITY TESTS.

Apparatus. The implements used in the density tests are shown in 

PI. VIII, A. Two sizes of molds are used in order to determine 

which size gives the more uniform results. After this has been 

decided, it is proposed to abandon the one giving the less consistent 

results. The molds are sections of wrought-iron pipe capped at one 

end. One is 3£ inches in diameter and 4| inches deep, while the other 

is 4£ inches in diameter and 5^ inches deep, inside dimensions. The 

diameter of the tamper head is one-half the diameter of the cylinder 

in each case, so that when the tamper is moved around the inner circumference of the cylinder and kept in contact with the mold the 

entire surface of the mortar in the cylinder will be tamped. The 

table top is of slate.

Method. The required proportions of the dry material are carefully 

weighed out, and water is added to form a normal consistency. The.
U. S. GEOLOGICAL SURVEY ULLETIN NO. 329 PL. VIII

IMPLEMENTS USED IN MAKING DENSITY TESTS OF MORTARS.

11. CAST-IRON CUBE AND CYLINDER MOLDS.

6'. SPHERICAL BEARING BLOCKS FOR COMPRESSION TESTS.
CONSTITUENT-MATERIALS SECTION. 31

mixing is continued for two minutes and the mortar placed in the 

molds in layers about 1 inch thick and thoroughly and uniformly 

tamped. The top surface is troweled off even with the top of the 

mold and allowed to stand one-half hour. The weight of the full mold 

is then taken. The amount of shrinkage of the mortar from the top 

of the mold is measured by a steel rule.

Computations. The weight of each ingredient in the mixture multiplied by the ratio of the weight of the mortar in the mold to the total 

weight of the mixture gives the weight of the cement and sand entering the cylinder. The absolute volume of the sand and cement in 

the molds is computed by. dividing their weights in grams by the 

respective specific gravities. The sum of these absolute volumes is 

then divided by the volume of mortar in the cylinder, and thus' the

density obtained.

The values are recorded on Form C.

Form C. UNITED STATES GEOLOGICAL SURVEY. 

STRUCTURAL-MATERIALS TESTING LABORATORIES.

MORTAR 

REPORT.

Station........................................... Approved: ......................................

Sand reg. No........ Cement reg. No. ...... For parallel cement tests, see Cement report on.........

, ....................... sand passed through No. .......... sieve and retained on No. ............ sieve.

Proportions of mortar by weight, ......; by volume,....... Water used ....................per cent.

Temperature at (Tension water...... 0 F.; air...... 0 F. Compression water...... 0 F.; air...... 0 F.

mixing. iFlexu re water......" F.; air......°F. Shear water............. 0 F.; air......°F.

Age (days).

7..............................................

28. ............................................

90.............................................

180

MO............................................

Age (days).

7..............................................

28.............................................

90.............................................

1 80 ..................:.........................

360.....'......................................

Tensile strength.

Pounds per square 

inch. Av.

Transverse strength.

Total center 

load in 

pounds.

Av. Mod.

Compressive strength.

Pounds per 

square inch. Av.

Shearing strength.

Pounds per 

Square inch. Av.

'

Remarks. .

TESTS OF CONCRETE.

DESCRIPTION.

The large material, crusher-run stone, pit-run gravel, etc., is made 

into concrete with typical Portland cement, using different proportions, and the concrete investigated as to its compressive strength, 

its modulus of elasticity, and its density.
32 STRUCTURAL-MATERIALS TESTING LABORATORIES.

The large material, first, has all the J-inch material screened out 

and is then made into the following concretes:

(1) Using Meramec River sand in proportions of 1:3:6, 1:2:4, in 

such amounts that the cement is 10 per cent in excess of the amount 

required to fill the voids in the sand and the mortar 10 per cent in 

excess of the amount required to fill the voids in the stone, and in proportions which will produce the greatest density as determined by 

the yield test, when the cement is first one-ninth and second onesixth of the total aggregate. Meramec sand is a bar sand of excellent and unirorm quality, donated by a company operating on the 

Meramec River near St. Louis, Mo.

(2) Using the J-inch screenings in place of the sand in proportions 

of 1:3:6, 1:2:4, and in the proportion producing the maximum densities, as with the Meramec sand. The concrete is mixed in a one-half 

cubic yard Chicago cube mixer. This mixer is equipped with a 

charging hopper and a direct-connected, motor. Water is supplied 

from a barrel which rests on a platform scale, so that the amount of 

water used may be weighed. The barrel is fed from a faucet and 

discharges through a quick-closing faucet into a large funnel. The 

water passes from the funnel to the mixer through a 2-inch hose. 

The concrete is molded into cylinders 8 inches in diameter and 16 

inches long and into 6-inch cubes. Both cylinders and cubes are 

tested for compressive strength, and on the cylinders the modulus of 

elasticity is also determined. The cubes and cylinders are tested at 

28, 90, 180, and 360 days, three similar pieces being tested at each age.

STRENGTH TESTS.

Apparatus. The cube and cylinder molds are shown in PL VIII, B. 

They are of cast iron, with the inner surfaces machined. The clamp 

screws are of brass. In testing the cylinders and cubes, a 12-inch 

spherical bearing block (shown in PI. VIII, (T) is used to give a uniform distribution of the load.

Method. (a) Molding: The concrete is made of medium consistency 

(see description of consistencies under "Beam section," pp. 49-50), 

and the tamping is done by hand in 3-inch layers, using tampers 3£ 

by H inches at the ends and weighing 12£ pounds each. The greatest care is exercised to insure the uniform tamping of all test pieces. 

The cylinders and cubes are permitted to remain in the molds for 

twenty-four hours; then they are placed in a moist room. This 

room is lined with waterproof paper, and either steam or water may 

be sprayed into the air from a number of spraying nozzles at the ceiling. The specimens are sprinkled with water at regular eight-hour 

intervals, (b) Testing: The cubes are centered in the testing machine 

on a spherical bearing block and bedded top and bottom with asbestos
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL. IX

4. TYPICAL FAILURE 

OF CONCRETE CYLINDER.

]!. FAILURE OF CONCRETE CYLINDERRUPTURE THROUGH 

AGGREGATE.

<J. COMPRESSOMETERS FOR MEASURING DEFORMATIONS OF CYLINDERS.

1). TYPICAL CONES FORMED BY RUPTURE OF CONCRETE CYLINDERS.
CONSTITUENT-MATERIALS SECTION. 33

board one-eighth inch thick (PI. X, A, p. 48). The testing of the cylinders is described under the next heading.

MODULUS OF ELASTICITY IN COMPRESSION.

Apparatus. The compressometer used in measuring the vertical 

deformations of the cylinders during' testing is shown in PI. IX, C. 

The gage length is exactly 12 inches. The micrometers measure to 

one ten-thousandth inch, and the contact is read by listening for the 

making and breaking of the electric circuit in the usual telephone 

operator's receivers (shown at the left in PI. IX, C), which are held 

to the ears of the operator by clamps.

Method. The ends of the cylinders are smoothed off with plaster 

of Paris at right angles to the axes a short time before testing. This 

insures an even distribution of the breaking load over the ends. For.

this purpose a rigid table is used, the top of which is horizontal and 

consists of a heavy piece of plate glass about 1 foot square. After 

the glass has been oiled, plaster of Paris is spread on it about onefourth inch thick, into which, before it sets, the cyhnder is forced, so. 

that all but a layer about one-sixteenth to one-eighth inch thick is 

squeezed out. The sides of the cylinder are made vertical by means 

of a spirit level. After the plaster at one end has set, the other end is 

treated in the same way. The cylinders thus prepared are placed 

in the testing machine without further bedding.

The load is applied, continuously at a speed of about one-fortieth 

inch per minute, and readings of the gross deformations are taken at 

5,000-pound intervals or at about 100 pounds per square inch. The 

load at first crack, the ultimate load, and the appearance of the 

ruptured cylinder are recorded, the latter in the form of a sketch. 

In PI. IX, A and J5, are shown typical forms of failure. In the 

example shown in B the rupture has occurred by shearing through 

the aggregate. PI. IX, D, shows three typical cones from broken 

cylinders.

DENSITY TESTS.

Apparatus. The tests for density of concrete are made in cylinder 

molds of wrought-iron pipe similar to those used for the determination 

of the density of cement mortar, except that they are 8 inches in 

diameter and 9 inches long, or 10 inches in diameter and 12 inches 

long.

Method. The test is made in the same manner as that for density 

of mortar. In the series of tests now under way the proportions of 

cement and large and small aggregates are varied in order to obtain 

the mixture that will produce concrete with the greatest density. 

The ratio between the cement and the total aggregate is kept constant 

(1:9), while the ratio between the small and large aggregate is varied.
34 STRUCTURAL-MATERIALS TESTING LABORATORIES.

In another series about to be started this ratio of cement to total 

aggregate will be 1:6. Four or five trials are usually sufficient to 

determine the proportions giving a concrete of the greatest density. 

The results of these tests are recorded on Form D.

Form: UNITED STATES GEOLOGICAL SURVEY. 

STRUCTURAL-MATERIALS TESTING LABORATORIES.

COMPRESSION

CYLINDER.

REGISTER

REPORT.

Station........................................... Approved:...................

Cylinder No. ....... Date made............................. Date tested........

Dimensions: Diameter......................in., length.................in., area.

_ ,. /by vol........... Kind of aggregate....................... Concrete: Proportions-I J °6 6

u>y wt........... Characteristics of specunen.............

Storage........................................... Manner of testing............

.sq.in.

Form E is the log sheet upon which the micrometer readings in 

tests of modulus of elasticity are recorded, and Form F is used at the 

time of molding the test pieces. A record is made in the batch report 

of the basis upon which the proportioning was done, whether by 

volume, maximum density, or percentage of voids.

Form E. UNITED STATES GEOLOGICAL SURVEY. 

STRUCTURAL-MATERIALS TESTING LABORATORIES. LOG SHEET.

Station........................................... Approved..

No............ Date...........................

Observers........................................ Calculators.

Total deforma- Unit

Applied tion. Average of Unit de- stress per 

load. - 'AandB. formation. square 

A B A B _______

Inches. Pounds. 

Form F / UNITED STATES GEOLOGICAL SURVEY. 1 BATCH

. ' I STRUCTURALrMATERIALS TESTING LABORATORIES. I REPORT.

Station........................................... Approved........................................

Batch No.......... Date mixed............... Manner of mixing................................

Proportions (a) by weight....................... (b) by loose volume................................

Weight (pounds).

Material. ^eg. ~Per cubic JNO - Actual. rercul:)ic

Cement............. .......... .......... .......... Water in terms of dry materials.

Sand............................................. « f sand.

Stone............... .......... .......... .......... Moisturein s

(cinders. 

Water.............. .......... .......... .......... Time of adding water..

Time of placing in molds...... Batch used in specimens No.. .*.... Corresponding reports No.......

Remarks. ........................................... ................................................

Computations. The proportions by weight entered on the batch 

report are determined from the weight per cubic foot of the material 

and the weight of the moisture contained in it and correspond to 

the proportions by volume.
CONSTITUENT-MATEKIALS SECTION. 35

The percentage of water added in the mixer plus the percentage 

of moisture contained in the material is found in terms of the dry 

material.

Densities are calculated in the same way as for the sand mortar, 

except that in this case there are three ingredients instead of two.

The initial modulus of elasticity is determined from the slope of 

the tangent drawn at the origin of a curve whose abscissas are the 

average unit deformations obtained from the micrometer readings 

on either side of the cylinder and whose ordinates are the unit stresses.

Forms G, H, I, and J are used for recording the results of these 

physical tests.

Form G. UNITED STATES GEOLOGICAL SURVEY. 

STRUCTURAL-MATERIALS TESTING LABORATORIES. SAND REPORT.

Reg. No. ....... Kind of sand .

Weight per cubic foot{(a) Loos 

l(b) Loos

Voids/(a) Passing i-in. sieve..

Moisture by weight in terms of

Yield /Volume of mortar_

I Volume of sand 

Remarks. . ..................

..... Specific gravity

e and dried. .........

.

.. Reg. No. of silt..

. .pounds J? "3

s

lometric

 § 

O

Retained on sieve Per cent. 

No. 10 (wire...... )...............

20 (wire.... ..)...............

40 (wire......)...............

50 (wire......)...............

80 (wire...... )...............

100 (wire......)............... 

200 (wire......)...............

FormH. UNITED STATES GEOLOGICAL SURVEY. 

STRUCTURAL-MATERIALS TESTING LABORATORIES.

STONE REPORT.

Station....................... Approved........................

Reg. No............ Kind of stone...... Specific gravity.......

General shape of pieces............................................

Weight per cubic foot: Pounds.

(a) Crusher run....................................... ......

(b) Solid and dry...................................... ......

(c) Passings-inch sieve............................... ......

Voids: Percent.

(a) Crusher run........................................ ......

(b) Passing i-inch sieve .............................. ......

(c) Screened to................size.................... ......

Volume of mortar

IVolume of screenings 

Absorption:

(a) Crushedmaterial!24hour8 ------------------------ "" 

\48hours........................ ......

(b) Solid material!24nours---- ------------------.- ------

I48hours........................... ......

Moisture..................... '.............................. ......

Compressive strength of....inch cube cylinder....pounds per

square inch. 

Silt: Reg. No.......... Amount......... Kind........

Remarks.- ....................^.................................

Granulometric analysis: 

Weight analyzed.........pounds.

Retained on screen Per cent.

2-inch................ ......

12-inch............... ......

1 J-inch............... ......

1 J-inch............... ......

1-inch................ ......

j-inch................ ......

i-inch................ ......

i-inch............

Passing i-inch screen. 

Retained on sieveNo. 10............

20............

30............

40............

50............

80............

100............

200............

Passing No. 200 sieve
36 STRTJCTUBAL-MATEBIALS TESTING LABORATORIES.

Form I. UNITED STATES GEOLOGICAL SURVEY. 

STRUCTURAL-MATERIALS TESTING LABORATORIES.

SPECIFIC * 

GRAVITY AND 

ABSORPTION

REPORT.

Operator............. Date......... Reg. No. ...... Field No. ...... Test No. ...... Flask marks.....

Grams. Grams.

Weight of water, screenings, and specific ..... Weight of pan and thoroughly dried screen- ....

gravity flask.............................. .... , ings....................................... ....

Weight of screenings and specific gravity .... Weight of pan.............................. ....

flask...................................... .... Weight of water absorbed.................. ....

Weight of specific gravity flask............. .... Weight of dry screenings in pan............ ....

Weight of water............................ .... Water absorbed per gram of screenings.... ....

Weight of screenings in flask............... ..... Total weight of water absorbed by screen- ....

Weight of pan and air-dried screenings..... ...... ings, in flask.............................. ....

 , . Volume of screenings............................. Temperature............. °

]5°C Specific gravity|WgJghLof screening

Reading of water level ~ ... ',.."/. l Volume of screenings ---------- ^ Corrected for calibration. , . , .^ ,

 , . , , , .. Water admitted.................................. Corrected for absorption. ^ ,. . ,

	Reading taken.........!..........................

f UNITED STATES GEOLOGICAL SURVEY. i VOIDg REPORT

iOrm J. ^ STRUCTURAL-MATERIALS-TESTING LABORATORIES. /

Operator ............................... Date.......... Reg. No. .... Field No. .... TestNo.....

Weight of void can plus material plus water. .... Weight of water (W)....................... ....

Weight of void can plus material........... .... Volume of void can......................... ....

Weight of void can......................... ..'. Moisture per pound of material (m)........ ....

Weight of material (M)....."............... .... Absorption per pound of material (a)...... ....

Effective weight of inaterial=M (l-in) = ......................................................... ....

<= , ; , . , Effective weight of material Weight per cubic foot of material- Volume of void can ---. - - . ... .. .. ----

Effective weight of water, W a M =............................................................. ....

Effective weight of water Percentage of voids=g23-55Xvolume of VOJd can=............................................. ....

Weight per cubic foot Computed vouls: Voliime=Specific gravity><62355=............................................. ....

Percentage of voids=l volume.-.................................................................. ....

Timeelapsed inchargingvoidcan{W!thmaterial---------- -- -- - - -" 

Approximate voids, ignoring absorption......................................................... ....

Moisture: Absorption:

Weight of pan.............................. .... v Weight of pan.............................. ....

Weight of pan and material................ .... Weight of pan and material......... 1...... ... .'_

TESTS OF STONE.

Apparatus. The large blocks of stone sent in by the field geologist, 

having been roughly dressed by hammer and chisel, are sawed into 

cubes by the gang saw (PL XI, C, p. 50) and finally ground to exactly 

2 inches on an edge by rapidly revolving horizontal cast-iron disks 

about 18 inches in diameter.

Methods. The position in which the blocks were bedded in the 

quarry is indicated on the stone by the collector and this mark is 

transferred to the finished cubes. Half of the cubes sawed out of 

the blocks are then crushed with the bedding plane perpendicular 

and the other half with it parallel to the direction of application of 

the load.
BEAM SECTION. 87

Previous to the strength tests the cubes are placed in a pan containing one-half inch of water, and their increase in weight measured 

at the end of twenty-four hours. The water is permitted to flow 

gently through the pan and is maintained at a constant level by an 

outlet placed one-half inch above the bottom of the pan. From 

these data the percentage of absorption is obtained. The weight 

per cubic foot and the specific gravity are also determined.

BEAM SECTION.

OUTLINE OF INVESTIGATIONS.

NATURE OF THE WORK.

The principal work in the beam section consists in the milking 

and testing of plain and reinforced concrete beams. The bean is are 

made of different consistencies, different aggregates, and, in the case 

of the reinforced beams, of different percentages of steel; the beams 

are tested at different ages. In addition to making and testing 

beams, the beam section also makes and tests cylinders and cubes 

formed of concrete like that used in the beams. Each rod used in. 

the reinforced beams is tested in the beam section and all the materials that are used in the concrete are tested in the constituent-materials section. This gives a complete report of all the properties of 

the material used and makes it possible to study the effect of different properties on the strength of concrete beams.

The first schedule of tests (now under way) in the beam section is 

given in the accompanying table (p. 38). All the beams, cylinders, 

cubes, and bond test pieces outlined in this table have been made, 

and some of the 360-day test pieces have been tested. 

15767 Bull. 329 08 4
38 STRUCTURAL-MATERIALS TESTING LABORATORIES.

Outline of first three series of beam tests.

Series.

-

Concrete.

Mortar.

1.

"8

0)

a

8 'S

03 

T3

+3

03

Total

a 

<

<N

«

<No3 «i" 

jj <D 

02°

2.

 d 

d

i

1 S

o

1

g1

Aggregate.

4.

Granite. 

Limestone. 

Gravel. 

Cinders.

Granite. 

Limestone. 

Gravel. 

Cinders.

Granite. 

Limestone. 

Gravel. 

Cinders.

>>o

d <s +1 

1 o o

fr+i Sg !>*

4§ 

Sl

>>

ft

o

S Q} "^

2£§ H *Tj 03 

OlK W

S

Granite. 

Limestone. 

Gravel. 

Cinders.

isfe P^a

§§§2

TO (B d> 60

Total..............................

T3 .

*3+»

o3 d 

T3 S

II

 d |i I M IH 1- 

1^

«

One each set

with gravel, limestone, 

and granite, 

cinders.

3 

1

Total..............................

 a . <-< -u

T3 CD

H

M

s

ll

S

o3 

w

g 

1

§

0

1

3

 3 

1

Total.. .. -... -.

Grand

Number of test pieces.

a03 O

CQ

12 

12 

12 

12

12 

12 

12 

12

12 

12 

12 

12

144

 ; 

48 

48 

48 

48 

48 

48 

48

336

12 

12 

12 

12 

12 

12 

12 

12

96 

576

IH 8

a

o

12 

12 

 12 

12

24 

24 

24 

24

12 

12 

12 

12

192

36

36

36 

36

144

48 

48 

48 

48 

48 

48 

48

336

12 

12 

12 

12 

12 

12 

12 

12

96

768

1

12 

12 

12 

12

24 

24 

24 

24

12 

12 

12 

12

192

48 

48 

48 

48 

48 

48 

48

336

12 

12 

12 

12 

12 

12 

12 

12

96

768

 o 

a 

o

«

Round bars of mild 

steel 33,000.

a 

S

I*

n*

PH

One ofset12 foreach aggregate.

48

One of12 for seteach sizeofbar.

48 

96

0.49 

.74 

.98 

1.24 

1.47 

1.72 

1.96

0.49 

.98 

1.10 

.98 

1.65 

1.53 

2.21 

1.96

|H

a> 

®? a-g

03 .d Q""

4 

4

4 

4

4

* 

|

5 1} 

J

Number of 

bars.

In 

beam.

2 

3

4 

5 

G

7 

8

8 

16 

2 

1 

3 

1 

4 

2

Tested.

96 

144 

192 

240 

288 

336 

384

1,080

96 

192 

24 

12 

36 

12 

48 

24

444 

2,124

Variables.

x

o

d 

S

01 '55

d

0

o

T3

a

03

$ <SM 

£ bo M

<

Aggregate. Consistency. Proportion.

and Aggregate perof centage steel.

Percentage and diameter ofsteel.

a Theoretical proportions.

Remarks. Three test pieces identical in composition to be tested at each of the following ages: 30; 

90,180, and 360 days. Three cylinders of each aggregate, theoretically proportioned, to be tested at each 

of above ages. Three cylinders and three cubes of each aggregate for medium consistency to be tested 

at each of above ages. Mild steel. One coupon to be tested from each bar.

The above outline of the first three series covers the following parts of the general programme (pp. 

16-19): Section III. B, items 2 and 5; C, item 1. Section IV. A, items 1, 2, and 3.
STEUCTUEAL-MATEELALS TESTING LABOEATOEIES. . 39

The proposed schedule of beam tests is given in the table on pages 

40-47.

This schedule is only tentative, the object of these tests being to 

determine the maximum strength of a beam that is, to determine the 

amount and character of reinforcement necessary .to cause failure by 

compression in the upper fibers. Many of these tests have been 

arranged on assumptions which may not be true and which may therefore necessitate a change in the series.
40 STRUCTURAL-MATERIALS TESTING LABORATORIES.

Beam schedule

' Series. 

4...................

Total . .......

5...................

Total........

6...................

Total........

7...................

Total........

Tests.

for Numberage) (3each .

9

6

6

6

Age in days.

I ? I "

f 28 

I 91

/ 28 

I 91

f 28

1 91

Concrete.o

Aggregate, 1 set each 

with 

[Gravel, granite, cinders, 

| limestone.

Proportions.

| 1:2:4

l:li:3 

1:3:6 

1:4:8

1:2:4

,g'£«

A* h ^grH

0

Beams (all 

8 inches 

wide and 

11 inches 

deep, except' as 

noted _:. 

series 11 

and 22).

<o >S

J ft w

12

12

12

} ' 

\ ' 

}-

Depth lower tolayer of steel.

10

10

10

10

Number of test 

 pieces.

Bond 

pieces 

For series. ; co 

Oi 

36

12

?A

Of each. ; oco. 

c6

 

66

c6

Beams and 

cylinders 

4

v>

IH

&A 

*%0 h

=3 

O

*M

O

108

108

36

......

216

each. Of 

f 36 

\ 36 

I 36

f 12 

1 12 

1 12

f 12 

12

1 12

f 12 

12 

1 12

f 12 

1 12 

1 12

j 24 

{ 24 

1 24

I 24 

24 

1 24

f 24 

24

1 24

a All mortar to be of standard cement and Meramec River sand, and of medium consistency except in 

the case of 12 out of the 18 cylinders and plain beams of series 20. Six of these 12 for each shape are to 

be of " dry " consistency, and the others'' wet."
BEAM SECTION. 41

proposed for 1907.

Steel.

 Size (inches).

} 

* 

J

1

1 

1

1 

1 

1

1 

1 

1

1 

1 

1

1 

1 

1

1

1 

1

1 

1 

1

Per cent.

0.98 

1.47 

1.9G

1.95 

2.94 

3.92

1 95 

2 94 

3! 92

1.95 

2.94 

3.92

1.95 

2.94 

3.92

0.97 

1.95 

2.94

0.97 

1.95 

2.94

0.97 

1.95 

2.94

Number 

of 

bars.

In beam.

4 

6

8

2 

3 

4

2 

3

:

3

4

2 

3 

4

1

2 

3

1 

2 

3

1 

2 

3

"Tested. 

144 

216

288

fi48

24 

36 

48

24 

36 

48

24 

36 

48

Q94

24 

36 

48

108

24 

48 

72

24 

48 

72

24 

48 

72

43?

V

§ o

rC 

1

O

^_rt 

H

p to 40

35 to 40

[65 to 75

 35 to 40

Kind of 

bar.

Round....

Reinforcement.

Rods. Stirrups.

Variables.

[Age; aggre- 

\ gate; per 

I cent.

[Age; aggregate; per 

[ cent.

[Age; aggregate; per 

[ cent.

'Age; span; 

a g g r egate; per 

cent.

Remarks.

The percentage of reinforcement given in this 

series is only tentative. 

The expectation is that 

with one of these percentages for each proportion 

the compressive strength 

of the concrete will be developed if it can be done 

for this span, without 

diagonal reinforcement.

One percentage to be computed for each span to 

develop the bond resistance of the concrete; one 

percentage to be taken 

above and one below this 

computed percentage in 

order to fix this point 

more definitely.

6 For each aggregate.

c For each aggregate and each proportion.
42 STEUCTUEAL-MATEEIALS TESTING LABOEATOEIES.

Beam schedule proposed

Series.

8...................

Total........

9. ...................

Total........

10..................

Total........

11..................

Total........

Tests.

Number eachage). (3 for 

6

3

3

3

1 a 

a

CD M 

< .

f 28 

i 91

28

28

28

Concrete.

Aggregate, 1 set each 

with 

Gravel, limestone. ........

Proportions.

1:2:4

.1:2:4

1:2:4

1:2:4

Beams (all 

8 inches 

wide and 

11 inches 

deep, except as 

noted in 

series 11 

and 22).

?

 8

1 a

02

' 6

6

6

12

Depth to lower layer of steel.

10

10

10

20 

22 

18

20 

22 

18

Number of test 

pieces.

Bond 

pieces 

For series.

fA

6

1?

Of each.

a6

&3

6

63

__

Beams and 

cylinders 

Of eachfor series.

180

72

6

36

Of each.

! 12

12 

12

12 

12 

12

12 

12 

12

12 

12 

12

' .12 

12 

12

6 

6 

6

6 

6 

6

6 

6 

6

6 

6 

6

6

6 

6 

6

6 

6 

6

For each aggregate and each size of rod.
BEAM SECTION. 43

for 1907 Continued.

Steel.

8 -g

 9, §

J3 »

w PM

Number

of

,bars.

a

£

w

-6

m

^

Will depend on 

results of tests 

in series 7.

'

These columns 

can not be 

completed 

(see r e - 

marks) .

[Per cent same 

ias that which 

developed 

compress! ve

strong

series 9

th in

See remarks.

"tn

 O

1

o

§

'3

.5

3

GO

S

I 50 to 60

50 to 60.

50 to 60

35 to 40

50 to 60

Kind of 

bar.

Round. 

i Square deformed.

Square 

1 twisted.

(Hexago- 

 J nal 

[ twisted.

fSymmet-

\ rical de-

[ formed.

(Square de- 

\ formed.

Round....

Deformed.

Reinforcement.

Rods.

to

^2

^(N

llf

S

ffl^

'S'S

5'c §

3g

None . . .

JNone . . .

Same per 

cent as in series 8.

None.

Stirrups.

None . . . . \

 r

111 v; m o 1

0^«w I

.l^M!' SJfls

P 05A -

'O ^"^

Miale?

 S B tab a' a o <a 

.3 IH ^^ O

bi O

ra

Q)

round; incll 6

less apart.

A

 S

J-inch.....

i-inch....

Variables.

 0

0

a

1H 

 C

* a

-p S 

||

 -"a

fs

&ntM

o7o

M

.>

m W>

o>P< '

 d8

kind jate;nof reinforceme

Sg

M (->

Aggregate .

.."o

i> L, a 

 o S 2

fag

ft|f

tujS "

Remarks.

Fig. 2, to which reference is 

made under "Reinforcement," is on page 48.

*

Steel: 3 percentages below 

that which developed 

compression strength in 

series 8; the reduction to 

be in proportion to the 

elastic limit.

(Square deformed stirrups 6 

\ inches or less apart.

Stirrups as in series 10. 

Same - percentage of horizontal and diagonal reinforcement as 0-foot beam 

that failed by compression in series 10 for deformed and in series 8 for 

plain bars; depth fixed

by £ for 6-foot beams;

same area of steel for all

depths.

6 For each aggregate and each kind of bar.
0

So

II

II1 5

O5

, * ,

CO tO 

l-'CWOP

 . g&og

to

01.

05o

. :.

 .O

. ,

to to to to'

S.&^CO

CO

OJ

1 * 1

*»o1goB

to

ifcL

to0

: \\

s -1

i 1 ;

 II

, .

to to to to

1

CO

CO

-4

CO

tof3COa2

CD;

to

>& 

C:

CD

. II

CO

1

£.

CO

CO

05

CO8f3CDaogCD

to

tCk

to0

i I

II CO 11

CO

£.

CO

CO

C.T

CO

to

CO

(Hio

CO;

to

rfi.

1>O o

; 1

|| CO II

CO \

0 

dco

CO

rf^

CO

to

tH3o

CD

H-»

to

jL

too

.. 1

CO

o

CO

,_,

Cn

. 

COC
BEAM SECTION. 45

for 1907 Continued.

Steel.

(inches). Size 

Per cent.

Number 

of 

bars.

In beam. Tested.

Same as that 

which developed comp re s s i ve 

strength in 

series 17.

>See remarks.

1

.a

i

1.9G

1.96

98

8

8

4

24

24

12

'Per cent same as 

that which developed compressive 

strength in series 8.

2xJ 

IJxYJr 

i

2xJ 

lixt|

1.25 

1.25 

1.17 

1.41

1.25 

1.25 

1.17 

1.41

4 

2 

4 

2

4 

2 

4 

2

48 

24 

48 

24

48 

24 

48 

24

Elastic limt(thousands).

50 to 60

50 to 60

35 to 40

35 to 40

35 to 40

50 to 60

I 35 to 40

1 35 to 40

Kind of 

bar.

/See re- 

\ marks.

Round....

Round ....

Round....

Round....

Round....

Square. . . . 

Flat

....do.... 

Square. . . .

Square. . . . 

Flat......

....do....

Square....

Reinforcement.

Rods. Stirrups.

iSame as in series 11. .

(

Method of anchoring 

cent of reinforceme 

pression for deform 

trated in few bars

Deformation as show

To destroy tensile s1 

at 4-inch intervals

Variable: Effect of 

shown at L, fig. 2 (

(Diagonal rods as at i < variable. Spacing 

[ strength in series 8

I- -

IVariables. Remarks.

(Kind of bar: Bottom, square; top, de-, 

1 formed. Reinforcement in compres1 sion side of beams, as shown at C, D, E, 

[ ^0,1^.2 (p. 48).'

rods as shown at H, fig. 2 (p. 48). Per 

nt the lowest that caused failure in corned bars having high elastic limit concenn series 10.

Tiat J, fig. 2 (p. 48).

ress in concrete, insert pieces of oiled tin 

as shown at K, fig. 2 (p. 48) .

arching concrete and anchoring rods, as 

p. 48).

) in M , fig. 2 (p. 48) ; angle of bend in rods 

of J- inch stirrups same as for maximum

I

Age; aggre- 1 Test of flats and squares, 

gate; kind 1 two sizes each: Square, \- 

of rein- f inch and f-inch; flat, li 

f orcement . J by ^-inch and 2 by i-inch .

I

Age; aggregate; kind 

of reinforcement.

Do.

6 For each aggregate and each size of rod.
46 STRUCTURAL-MATERIALS TESTIKG LABORATORIES.

Beam schedule proposed

Series.

20 .................

Total........

21..................

Total........

22..:...............

Total........

Grand total . .

Tests.

To

SP

fH 

O

SH

n 

n 

2

£

6

6

3

ra1a 

«M

<

f '28 

1 91

f 28 

\ 91

28

Concrete.

Aggregate, 1 set each 

with 

Proportions.

1:2:4

1:2:4

1:2:4

Beams (all 

8 inches 

wide and 

11 inches 

deep, except as 

noted in 

series 11 

and 22).

+j

o

o«*H

flo3 

ft CQ

12

12

6

Depth lower toof layer steel.

1 15 

1 20

15 

[ 20

Number of test 

pieces.

Bond 

pieces 

For series.

 

3fi

1-

18

Of each.

 

ofi

63

Beams and 

cylinders 

Of eachfor se-ries. * 

18

36

24

978

Of each.

f 6

6 

1 6

f 12 

12

1 12

f 6 6

1 6 6

For each aggregate and each variation in method.
BEAM SECTION.

for 1907 Continued.

Steel.

Size (inchs).

Per cent.

Number 

of 

bars.

In beam.

j- Plain beams

Tested.

»

[Steel same as th 

1 molding and n 

1 practice; (2) s 

1 (3) steel molds

Initial percentage of reinforcement 

same as in series 10.

Elastic limit (thousands).

it which 

lolds to 1 

teel mole 

to be us

50 to CO

Kind of 

bar.

developed co 

De variable: 

Is to be used 

ed by outsic

Reinforcement.

Rods.

repressive 

(1) Woode 

under lab 

e workme

Stirrups.

strength in 

n molds to t 

oratory con 

n for compa

Square deformed ; see remarks.

Variables.

fAge; con- 

\ sistency.

series 11. A] 

e used under 

ditions, but i 

rison of wor]

Aggregate; 

depth per 

cent and 

number of 

rods in reinforcement.

Remarks.

ITo be made in wooden 

/ molds.

je, aggregate, and method of 

conditions of actual outside 

aniform with (1) as to time; 

onanship.

J-inch stirrups spaced at 6 

inches. First set of rods 

with number constant; 

second set per cent contant; diameter changing.

b For each aggregate and each size of rod.
48 STRUCTURAL-MATERIALS TESTING LABORATORIES,'

MIXING,

Apparatus. The concrete used in the beam section is mixed in a 

1 cubic yard Chicago cube mixer (PI. X, B). This mixer is equipped 

with a charging hopper (shown at the left of view) and is geared to a 

motor (shown at the right). When the concrete is thoroughly 

mixed the machine dumps it on the floor through the discharging 

end.

'Anchor pi a tes and nuts 

L

K M

FIG. 2. Diagrams showing details of reinforcement of beams (see tabular schedule, pp. 43,45). A, 

Detail of bent-up rods (series 8); B, detail of spacing of stirrups (series 8); C-Cf, reinforcement of 

compressive side of beam the spirals in Fand 0 have a pitch of 4 inches (series 12); H, method of 

anchoring rods, whether with nut or bent up at end'(series 13); J, direct measurements of deformation in steel (series 14); K, method of inserting pieces of oiled tin (series 15); L, detail of concrete 

arch and anchoring rods (series 16); M, angle of bend In rod (series 17).

/

Proportioning. The proportions of ingredients, entering into the 

concrete are referred to by volume of the loose, dry material. A 

record is also made of the proportions by weight. The weight per 

cubic foot of the dry material is determined in the constituentmaterials section. Tests are made each morning to determine the 

correction which must be made in the weights of the material used 

during the day on account of the contained moisture. The weight 

of cement is assumed at 100 pounds per cubic foot.
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL. X

A. 200,000-POUND COMPRESSION MACHINE,

13. CONCRETE MIXER, CHARGING END. CAPACITY, 1 CUBIC YARD. 

a. Scales for weighing water.
BEAM SECTION. 49

The ingredients are weighed in wheelbarrows on a platform scale 

situated between the material bins and the mixer. The water is 

weighed in a barrel on scales and supplied to the mixer in the same 

manner as previously described for the constituent-materials section 

(p. 32). Three different consistencies of concrete are used. The percentage of water required to bring each combination of aggregates 

to the three consistencies, stated as "wet," "medium," and "damp," 

described below, was determined by trial before the series was 

started. The percentage of water in terms of the dry material for 

each consistency and for each aggregate is kept constant throughout the series, but the actual amount of water added in the mixer 

varies from day to day with the varying percentage of moisture in 

the aggregates. The same form is used for the batch report as in 

the constituent-materials section. (Form F7 p. 34.)

Wet concrete. The concrete of "wet" consistency appears smooth 

and behaves like a viscous liquid in the mixer. It is carried with 

the mixer in the direction of motion but slides back from the ascending surface of the metal without being carried far enough over to 

drop back. This sliding causes the top surface of the lower part of 

the mass to work under to the bottom against the surface of the 

mixer. When "wet concrete" is dumped oi\ the floor it stands in 

a very low pile, the sides assuming a slope of about 30° with the 

edge rounded against the floor. The mass has a smooth appearance, 

neither voids nor individual stones being visible. When deposited 

in the molds it is impossible to compact it by tamping, and it splashes 

under the rapid strokes of the pneumatic tamper. Water appears 

on the surface immediately upon being placed in the molds, and a 

finished beam is covered with from one-fourth to one-half inch 

of water.

Medium concrete. Concrete of "medium" consistency appears 

almost as smooth as that of "wet" consistency but is more lumpy. 

As the mixer turns, the sliding action noticed with the "wet" consistency is accompanied by the dropping back of lumps from the 

ascending side of the cube. The lower edge of that portion of the 

material which slides does not turn smoothly under the body of the 

mass, as is the case with the "wet" consistency, but rolls in a more 

or less lumpy condition. When dumped on the floor the pile stands 

at a slope of about 45° and the surface is lumpy. No voids are 

apparent on the surface, and the individual stones stand out distinctly; a granular coating of sand mortar is visible on the surface 

of the aggregate. This concrete is also incompressible under the 

tamper, as the material rises on all sides of the. instrument, but 

there is no splashing. No water collects on the top of the finished 

beam, but the surface is sleek and easy to finish with a trowel.
50. STRUCTURAL-MATERIALS TESTING LABORATORIES.

Damp concrete. Concrete of "damp" consistency is decidedly 

granular in the mixer, and the tendency to lump is not so great as 

with the "medium" concrete. The material dropping from the top 

of the mixer falls mostly as individual stones and particles of mortar. 

While the material when dumped on the floor stands at the same 

angle as the "medium" concrete, it has a decidedly different appearance. It is granular, has large voids, and the mortar coating on 

each stone is clearly visible. No water shows at any point. The 

term "damp earth" applies well, at least to the mortar. When 

tamped the material offers considerable resistance.

The top of the finished beam is only damp, not enough water flushing to the surface to permit troweling except with difficulty.

Method. When the desired weight of .dry material has been ascertained, it is put into the mixer, which is turned two minutes before 

any water is added. The proper amount of water is then added and 

the batch is mixed for three minutes more. The mixer dumps the 

concrete on the floor, and the portion to be used in the beams is shoveled 

into wheelbarrows and wheeled to the molding room, about 50 feet 

away. The cylinders, cubes, and bond test pieces are molded in the 

mixing room, the concrete for these being shoveled directly into the 

molds from the floor. Two beams, two cylinders, and two cubes are 

molded from each batch.

MOLDING.

The molds used for the cylinders and cubes are the same as those 

used in the constituent-materials section (PI. VIII, J5). The concrete 

cubes are 6 inches on a side, and the cylinders are 8 inches in diameter 

and 16 inches long.

The bond test pieces are cylinders 8 inches in diameter and of varying length, the shorter lengths being used for small rods.

The bond test pieces are molded in cylinder molds in which are 

placed closely fitting cylindrical wooden blocks of sufficient thickness 

to make the test pieces the proper length when finished flush with the 

top of the mold. At the center of the top surface of the blocks is a 

socket about one-fourth inch deep, to receive the lower end of the rod, 

which is to be embedded in the cylinder. The machined casting shown 

in PL XI, A, is used to surface the top of the test piece and to make the 

rod perpendicular to the top of the test piece. The bore of the stem 

can be altered to accommodate different-sized rods by introducing 

brass bushings of various interior diameters.

The thickness of the block used for each kind of concrete and size of 

rod is varied so that the length of embedment for each test piece will 

be such that the rod will be pulled out of the concrete before it is 

stressed to its elastic limit. The lower end of the rod is placed in the 

socket in the center of the wooden block and held in a vertical position
U. S. GEOLOGICAL SURVEY

BULLETIN NO. 329 PL. XI

A. APPARATUS FOR FINISHING TOP OF 

BOND-TEST SPECIMENS.

11. BEAM SELECTED AT RANDOM TO SHOW 

ACCURACY OF ROD SPACING.

C. GANG SAW FOR CUTTING CUBES FROM BLOCKS OF STONE.
U. 8. GEOLOGICAL SURVEY

ROOM FOR MOLDING BEAMS.. 

Three empty molds in the foreground
BEAM SECTION. . 51

by hand while the concrete is tamped around it. The concrete is 

brought somewhat above the top of the mold; then, the casting shown 

in PI. XI, A, its surface having been oiled, is slipped down over the rod 

and twirled about on the surface of the concrete. After the concrete has set the casting is removed, leaving the upper surface of the 

test piece as a smooth plane perpendicular to the rod. The test 

pieces are stored in the moist room.

The molding room is shown in PI. XII. Three empty molds used 

in forming the beams are shown in the foreground. Each mold 

makes a beam 8 inches wide, 11 inches deep, and 13 feet long, and 

consists of five sections of steel channel bolted together. The two 

side channels and the two pieces closing the ends are placed with 

their flanges outward. The channel forming the bottom is placed 

with its flanges turned down. At the points where the beams are 

supported in moving them the webs of the bottom channels are cut 

away for a width of lj\ inches. When the beam is being molded 

this slot is closed by a filler. When the beam is ready to be moved 

this filler is driven out and a slightly narrower piece which projects 

1J inches beyond each side of the beam is substituted. A stirrup 

hanging from the chain blocks is hooked under these projecting 

ends. When the concrete is ready to be placed in the molds their 

inside surfaces are coated with oil.

In molding the plain beams the concrete is deposited in three 

layers of approximately equal thickness and the layers are tamped 

by hand. Each layer is tamped three times with an iron tamper 

weighing 13f pounds and having a rectangular face, 1£ by 3£ inches. 

The following sequence of steps is strictly followed: Beginning at 

one end of one side of the beam the tamper is moved its own width 

at each stroke until it arrives at the opposite side. It is then moved 

forward and worked back across the beam. In this way every part 

of a layer, after the first tamping, has been struck once. This operation is then repeated. After each layer has been tamped twice the 

concrete is spaded back from the sides of. the mold, the attempt 

being to reach down to the bottom at each spading. With the drymix, however, it was found impossible to force the spade to the bottom after the top layer had been tamped. After each spading the 

layer is tamped a third time to force the concrete back against the 

sides of the mold. The tops of all beams are troweled to as smooth 

a surface as possible with a large bricklayer's trowel.

In molding reinfcreed-concrete beams two methods are used, 

depending upon whether the steel is placed in one or in two layers. All 

the reinforced beams are tamped with a pneumatic tool working 

under 60-pound pressure and having a 3-inch by f-inch rectangular 

head. The method of tamping described above for the plain beams
52 STRUCTURAL-MATERIALS, TESTING LABORATORIES.

is followed, except that each layer, after the first, is tamped but 

once before spading and once after. When the rods are in one layer 

their centers are placed 1 inch from the bottom, except for 1-inch 

and IJ-inch rods, for which a distance of 1J inches was used. Sufficient concrete is placed in the bottom of the mold to bring the surface of the layer a little above the center of the rods. After this 

layer has been tamped twice the rods are laid upon it and held the 

proper distance apart and from the sides of the mold by slotted 

wooden templets. The rods are then tapped down into the concrete 

to the required depth; the distance down from the top being gaged 

by means of a T-shaped templet, the arms of which rest on the sides 

of the mold and the end of the leg on the rods. The concrete is then 

placed in three equal layers, tamped and spaded as described above, 

and the top troweled smooth. With those beams reinforced with 

two layers of rods the manner of placing the first layer of, concrete 

and the bottom layer of rods is identical with that followed when 

there is but one layer of steel. When the lower rods have been placed 

a layer of concrete is added of such thickness that, when tamped, its 

surface comes about to the depth of the center of the upper layer of 

rods, which are placed 2J inches from the bottom of the beam. This 

layer of rods is then placed in the same manner as the first layer. 

The concrete in the remainder of the beam is placed in three layers 

in the usual manner and the top troweled. The accuracy with which 

the rods are spaced may be seen in PI. XI, B, which shows a beam 

selected at random and cut open after testing.

Three beams are molded in succession; the first three are molded 

on the floor and over these wooden horses are placed upon which to 

support another set of three beams. The molds are allowed to 

remain on the beams for twenty-four hours. The sides and ends 

are then removed for use in molding other beams. The beams 

remain on the bottom channels until lack of room on the molding 

floor makes it necessary to move them into the moist room. With 

the present accommodations the time that the beams are permitted 

to remain on the molding floor ranges from twelve to sixteen days. 

When the side channels are removed the beams are covered with 

burlap, which is kept wet by sprinkling with a hose at regular eighthour intervals.

STORAGE.

When it becomes necessary to move the beams they are lifted 

from the bottom channels, as described, by means of hoists. The 

4-wheeled trolleys run on the bottom flanges of I beams that traverse 

the ceilings of the molding and storage rooms. A smooth motion, 

free from jolting, is obtained by the use of Yale & Towne triplechain blocks. The tracks are spaced such a distance apart that a
U. S. GEOLOGICAL SURVEY

INTERIOR VIEW OF MOIST ROOM FOR STORAGE O
U. S. GEOLOGICAL SURVEY 

INTERIOR VIEW OF TESTING ROOM, BEAM 
BEAM SECTION. 53

13-foot beam will be supported at-those points which will cause a 

minimum bending moment. .

An interior view of the moist room for storing beams, cylinders, 

cubes, and bond test pieces is shown in PI. XIII. A 13-foot beam, 

supported by the trolleys, is shown at the right. The cylinders are 

piled three high with three cubes at the top. The beams are piled six 

high and the piles are prevented from toppling over by the wooden 

racks shown at the left.- Each beam rests 'on two small timbers 

.placed at the points that give the smallest bending moment. The 

register numbers of the test pieces may be seen. Either steam or 

water may be sprayed into the moist room from the ordinary type of 

fire sprinklers near the ceiling. At the present time water is sprinkled 

in fine spray over the test pieces at regular eight-hour intervals.

The waterproofing of this room for the purpose of making it steam 

tight was done without cost to the laboratories under the supervision 

of a representative of the Plydrex Felt and Engineering Company, 

through the courtesy of the manager, Mr. Edward De Knight.

Both the molding and storage rooms have self-registering thermometers giving a seven days 7 continuous record, and the moist room 

is equipped with a hygroscope for determining the percentage of 

moisture in the air.

Each day the beams that are to be tested are raised by means of 

the chain hoists, moved out into the molding room, and placed upon 

two trestles or upon the floor, whence they are taken to the testing 

room.

BEAM TESTING. 

APPARATUS.

The testing room is equipped with one 3-screw 100,000-pound testing machine, one 4-screw 200,000-pound testing machine, and one 

3-screw 200,000-pound testing machine, as shown in PL XIV: A 

600,000-pound machine for testing columns and large beams is being 

installed in this room. The machine ordinarily used for testing beams 

is shown in the center.

The beams are raised and carried to the testing machine by means 

of a steel carriage shown in PL XVI, B. The carriage is pushed along 

the floor end first over the extension arm of the testing machine and 

one end of the beam is lowered to a dolly and rolled into place on 

the testing table. The beams are tested on a 12-foot span. The 

load is applied to the beams at the third points; that is, 4 feet from 

the ends and 4 feet apart. The apparatus through which the load 

is transmitted to the beams at two points consists of a steel box 

girder 4 feet long by 6 inches deep, built of two 6-inch channels and a 

£-inch by 8-inch cover plate, top and bottom.

15767 Bull. 329 08 5
54 , STRUCTURAL-MATERIALS TESTING LABORATORIES.

The curved inner surface of the castings are somewhat more than 

semicylindrical,. so that the rollers, while permitted to bear on the 

beam and turn freely with any motion of its upper surface, will remain 

in place when the steel girder is raised above the beam.

The load is transmitted from the machine head to the steel girder 

through a spherical bearing block (a, PL XV, B} from the girder to 

the beam through two cylindrical rollers (6), which bear upon steel 

blocks (c) bedded with plaster of Paris upon the top of the beam. The 

upper surfaces of these blocks.are cylindrical surfaces whose axes are 

parallel to the length of the beam.

PLAIN-CONCRETE BEAMS.

The testing machine is balanced with the poise at zero before the 

beam is placed in the machine; when the beam has been placed on 

the supports, its weight is read on the scale beam and is recorded.

After the weight of the beam has been found, two sets of deformeters 

are placed on the beam, one having a gage length of 29£ inches, with 

contact points 10 inches apart vertically, and the other a gage length 

of 24 inches, with contact points 5f inches' apart vertically.

A plain-concrete beam in place in the testing machine, with its 

deformeters adjusted ready for testing, is shown in PI. XV, A. 

The supports for the beams are shown at d, d. These blocks have 

cylindrical tops and have a slight outward motion, so that they may 

move outward to accommodate the lengthening at the bottom of the 

beam.

 In several preliminary tests it was found that plain beams four 

weeks old failed under a total load but a few hundred pounds greater 

than their own weight, and therefore, if tested by the usual method 

of supporting them at their ends and applying two equal loads at the 

third points, but a few readings from which to interpret the test were 

obtained. On this account it was thought advisable to get a reading 

of the micrometers when the total deformations throughout the gage 

lengths are zero. A table was prepared showing the necessary 

amounts by which the reactions must be decreased for beams of different weights in order to make the total deformations throughout 

the gage lengths equal to zero. The uplift to decrease the reactionsis applied at the third, points of the beam by' means of the stirrups 

marked a in PL XV, A. The head of the machine is raised so that 

the stirrups pull up on the beam until the support afforded the beam 

by the stirrups is sufficient to reduce the reactions at the ends of the 

12-foot span to the value taken from the table. The micrometers 

are then read and the head of the machine is lowered until the beam 

rests freely on the 12-foot span, when the stirrups are removed and 

the micrometers on the deformeters are again read. The load is 

then applied through the box girder and readings of the micrometers
U. S. GEOLOGICAL SURVEY 1ULLETIN NO. 329 PL. XV

A PLAIN-CONCRETE BEAM IN TESTING MACHINE, WITH DEFORMETER5 IN PLACE AND 

STIRRUPS FOR SUPPORTING BEAM AT THIRD POINTS.

(See explanation in text, p. 54.)

7;. REINFORCED-CONCRETE BEAM IN TESTING MACHINE READY FOR APPLICATION

OF LOAD.

(See explanation in text, p. 55,)
BEAM SECTION. 55

are taken for every 200 to 1,000 pounds of applied load. This 

method is used in order to obtain a complete record of the deformations, since in this way it is possible to take readings from the point 

of zero deformations instead of only for the applied loads. Readings 

are taken up to the point of 'failure, blocks being so arranged under 

the beam, as shown in PL XV, .A, that it can not drop more than 

one-half inch at failure, thus never endangering the deformeters.

After the beam breaks the larger of the two portions is tested on 

as great a span as its length will permit. The load is applied in the 

same way as with the long beams, the load points being each 2 

feet from the center of the span. No attempt is made to suspend 

the beam for zero deformations, and only the outside set of deformeters is used. The beam deformeters are of two .types; that shown in 

PI. XV, A, attached to a beam, is of the electric contact type, the 

contact being noted by means of head-band telephone receivers; 

there is also another set used in which the indicator of the dial is 

moved by the. movement of the rod.

In PL XV, A, the micrometers on the outside set of deformeters 

are shown at the right; those on the inside set are shown at the left. 

In some recent tests the inside deformeters have been omitted, their 

only use having been to confirm the theory of the conservation of 

plane sections.

The vertical deflections of unreinforced concrete beams are so slight 

that they are not recorded. Form K is used for recording the results 

of the tests of both full-length and short-length beams. The values 

entered are subsequently copied into tables for publication. All 

necessary computations for reducing the results to comparable figures 

are made by the computing division.

i UNITED STATES GEOLOGICAL SURVEY. 1 TEST OF 

Form K. | STRUCTURAL-MATERIALS TESTING LABORATORIES. > PLAIN BEAM.

Beam Reg. No. ...... Lab. No. ...... Length of beam, ...... feet...... inches. Age, ........

clays. Gage length,...... inches. Contact points spaced ....... inches apart. Weight of beam, ......

pounds. Weight of corresponding ...... -foot beam, ...... pounds. Cross section at center, ......

inches wide by ...... inches deep; bd2 ....... Span, ...... feet ...... inches. For character of concrete and corresponding test pieces see Batch report Bra .......

Deformeter No. ....... Weight of deformeter, ...... pounds. Load applied at ....... Maximum

applied load exclusive of weight of defonneters, ...... pounds. Beam broke ...... feet ...... inches

from center. Unit elongation of lower fiber for weight of beam and attachments ......; modulus of

rupture, ......; distance of neutral axis from top, ...... inches.

Beam brought from damp closet at ......; placed on supports at ......; test started at ....... timo

......; test completed at ......; time ......; sheet given to office at ....... time ......; delay .......

due to .......

Remarks. . ..........'................'.................................................................

REINFORCED BEAMS.

A reinforced-concrete beam in the testing machine ready for testing 

is shown in PL XV, B. The support shown at d is the same as that 

used for plain beams.
56 STRUCTURAL-MATERIALS TESTING LABORATORIES.

Addition of the part e gives a rocking motion, perpendicular to 

the length of the beam. This insures an even distribution of the 

reaction over the width0 of the beam and also permits the lower part 

of the beam to elongate without restraint.

The test is started by supporting the beam at the third points to 

get zero deformations; only one se,t of deformeters is used. The 

gage length is 29£ inches, and the lower contact point is 1 inch above 

the bottom of the beam, except when the reinforcing rods are 1 inch 

or 1J inches in diameter, when the lower contact points are \\ inches 

from the bottom of the beam. The upper contact points are onehalf inch below the top of the beam in all cases.

For the purpose of reading vertical deflections a steel piano wire 

is stretched tight from end to end of the beam and hangs from two 

clamps, being supported at each end by a projection near the bottom 

of the clamp directly over the supports. One of these clamps is 

shown in PI. XV, B. Near the center of the span a steel scale is 

fastened to the side of the beam directly behind the piano wire, and 

the deflections are read on this scale. In order to avoid parallax a 

mirror is fastened beside the scale.

After readings are taken at zero total deformations in the gage 

length and when the beam rests under its own weight the load is 

applied in increments which vary with the amount .of reinforcement in 

such a way that as large a number of points as possible is obtained 

where there is an abrupt change of direction of the load-deformation 

curve. The first three increments in all cases are 1,000 pounds, after 

which they are usually 500 pounds each up to a total load of about 

7,000 pounds. Between these limits it has been found the cracking of 

the concrete brings about a sharp change in the direction of the curve. 

Increments of 1,000 pounds are used from about 7,000 pounds up to 

nearly the maximum, after which 500-pound increments are again 

used. Great care is taken to discover the first crack and to locate and 

trace all the cracks that appear throughout the test. Three men 

examine 'one surface of the beam very carefully with reading glasses 

after each 1,000-pound increment of load. The directions of the 

cracks and the highest points to which they reach before they become 

invisible through the reading glasses are marked with a pencil on the 

concrete and the applied load on the beam is marked at the top of each 

crack. When the test is completed these pencil marks and numbers 

are painted on the concrete and the beams are photographed in sets of 

three. These photographs, two of which are shown in PI. XVII, a, 6, 

form chronological charts of the development of the cracks, giving 

their position, shape, and extent for each load. With the 28-day-old 

beams this method was strictly followed for each individual beam, but 

when three beams identical in construction and 28 days old failed by 

tension in the steel, it was safe to assume that the corresponding older
U. S. GEOLOGICAL SURVEY ULLET1N NO. 329 PL. XVI

A. ATTACHMENT AND MICROMETER FOR MEASURING SLIP OF RODS. 

((, End of rod.

Ji. STEEL CARRIAGE FOR HANDLING BEAMS.
U. S. GEOLOGICAL SURVEY BULLETIN NO, 329 PL. XVII

METHOD OF RECORDING CHARACTER OF REINFORCED-CONCRETE BEAM FAILURES. 

i C> Typical failures by steel reaching elastic limit; /;, typical failure by diagonal tension and stripping of rods.
BEAM SECTION. 57

beams would fail in the-same manner, since the gain in strength ">f the 

concrete rendered it less.likely to fail.. Consequently, when the older 

beams were tested/ the cracks were marked out for the increments 

of 1,000 pounds for the first beam only of each set of three. The 

other two were tested to failure; at the maximum load the cracks 

were marked out as before. A group of three beams treated in this 

manner is shown in PL XVII, c, the bottom beam being the one first 

tested.

Slipping of the rods with reference to the adjacent concrete at the 

ends of the beam is determined by means of a micrometer reading to 

one ten-thousandth of an inch, shown at the extreme right end of the 

beam illustrated in Pis. XV, B, and XVI, A. The micrometer is 

clamped to the end of the beam, from which a small portion of concrete has been removed, exposing the end of one of the reinforcing

rods. The micrometer screw is- adjusted to touch the end of the 

exposed rod. No electric contact is used with the micrometer since 

the least slipping of the rods may be detected by touch. This same 

instrument is used to detect the slipping of the rods in the bond tests. 

Form L is used for recording the results of the tests on reinforced 

concrete beamss

 ,-.,_, T / UNITED STATES GEOLOGICAL SURVEY. 1 REINFORCED rorm L. i > TJT?AM TIT^T

I STRUCTURAL-MATERIALS TESTING LABORATORIES. ' > DJSjAM. 1&Q1.

Beam Reg. No. ....... Lab. No. ....... Age ...... days. Gage length. ...... inches. Contact

points spaced ...,... inches apart. Weight of beam ...... pounds. Length of beam ...... feet ......

inches. Span ...... feet ...... inches. Cross section at center ....... inches by ....... inches. Rods:

Number........; size......; kind...... Reg. No. of steel...... For distribution of steel, see diagram

No.... For information regarding concrete and corresponding test' pieces, see Batch report Bin....

Deformeter No. ....... Weight of deformeter ...... pounds. Load applie'd at ....... Applied

load at first observed crack ...... pounds. Position of crack ...... feet ...... inches from center.

Maximum applied load ...... pounds. Position of failure crack ...... feet ...... inches from center.

Development of cracks observed ......'. Deflection of center ....... Character of failure .......

Beam brought from damp closet at ......; test started at ....... time ......; test completed at

....... time ......; sheet given to office at....... time ......; delay .... .., due to.......

COMPUTATIONS.

The forms of batch report for both the plain and reinforced beams 

(Form F, p. 40) are identical except that for the reinforced beams 

the number, size, position, and form of rods are also given. For 

these beams the percentage of reinforcement is computed and the 

yielding point of the steel is found from tests on short pieces cut 

from the reinforcing rods before being placed in the beams.

In order to make clear the methods used in obtaining some of 

these values a short statement of the theory will be given. .

The method of finding the necessary decrease in the reactions in 

order that the total deformation within the gage length will be zero 

will be given first. This method is used in order to obtain a greater 

number of readings of the micrometers during the test and therefore 

more points on the deformation-bending moment curves.
58 STRUCTURAL-MATERIALS TESTING LABORATORIES.

When a beam rests freely on supports, the upper and lower fibers are 

deformed on account of the bending moment due to the weight of 

the beam. When the supports are at the ends of the beam, the 

upper fibers are shortened and the lower fibers are lengthened. For 

equal moduli of elasticity in tension and compression, which are 

constant for concrete for small loads, the deformation at any point 

of the beam is proportional to the bending moment at that point,

v s *

L

1ri7\

iN

\

3 >

*~x ->

 ^-f.

3

9

Sh

L

L

r -3 >

i

ft

r*--*\

FIG. 3. Diagrams illustrating method for computation of concrete beams. Upper diagram: Notation used. Lower diagram: Curve of bending moment within gage length (beam supported at 

third points).

and the total deformation over any length of the beam is proportional to the area of the bending-moment diagram over that length. 

Therefore when the total positive bending-moment area in the gage 

length of the deformeters equals the total negative bending-moment 

area in the gage length, the net total deformation in that length is 

zero, and both the upper and lower fibers of the beam have the same 

length as when.unstressed. For a particular reaction at the ends of
w BEAM SECTION. .59

the beam the positive bending-moment area in the gage length is 

equal to the negative bending-moment area. In order to get this 

reaction, the beams are supported at the third points by stirrups 

suspended from the head of the machine. As the stirrups take more 

and more of the weight of the beam the end reactions become smaller 

and smaller and the character of the bending-moment diagram 

within the gage length changes until the desired condition is reached. 

The method of finding the required reactions for total zero deformations within the gage length in terms of the weight of the beam

and other known quantities (fig. 3) is as follows: ^

Let L = distance between the supports. 

g =gage length of deformeters. 

Z = overhang of beam at each end.

L ^distance from each support to force exerted by each 

3 stirrup. 

 W = total weight of beam.

W . L

-^ R = force exerted by each stirrup at a distance of ~o from

the supports. 

R =each reaction at end. 

SS=any vertical section within the gage length at a distance, X, from one of the gage points. 

Mx = bending moment at section SS. 

M0 = bending moment at deformeters, where X =0.

Mc = bending moment at center of beam, where X =§.

&

m= constant bending moment over the gage length due to 

the weight of. all attachments, such as bearing blocks 

under the load points and the deformeters. This 

weight is applied outside of the gage length and 

equally on each side of the center of the beam. 

The bending moment at section SS, considering forces to the left 

only, is as follows :

W

Reducing to a simpler form gives: 

RL W^L , ^ _ W 

4^
60 STRUCTURAL-MATERIALS TESTING LABORATORIES.

The bending moment at the end of the gage length (X =0) is as 

follows:

', RL W/L A/T ( 

M°~ 3 4V 6

The bending moment at the center of the gage length ( X=~ j is 

as follows :

. RL W/L

The moment diagram between .the third points when there is 'both 

positive and negative bending moment in the gage length is shown 

in fig. 3, in which xx' is the horizontal axis of the moment diagram. 

The curve d; e, e', d' is a parabola, and crosses the axis at two points, 

viz, at e and at e', between the ends of the deformeters. Then in 

the gage length c c' there is negative bending moment from c to e 

and from e' to c', and positive bending moment from e to e'. The 

dotted lines c d, c' d', and d d' are drawn for the purpose of demonstration. Then the distance Mc represents the bending moment at 

the center of the gage length, and M0 represents the bending moment 

at the end of the gage length. The negative bending-moment areas 

within the gage length are c d e and c' d' e', each being represented 

by B. The positive bending moment area within the gage length 

is e F e', and is represented by A.

The condition that the positive bending-moment area is equal to 

the negative bending-moment area is represented by the equation: 

A--2B.

Adding the quantity -C to both sides of the equation gives: A + 

(-C)=-2B-C.

The first part of this equation is the area included between the 

horizontal line d d', and the parabola d F d', that is:

A+(-C)=?g[Mc+(-M0)]

The second part of the equation is equal to the area of the rectangle 

dec' d', that is:

-2B -C - -g Mo.

Therefore ?g[M0 + (-M0)]= -gM0.

o

Whence 2MC =- M0.
BEAM SECTION. 61

Substituting the values of M0 and Mc as found above gives 

+2 _ 

Whence

, T, 3W/X , y "\ : Wg2 3m and K = -rr-( +^ 14- ^ ~~"^~-

RL=gW(^+Z>)+- ^ .-3m 4 V.6 y- ie+z

In almost all the beams tested at the laboratories L, Z, g, and m

are constant.

It only remains to find W and to compute R. A table has been 

computed by the above formula for all the usual values of W, and 

the corresponding values of R in any case can be read directly from 

the table.

Form K (p. 55) is used for reporting the results OA the tests on plain 

concrete beams.

The breaking load consists of the applied load together with the

weight of the beam plus the deformeters. The total load is read

directly from the scale arm of the machine when the beam fails, while

o the applied load is the total load less the weight of the beam and

deformeters, which are found at the beginning of the test.

After the loads have been found the bending moment is computed

M and the value of the arbitrary term -T rr is found for purposes of

M .

plotting. The term -r p at the center for the breaking load is obtained by the usual calculation, considering the weight of the beam 

between the supports and the 6-inch overhang at each end as a uniform load and considering the weight of the deformeters as -two loads 

concentrated at the ends of the gage length.

The quantities recorded for ujdt elongation of the lower fiber for 

weight of beam, together with the weight of all attachments, are 

the micrometer readings (1) when the beam is partly suspended so 

as to cause zero total deformations in the gage length, and (2) when 

the beam rests under its own load plus that of the deformeters.

The computations involved are the subtraction of these two 

micrometer readings,, the averaging of the differences obtained on 

opposite sides of the -beam, and the correction of this average so that 

it will represent the elongation of the lower fiber instead of that of 

the fiber upon which the deformeter was clamped. This last computation is made upon the basis that the elongation varies uniformly
62 STRUCTURAL-MATERIALS TESTING LABOKATORIES.

as the distance from the neutral axis or upon the usual assumption 

of the conservation of plane sections. The reading of the two sets 

of deformeters verifies this assumption.

The unit deformation is then obtained by using the parabolic 

formula, except in cases where the bending moment due to the applied load is so great in comparison to that due to the weight of the 

beam that the error due to dividing by the gage length is less than 

the probable error in reading the deformeters. The correction by 

use of the parabolic formula is based upon the assumption that the 

total deformation of any fiber is proportional to the product of the 

bending moment and the length of the fiber, or, in other words, to 

the bending-moment area included in the length of the fiber. This 

is represented in fig. 4, in which Mg is the bending moment at the end

FIG. 4. Diagram illustrating bending moment between gage points.

of the gage length and Mc is that at the center of the gage length, 

the difference being Mw. The area (A) in the diagram is equal to

2 A = g (Me -f oMw). Dividing this area Tby the greatest Mc gives a

new gage length which, were the bending moment constant over it 

and equal to Mc would give the same total deformation which was 

measured. Dividing this deformation by the new gage length gives 

the unit deformation where the bending moment is greatest. The 

final deformeter values are calculated from the load and the micrometer readings at the last full, set of micrometer readings before the 

maximum load was reached.

The percentage of the distance of the neutral axis from the top of 

the beam is assumed to be equal to the deformation of the top fiber 

multiplied by 100 and divided by the sum of the top and bottom 

deformations.

The modulus of rupture is calculated by means of the formula

S=~"/ the value of M at the center of the span being used.
BEAM SECTION. 63

The short sections of the plain beams are not suspended for zero 

deformations in.the gage length, and therefore the deformations 

calculated for these are those due to the applied load only.

Form L (p. 57) is used for reporting the results of the tests of reinforced concrete beams.

The percentages of steel recorded in the batch report are given in 

terms of the section of concrete above a line drawn through the 

centers of the rods, the lower layer being taken when there is more 

than one layer.

The position of the neutral axis is calculated as in the plain beams, 

except that instead of using the deformation of the lower fiber, 

the deformation of the steel is used, thus obtaining the percentage 

of the depth below the top in terms of the distance from the top of 

the beam to the center of the lower layer of rods. The position of

the neutral axis is calculated for several loads up to the maximum, 

and curves are drawn in order to show the variation in the position 

with the increase in the load.

The values under this general heading are obtained from the 

load, deformations, and deflections at the last full set of micrometer 

readings "before the maximum load. After the location of the neu- 

.tral axis has been found, the final deformeter values at the top of 

the beam are corrected so as to give the deformations at the extreme 

 top. It 'should be noted that the lower micrometers are clamped 

directly over the steel, and therefore no correction of the micrometer 

readings is necessary to allow for the fact that the fiber whose elongation is required is not the fiber upon which the micrometers are 

clamped.

All the calculations made for the plain beams are repeated here 

except the one giving the modulus of rupture, for which a special 

formula must be used. The maximum values are obtained from the 

load, lower micrometer readings, and deflections when the beam has 

reached its maximum resistance, or from the last full set of deformeter readings before failure.

TESTS OF CYLINDERS AND CUBES.

Method. A cylinder and a cube are made from the same batch 

of concrete from which each beam is molded, and all are tamped by 

hand with a tamper weighing 7 pounds and having a circular face 

3£ inches in diameter. The same molds (shown in PL VIII, B, 

p. 30) are used for these specimens as for those tested in the constituent-materials section. The method of testing is also the same 

(pp. 31-36). The compressometers for measuring the deformations 

of the cylinders are shown in PI. IX, C (p. 32). The micrometers used 

on these compressometers measure directly to ic-onr inch. Form 

M is used for recording the results of tests.
64 STRUCTURAL-MATERIALS TESTING. LABORATORIES.

T? . I UNITED STATES GEOLOGICAL SURVEY. > CYLINDER Form M. < > Tira'p

I STKUCTURAL-MATERIALS TESTING LABORATORY. J iJiDl.

Cylinder reg. No. ....... Lab. No. ....... Gage length, ...... inches. Diameter, ...... inches.

Length, ...... inches. Weight, ...... pounds. Area, ...... square inches. Volume, ...... cubic

inches; ...... cubic feet. Weight, ...... pounds per cubic foot. Ultimate load, ...... pounds. Ultimate strength,'...... pounds per square inch. Initial coefficient of elasticity, ....... Range of linear

value,....... pounds per square inch. Probable ultimate unit deformation, ....... Bedding in

machine, ....... For character of concrete and corresponding test piece see Batch report Bm .......

Cylinders ard cubes brought from damp closet at ......; weighing, measuring, and capping finished

at ......, tinib ......; test of cylinders started at ......; test of cylinders completed at ....... time

......; sheet handed to office at ....... time ......; delay, ....... due to .......

Remarks. ............................................................................................

Computations. The compressive strengths of the cubes and the 

cylinders are. calculated in pounds per square inch. For the cylinders the modulus of elasticity is determined by drawing a curve 

showing the values at different loads. A tangent to the curve at or 

near its origin is assumed to represent the initial modulus of elasticity.

BOND TEST PIECES.

Method. The schedule of bond tests is shown in the table on pages 

40-47. A bond test piece in the machine ready for testing is shown in 

PI. XVIII, B. The concrete cylinder is placed on top of the machine 

with the embedded rod projecting downward. The lower end of 

the rod is gripped in the jaws of the machine. The lower surface of 

the concrete cylinder is embedded in plaster of Paris on a ^-inch 

plate with a hole in its center one-sixteenth inch greater in' diameter" 

than the rod which passes through it. The instrument for measuring the slip of the rod is shown at the top of the test piece in the 

figure. During the test the micrometer arid load are read at intervals of about 500 pounds until the slip of the rod amounts to about' 

one^tenth inch. The load in all cases is applied continuously until 

failure. The bond pieces are tested at the ages of 30, 90, 180, and

360 days.

Computations. Form N is used for recording results of the bond

tests.

Form N. J UNITED STATES GEOLOGICAL SURVEY. l BOND TEST_'

I STRUCTURAL-MATERIALS TESTING LABORATORIES. )

Bond reg. No......... Lab. No. ....... Diameter of embedded rod....... inches. Embedded length.

of rod, ....... inches. Embedded surface,...... square inches. Reg. No. of rod ....... Elastic limit,

...... pounds per square inch. Yield point,...... pounds per square inch. Load at first slip,......

pounds. Unit bond stress at first slip,...... pounds per square inch. Maximum load,...... pounds.

Maximum unit bond stress,...... pounds per square inch. Unit stress in steel at first slip,...... pounds.

Unit stress in steel at maximum load, ...... pounds. Condition of surface of embedded steel, .......

Condition of surface of steel when pulled from concrete, ....... For character and proportions of concrete see Batch report Bm....... Bedding of test piece .......

Remarks. ............................................................................................

The unit bond at any load is found by dividing the load by the 

surface area of the rod in contact'with the concrete.
U. S. f.FOLOGICAL SURVEY 

A. HENNING STEEL EXTENSOMETER FOR MEASURING ELONGATION OF STEEL. 
BEAM SECTION.

TESTS OF STEEL.

65

Method.- As maybe seen in the tables (pp. 38, 40-47) , every rod used 

for reinforcement is tested. The tests include the determination of 

the yielding point as seen from the drop of the beam, the elastic limit 

obtained by the divider method, and the ultimate strength, elongation, 

reduction of area, and breaking strength. The elastic, limit is determined on a gage length of 8 inches, one point of the dividers , resting in a punch mark and the other marking on chalk rubbed 'on the 

surface of the test piece. The elongation is measured on the 

gage length of 8 inches. In addition to the above, the modulus of 

elasticity is determined on every tenth bar, using the Henning 

extensometer with electric contact. The percentage of carbon, 

phosphorus, and sulphur in every bar is determined in the chemical 

laboratory.

A view of the steel ready for testing is shown in PI. XVIII, A.

Computations. A record of steel tests is kept on a log sheet similar to FormE (p. 34). After the computations have been made the 

results are entered in Form 0. The unit stresses at different loads 

are calculated by dividing the gross load by the area of the test piece.

The percentage elongation in 8 inches and the reduction of area 

at fracture are also calculated.

The modulus of elasticity is determined by dividing any unit stress 

below the elastic limit by the unit elongation at that stress. The 

elongations as obtained by the two micrometers on either side of the 

test piece are averaged and divided by the gage length to obtain the 

unit elongation.

Form 0. |' UNITED STATES GEOLOGICAL SURVEY. 1 STEEL REPORT.

I STRUCTURAL-MATERIALS TESTING LABORATORIES. )

Station...... Reg. No...... Approved......

Kinc 

Mar 

Dim 

Arej 

Cold

o§ 

iJ ft

M ft M " 

Per cent clo 

Diameter of 

Per cent red 

Character o 

Condition o

(6) At yield point. ..........

Remarks.-
66 STRUCTURAL-MATERIALS TESTING LABORATORIES.

SHEAR AND TENSION SECTION. 

OUTLINE OF INVESTIGATIONS.

Shear. A schedule of the tests on the strength of concrete in shear 

is given in the subjoined table (p. 67). The test pieces are cylinders 

6 inches in diameter and 18 inches long. The molds are similar to 

those for making the regular compression cylinders, differing only in 

size. The testing apparatus' is operated between the heads of the 

Universal testing machine, and the three cutting tools are arranged 

to shear out a section ranging from 12 to 2 inches in thickness. Only 

the top half of the 2-inch piece is used. The 4- and 6-inch pieces can 

be used with the bottom piece so as to incase the whole section. The 

object of these bottom pieces is to prevent .any bending action in the 

test piece for the larger sizes. The results thus far obtained seem to 

indicate that this precaution is unnecessary. PI. XIX, A, shows a

Cross section

FIG. 5. Specimen for concrete tension tests.

test piece in the machine ready for testing. The diameter of the 

bearing surfaces is 6J inches and the J-inch space between the test 

piece and the castings is filled with plaster of' Paris. A spherical 

bearing block is placed on the top of the cutting tool. The bed plate 

is slotted so that the end support of the cylindrical test piece may be 

adjusted for any width of cutting tool.

Tension. A schedule for determining the modulus of elasticity and 

strength of concrete in tension is shown in the table (p. 67). The 

test pieces will be of the flat dumb-bell shape, about 8 feet long over 

all, having a stem 8 by 8 inches in cross section. One of these test 

pieces is shown in fig. 5, and the grip or apparatus for testing it is 

shown in.fig. 6. The grip is constructed by bending an 8-inch channel so as to inclose the head of the test piece and to bear against the 

inner surfaces of the head. The two sides of the channel are kept 

from spreading apart by plates extending from side to side. One of 

the plates is riveted to the flanges of the channel; the other is held
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL. XIX

A. SHEAR SPECIMEN IN MACHINE READY FOR TEST.

11. INTERIOR VIEW OF STORAGE ROOM, BUILDING-BLOCK SECTION.
SHEAK AND TENSION SECTION. 67

by bolts so that it can be taken off for the purpose of placing and 

removing the test piece.

FIG. 6. Apparatus for concrete tension tests. 

Shear and tension tests proposed for 1901.

Test.

Shear: 

Series

No. 1.

Series

No. 2.o

Tension...

Form of specimen.

6-inch cylinder

j 24 [inches long.

6-inch cylinder

18 inches long.

Dumb-bell

shape; uniform, 8 by 8-

inch 'section;

5 feet long.

Concrete (proportions by volume).

Cement (1).

Standard .

Standard .

Standard .

Sand (2).

Meramec 

River.

Meramec

River.

Meramec

River.

Aggregate (4).

'Limestone;

gravel; tinders.

Gravel; cinders;

granite.

Gravel; cinders;

granite.

Variables.

Consistency,

and length to 

be sheared.

Consistency, &

and age when

tested.

Consistency, &

and age when

tested.

Age

when 

tested 

(days).

28

28,90

180, 360

28,00

180,300

o

'ft

Number of

81

84

84

a Length to be sheared to be determined from series 1. 

6 "Only one consistency used for granite specimens.
68 STEUCTURAL-MATEKIALS TESTING LABOKATOEIES. 

MIXING, MOLDING, AND STORAGE.

The specimens for the shear and tension tests are mixed, molded, and 

stored under the same conditions as in the case of beams (pp. 48-53).

COMPUTATIONS.

The unit shearing stress is found by dividing one-half the shearing 

load by the area of a vertical section of the test piece. For the 

tension tests the dimensions of the section and the distance of tfye 

break from the center will be given, besides a complete record of 

the usual information regarding the making of the test pieces. The 

unit strength and the initial modulus of elasticity will be calculated 

from the results.

A series of parallel tests will be made, including a cylinder for 

compression tests, so that values for a particular lot of concrete 

will be obtained, giving the strength in shear, in tension, and in 

compression, and also the modulus of elasticity for tension and for 

compression. In the report a complete record will be given of all 

the materials used in making the test pieces, together with a record 

of the conditions governing the making, storing, and testing.

BUIiLDING-BLiOCK SECTION.

OUTLINE OF INVESTIGATIONS.

In the building-block section an extensive series of investigations 

on the properties of building blocks is under way. Five different 

types of building blocks are used. They are made up of different 

proportions and different aggregates and are tested at different ages. 

With each series of blocks a set of cylinders 8 inches in diameter 

and 16 inches in length are made, and these are stored under the 

same conditions as the blocks. The.blocks are subjected to strength

tests in cross bending and compression, and to fire tests to determine 

what aggregates and proportions offer the greatest resistance to fire.

A large number of mortar blocks have been made and many of 

these have been tested. The schedule of tests now under way comprises the manufacture on five different types of block, mixed in 

proportion of 1 part typical Portland cement to 2, 4, and 8 parts 

Meramec River sand, and of damp, medium, and wet consistencies. 

The strength tests cover periods of 28, 90, 180, and 360 days. This 

series necessitates the making and testing of 720 blocks and 360 

cylinders.

In the case of blocks made of concrete, which include aggregates 

of limestone, gravel, granite, and cinders, proportions of 1:2:4, 1:2:5, 

and 1:3:6 are used. For convenience in handling, all volumes are 

reduced to weight and all materials are charged into the mixer by 

weight.
-T 

U. S. GEOLOGICAL SURVEY

INTERIOR VIEW OF THE MIXING AND MOLDING AND THE TESTING 
BUILDING-BLOCK SECTION. 69

The consistencies which are indicated by the terms damp, medium, 

and wet are defined as follows: (1) In damp consistency the per cent 

of water used gives the driest mixture which can be used in all 

five types of block machines; (2) medium consistency is halfway 

between the damp and the wet consistencies; (3) in wet consistency 

the per cent of water used gives the wettest mixture which can be 

used.

The five cement-block machines which are in use were loaned to 

the laboratories under an arrangement made by a committee of the 

United Concrete Block Machine Manufacturers' Association, through 

the courtesies of the following companies: American Hydraulic Stone 

Company, Denver, Colo.; Miracle Pressed Stone Company, Minneapolis, Minn.; P. B. Miles Manufacturing Company, Jackson, Mich.; 

Dykema Company, Grand Kapids, Mich.; Century Machine Company, Jackson, Mich. These machines are shown in PI. XX.

PROGRAMME OF INVESTIGATIONS.

The programme that has been adopted as a suggested outline 

covering all the investigations of mortar and concrete blocks is as 

follows:

I. VARIABLES IN THE MANUFACTURE OF BLOCKS UNDER INVESTIGATION.

A. Type of wall block all plain face and 

standard ends:

1. With facing.

a. One-piece wall block.

(1) Hollow block.

(a) Down face.

x. Single air space, 

y. Double air space.

(b) Side face.

x. Single air space, 

y. Double air space.

(2) Solid block.

(a) Down face.

(b) Side face. 

b. Two-piece wall block.

(1) With metallic bond.

(2) Without metallic bond.

2. Without facing.

a. One-piece wall block. 

'!) Hollow block. 

, (a) Down face.

x. Single air space, 

y. Double air space, 

(b) Side face.

x. Single air space, 

y. Double air space. 

 15767 Bull. 329 08 6

A. Type of watt block all plain face and 

standard- ends Continued. 

2. Without facing Continued.

a. One-piece wall block Continued. 

(2) Solid block.

(a) Down face.'

(b) Side face.

b. Two-piece wall block.

(1) With metallic bond.

(2) Without metallic bond.

B. Materials used:

1. Cement, typical Portland.

2.. Aggregate, 

a. Single.

(1) Sand.

(2) Limestone.

(3) Granite.

(4) Gravel.

(5) Cinder.

b. Double, consisting of sand and 

(1) Limestone.

(2) Granite.

(3) Gravel.

(4) Cinder.
70 STRUCTURAL-MATERIALS TESTING LABORATORIES. 

 I. VARIABLES IN THE MANUFACTURE OF BLOCKS UNDER INVESTIGATION Continued.

C. Dimensions of specimen: 

Outside.

a. 8 by 8 by 16 inches.

6. 9 by 12 by 24 inches. 

Web 1J to 3 inches. 

Air space 30 to 33$ per cent.

D. Consistency:

1. Damp.

2. Medium.

3. Wet.

E. Proportions:

1. Mortar. 

a. 1:2. 

b. 1:4. 

c. 1:8

d. Balanced proportions for waterproofing.

2. Concrete. 

a. 1:2:4. 

6. 1:2:5. 

c. 1:3:6.'

d. Balanced proportions for waterproofing.

F. Process of manufacture:

1. Mixing. 

a. Hand. 

b. Machine.

2. Molding.

a. Wet mixture cast in molds in 

which test pieces remain 

until hard set.

(1) Sand molds.

(a) Poured -without vibration.

(b) Poured with vibration.

(2) Metal molds. .

(a) Poured without vibration.

(b) Poured with vibration.

F. Process of manufacture, Continued. 

2. Molding Continued.

6. Damp and medium mixtures cast 

in molds from which specimens are removed ^before 

hard set.

(1) Hand tamped.

(2) Power tamped.

(a) Air.

(b) Mechanical.

x. Single application, 

y. Repeated application.

G. Curing:

1. Natural, 

a. Air. 

6. Air and sprinkling.

2. Artificial.

a. Submerging. 

b. Steam.

(1) Low pressure.

(a) With C02 .

(b) Without C02 .

(2) High pressure.

(a) With C02 .

(b) Without C02 .

H. Aging:

1. Blocks that are fired.

2. Blocks that are not fired. 

a. 4 Aveeks. 

6. 13 weeks.

c. 26 weeks. 

d. 52 weeks.

J. Use of waterproofing compounds:

1. Applied to surface.

2. Added to material, 

a. Body. 

b. Facing.

II. PROPERTIES TO BE INVESTIGATED.

A. Strength: 

1. Transverse. 

a. Type. 

b. Material used. 

c. Dimensions of specimens. 

d. Consistency. 

e. Proportions. 

/. Process of manufacture. 

g. Curing. 

h. Aging. 

j. Use of waterproofing compounds.

A. Strength Continued. 

2. Compression, 

a. Type. 

6. Material used, 

c. Dimensions of specimens. 

d. Consistency, 

e. Proportions. 

/. Process of manufacture. 

g. Curing. 

h, Aging, 

j. Use of waterproofing compounds.
BUILDING-BLOCK SECTION. 71

H. PROPERTIES TO BE INVESTIGATED continued.

A. Strength Continued. 

3. Shearing. 

a. Type. 

b. Material used, 

c. Dimensions of specimens. 

d. Consistency. 

e. Proportions. 

. /. Process of manufacture. 

 g. Cming. 

h. Aging. 

j. Use of waterproofing compounds.

B. Permeability: 

a. Type.

(1) Block.

(2) Special test piece. 

6. Material used.

c. Dimension of specimens. 

d. Consistency. 

e. Proportions. 

/. Process of manufacture. 

g. Curing. 

. h. Aging. 

j. Use of waterproofing compounds.

C. Absorption: 

a. Type. 

b. Material used, 

c. Dimensions. 

d. Consistency. 

e. Proportions. 

/.' Process of manufacture. 

g. Curing. 

h. Aging. 

j. Use of waterproofing compounds.

D. Efflorescence:

a. Type.

b. Material used.

c. Dimensions of specimens.

d. Consistency.

e. Proportions.

/. Process of manufacture.

'g. Curing. 

 h. Aging.

j.. Use of waterproofing compounds.

El Fire-resisting properties:- 

. Fired and cooled in air. 

a. Type.

. 5. Material used.

c. Dimensions of specimens.

d. Consistency.

e. Proportions.

/. Process of manufacture.

g. Curing.

h. Aging. .

. j. Use of waterproofing compounds. 

. Cooled by spraying with water.

a. Type.

b. Material.

c. Dimensions of specimens.

d. Consistency.

e. Proportions.

/. Process of manufacture.

g. Curing.

L Aging.

j. Use of waterproofing compounds.

MIXING AND MOLDING.

Method, The mixing is performed in the same manner as described under " Beam section ;; (pp. 48-50). The mortar entering 

the blocks that have been made has been so dry that, the forms 

could be removed as soon as the tamping was completed. Two 

men are employed in molding the blocks one to shovel the material into the molds and one to tamp. The concrete is put in 

the molds in 3-inch layers and tamped with a hand or pneumatic 

tamper, care being taken to tamp all the blocks in the same manner 

and the same length of time.

As soon as the tamping is finished, the sides of the forms are removed and the block is weighed and placed in the moist storage 

room. The weight of the blocks in any one batch is not permitted 

to vary more than 1 per cent. After the sides of the molds are 

removed the blocks are allowed to remain on the bottom for sixty
72 STRUCTURAL-MATERIALS TESTING LABORATORIES.

hours. At the end of this time they are marked and piled in the 

order in which they are to be tested.

Apparatus. All the mortar and concrete used in the tests are mixed 

in a one-half cubic yard Chicago cube mixer, which is mounted on 

skids and is motor driven. The discharging end of the mixer appears 

in the background at the left in PI. XX, which shows the mixing 

and molding room. Through the open doorway near the center of 

the picture can be seen the testing room. The water used is weighed 

in the barrel resting on the platform scales, the process being similar 

to that described under "Constituent-materials section " (p. 32).

STORAGE.

One of the moist rooms for the storage of blocks and cylinders is 

shown in PI. XIX, B. There are two of these rooms, which are lined 

with moisture-proof paper and furnished with water and steam 

sprinklers near the ceiling. The specimens are sprinkled at regular 

intervals of eight hours. The five different types of blocks and corresponding cylinders may be seen in PI. XIX, H.

STRENGTH TESTS.

Apparatus. The strength tests of the blocks and corresponding 

cylinders are made on a 200,000-pound 4-screw motor-driven testing 

machine, a portion of which will be seen through the doorway in 

PI. XX.

The blocks are first tested for transverse strength on a span of 20 

inches, the load being applied at the center of the span. PI. XXI, A, 

shows a building block in the testing machine ready for application 

of the load'. .An isometric drawing of each block is given to the

operator and the position of the break is sketched upon the drawing, 

the distance of the break from one end of the block being measured 

and recorded on the drawing.

The two pieces of the block resulting from the transverse test are 

placed in the testing machine one at a time and tested for compressive strength. A half block ready for testing is shown in place in 

the testing machine in PI. XXI, B. The top and bottom of the block 

are bedded with thick sheets of asbestos, and the spherical bearing 

block (a) assures an even distribution of the. load.

Before these halves are tested, the top and bottom surfaces of 

each are traced, full size, on large sheets of paper for the purpose of 

getting the least area subjected to compressive stress. The load 

at the first crack and the breaking load are recorded.

The ends of the cylinders are smoothed off with plaster of Paris and 

are tested as described under "Constituent-materials section" (pp.
U. S. GEOLOGICAL SURVEY

A. BUILDING BLOCK IN MACHINE READY FOR TRANSVERSE TEST.

P>. ONE-HA
BUILDING-BLOCK SECTION. 73

31-36). The load at the first crack, the ultimate load, and compressometer readings for increasing loads are recorded.

Form§ and computations. The results of the preceding tests are 

entered on Form P.

Form P. |

UNITED STATES GEOLOGICAL SURVEY, 

STRUCTURAL-MATERIALS TESTING LABORATORIES. } BLOCK TESTS.

Station....'.......................................... Approved:.................................

Inscription of block........................................................... Age ...... days.

Breadth ...... inches. Depth ...... inches. Length ...... inches. Span ...... inches.

TRANSVERSE STRENGTH.

Reg. No. Previous treatment.

Breaking 

load 

(pounds).

Manner of failure. Mod. Date of 

test.

COMPRESSIVE STRENGTH.

Keg. No. Previous treatment.

Crushing 

area 

(square 

inches;.

Crushing 

load 

(pounds).

Compress! ve 

strength 

(pounds per 

square inch).

Date of 

test.

The modulus of rupture is computed by means of the formula

M S = -p, substituting for M and I their values at the center of the

block. The unit compressive strength of each half is found by 

. dividing the greatest load by the least area of the piece tested. The 

area is found by using a planimeter on the outline sketched just 

before the test.

FIRE TESTS..

Outline of investigations. A preliminary series of investigations of 

the fire-resisting qualities of structural materials has been inaugurated in connection with the work of the building-block section. 

These investigations comprise tests upon the various types and 

kinds of blocks of concrete, and the various building stones, burned 

clay, cement, sand-lime brick, and terra cotta found in the vicinity 

of Chicago. Portions of the plain concrete beams ^after testing have 

been sent to Chicago with the cement building blocks, while the other 

materials have been purchased in Chicago. The tests on panels of 

terra cotta have included the tile used for fireproofing and partition 

work and for ornamental work. In the case of terra-cotta tile partition panel tests have been made on both the plastered and unplastered tile. These tests have all been completed and are being 

gotten into shape for publication.
FIG. 7. Fire-test furnace of the Undenvriters' Laboratories, Chicago, III. A, Side elevati

i>
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL. XXII

SECTIONAL PLAN OF FIRE-TEST FURNACE, UNDERWRITERS' LABORATORIES, CHICAGO, ILL.
U. S. GEOLOGICAL SURVE BULLETIN NO. 329 PL. XXIII

HEATING CHAMBER, UNDERWRITERS' LABORATORIES, CHICAGO, ILL. 

.A, Interior view, showing water pyrometer; li, General view, showing regulating apparatus for gas and air.
BUILDIZSTG-BLOCK SECTION. * '75

Methods. The cement blocks tested were made at the laboratories at St. Louis and were stored there in the moist room until 

about two weeks before they were to be tested, when they were 

packed in straw in a refrigerator car and, in the case of a batch 

shipped during the winter, live steam was injected into the car, 

which was then sealed. Upon reaching Chicago the blocks were 

removed to the Underwriters'Laboratories and stored in a warm, dry 

room until tested. The length of this storage was from two to ten 

days.

This preliminary series of fire tests is being made in the firetest furnace of the Underwriters' Laboratories in Chicago, a sectional 

plan of which is shown in PI. XXII, and elevations of which are 

shown in fig. 7. PI. XXIII, B, shows a general view of the heating 

chamber. The valves, for regulating the supply of gas and air are 

shown in the foreground. The motor and fan for the air blast are 

located in the compartment above the valves. The door through 

which the gas is lighted and the isinglass peepholes for observing the 

progress of the tests are shown at the left of the chamber.

The test pieces are laid with fire clay in the opening in the steelframe, fire-brick-lined hanging door shown in PI. XXIV, A, When 

the fire clay has hardened, the rolling door is drawn into the furnace by 

means of a winch, shown at the left of the chamber in PI. XXIII, J3. 

The door is held in place in the chamber by means of a latch. When 

the test is completed, the latch releases the door and it is quickly 

drawn out of the chamber by means of the weight shown near the 

ground at the right in PI. XXIII, B, and at the left in PI. XXIV, A. 

When the blocks have been placed in the opening, the door has the 

appearance shown in PL XXIV, A. The door is drawn into the chamber, so that it is about 2 feet from the .burners. A view of the interior 

of the fire chamber, showing the burner wall, is shown in PI. XXIII, 

A, and at the right in PI. XXIV, A. Gas is admitted through holes 

below the floor level. The openings in the brick wall are for the purpose of admitting air to the fire chamber. The piping shown on the 

face of the wall is a water pyrometer.

The door is fired for two hours, the temperature being kept as 

nearly uniform over the door as the adjustment of the furnace permits, or within about a 5 per cent variation. The temperature is 

brought to 925° C. in about thirty minutes, and is maintained at 

that point one and one-half hours longer.

The temperature of the heating chamber is determined by means 

of four thermocouples placed symmetrically 6 inches from the back 

wall of the heating chamber. The temperature of the face of the 

test pieces is determined by means of six thermocouples symmetrically placed on the face of the blocks, against which the flames
76 STRUCTURAL-MATERIALS TESTING LABORATORIES.

impinge. These thermocouples are laid in fire-clay tubes in the 

joints, with the points one-sixteenth inch back of the face of the 

wall, these ends being protected from the direct heat by a coating of 

fire clay. Readings on all ten couples are taken at intervals of ten 

minutes by means of an Englehardt galvanometer.

Five thermometers are hung on the back of the wall for the purpose of determining the rate of heat transmission. The bulbs are 

held against the blocks by covering them with fire clay, which prevents the cooling effects of air currents.

After the door has been subjected to the heat for two hours the 

gas is turned off and the door is removed from the chamber. In 

some of the tests the blocks are allowed to cool slowly in air, and in 

others they are cooled suddenly by water.

The quenching test consists in directing a s.tream of water against 

the hot blocks. The door can be run out of the furnace and the 

water applied in about thirty or forty seconds after the gas has been 

turned off. The stream is played for five minutes through a |-inch 

nozzle at a distance of 20 feet from the door and at a pressure of 50 

pounds per square inch. (See PL XXIV, B.}

After the blocks tested in the recent series were sufficiently cool 

they were removed to the Armour Institute, and, by the courtesy of 

Prof. R. Burnham, in charge, they were tested for transverse and 

compressive strength, using the same methods as those used at the 

laboratories in St. Louis.

Form Q is used for recording the results of the fire tests.'

j UNITED STATES GEOLOGICAL SURVEY. > Form Q. | STRUCTURAL-MATERIALS TESTING LABORATORIES. | FIRE TEST.

Station....... lleg. No........ Approved:....... Date....... Duration....... Manner of cooling......

Arrangement of b'locks in furnace.......................................................................

Condition of blocks after the test.......................................................................

Time. Temp. (°C.) Temperature observations (to include both faces).

. . pound per square-inch pressure.

PERMEABILITY SECTION.

Outline of investigations. The programme for the permeability 

investigations includes a preliminary series for the purpose of determining the best method of procedure. The subsequent series covers 

tests on cement mortars and concretes those treated with waterproofing coatings and those in which different kinds of waterproofing compounds have been incorporated. Different mixtures, consistencies, and thicknesses are used and the specimens are tested 

at different ages. Tests will be made on specimens treated with
U. S. GEOLOGICAL SURVEY 1ULLETIN NO. 329 PL. XXIV

.1. FIRE DOOR FILLED WITH BUILDING BLOCKS READY FOR TEST.

APPLICATION OF WATER JET TO TEST PANEL AFTER FIRE TREATMENT.
PEEMEABILITY SECTION. 77

Test piece

all the available waterproofings, including, powders and liquids for 

incorporation in the mixture and also for exterior application.

In addition, 2-inch cubes of mortar and concrete will be made and 

tested for porosity in order to find the relation between porosity and 

permeability.

Apparatus. The apparatus for these tests is shown in PL XXV 

and fig. 8.

The arrangement for holding the test piece and the can for catching 

the water that passes through it are shown in PL XXV, A. The 

piece of apparatus shown at 

the right is placed on top 

and that next is placed on 

the bottom of the test piece, 

with rubber washers between each cap and the test 

piece. A test piece is shown 

just to the right of the can. 

A cross section of the apparatus for holding the test 

piece, with a test piece in 

it, is shown in fig. 8. The 

water is applied to the top 

of the test piece through 

the pipe 0; the distance Y 

is the height of the test 

piece, and A shows the position of the rubber washers 

at the top and at the bottom of the test piece.. The 

water that passes through 

the test piece is measured, 

being caught in the can B 

attached to the bottom of 

the casting that holds the 

test piece.

A view of the room used 

for this work, with two permeability tests under way, is shown in PL XXV, B. Twelve tests 

can be carried on at once. A diagram of the apparatus, with pipe 

connections, is shown in fig. 9.

The water passes through the filter A and into the tank B, from 

which it is fed to the test pieces attached at the pipe connections. 

Tank D is connected to the air compressor on the floor below and is 

used to equalize the variable pressure of the compressor. The air 

is introduced above the water tank B at the point E. The pressure

FIG. 8. Cross section of apparatus for holding permeability 

. test pieces.
78 STRUCTURAL-MATERIALS TESTING LABORATORIES.

of the water is read at gage F, and of the air at gage G. The molds 

for the test pieces are short sections of iron pipe of 7$ inches internal 

diameter and of varying lengths.

Method. The mortars and concretes used in the permeability 

tests are mixed on a glass-top table. The material is firmly pressed 

into the mold by hand, the object being to do'as little tamping 

as possible in order to prevent the flushing of cement to the surface. 

The top of the test piece is smoothed off level with the top of the mold 

by the use of a 10-inch flat trowel, and is then scraped rough at the 

surface so that it will have the same characteristics as the interior.

Supporting rods

Section A-B

FIG. 9. Diagraiirof permeability apparatus and connections.

The test pieces are stored in a moist room of the block section until 

ready for testing.

The test pieces are placed in water for forty-eight hours before 

being tested. Annular spaces at the outer edges of both the top 

and bottom surfaces are painted with a rubber waterproofing paint, 

leaving a circular area 5 inches in diameter in the center of the 

specimen in its original condition. Rubber washers are placed 

over the waterproofing and the specimen is securely fastened in the 

holder. The apparatus is then attached to the unions (C, fig. 8) 

and the water is turned on. In the present series a pressure of 20 

pounds .per square inch is maintained. Higher pressures are to be 

used in the subsequent series.
U. S. GEOLOGICAL SURVEY BULLETIN NO. 329 PL. XXV

A. PERMEABILITY APPARATUS.

B. VIEW SHOWING PERMEABILITY TESTS AND METHOD OF SUPPORTING TEST PIECES.
CHEMICAL SECTION. 79

Readings are taken at regular intervals of the amount of water 

passing through in one minute. The flow of water through the 

test piece diminishes as the test progresses and readings are accordingly taken at longer intervals until the flow of water becomes 

constant. .

In testing the 2-inch cubes for absorption they are weighed after 

being thoroughly dried in a gas oven at 100° C. They are then placed 

in water for twenty-four hours and again weighed. The difference 

in weight is the absorption.

Forms. The forms -used for recording results of tests give the 

 usual information concerning register number, consistency, etc., also 

the kind of waterproofing used, the thickness of the specimen, the 

weight of water absorbed, and the weight of water passing.

CHEMICAL SECTION.

OUTLINE OF INVESTIGATIONS.

The chemical laboratory is equipped with every facility for making 

the analyses which are required in the course of the investigations of 

structural materials. In addition to its work in connection with 

the structural-materials division the laboratory has. been making a 

large number of analyses of cement-making materials (limestone, 

shales, etc.), for the Reclamation Service.

An annex to the main laboratory communicates with a combustion 

room, a sampling and storage room, a balance room, and an office. 

The equipment is very complete and comprises analytic balances, 

pulp balance, copper still, electric stirring apparatus, gas retainer, 

carbon dioxide apparatus, oxyhydrogen blast lamps, muffles, and an 

ample supply of platinum, nickel, and glassware.

ANALYSES OF CONSTITUENT MATERIALS. 

CEMENT.

In the analysis of cement the methods recommended by the committee on uniformity in the analysis of materials for the Portland 

cement industry of the New York section of the Society for Chemical 

Industry are used, with the following exceptions: In the anatysis of 

cements the silica is not purified by treating with HF1 and H2S04 . 

The precipitated iron and aluminum hydrates are dissolved in dilute 

HN03 instead of in dilute HC1; the ignited CaO is also precipitated 

from a HN03 solution the second time. Lastly, the Si02 is not determined in the ignited Fe2O3 and A13O3 .

SILT AND OTHER MATERIALS.

METHODS.

The methods used in the analysis of silt and other materials are 

those described in Bulletin No. 305 of the United States Geological
80 STEUCTURAL-MATEETALS TESTING LABOEATOEIES.

Survey, on the analysis of silicate and carbonate rocks, prepared by 

Dr. W. F. Hillebrand, with the following exceptions:

Moisture at 100° 0. A 1-gram sample of the silt is weighed out 

upon a small watch glass. It is heated for two hours at 105° C. in 

an air oven and is weighed after being allowed to cool in a desiccator. The loss in weight is checked by another heating for one 

hour in the oven,

Silica. SiO2 is usually not treated with HF1 and H2SO4 to determine the Fe203 and A12 03 which is invariably present; at the same 

time the Fe2 03 and A12 03 are not evaporated with H2SO4 after the 

bisulphate fusion -to determine the Si02 present in them. In the 

greater number of cases these two errors about counterbalance one 

another. The ferric oxide (Fe2 03 ) and alumina .(A1 2O3 ) are precipitated with ammonia, washed with hot water containing 20 grams 

ammonium nitrate per liter, dissolved in nitric acid, and reprecipitated. The Fe2 03 is reduced by zinc and not by hydrogen sulphide.

Manganese oxide. MnO is determined by precipitating the hydrated Mn02 with bromine water in the filtrate from the iron and 

alumina, filtering, igniting, and weighing as Mn3 04 .

Total moisture. One gram of the material is weighed out into a 

porcelain boat and placed in a piece of hard-glass combustion tube, 

which is contained in a combustion furnace of the ordinary type. 

This is preceded by a U-tube, one arm of which is filled with CaCl 2 

and the other with soda lime; this is preceded by a bubble tube filled 

with H2SO4 , and is followed by a U-tube filled with CaCl2 , which is 

followed by another of the same, serving as a safety tube. About 

five of the burners are lighted under the boat and the total H2O 

driven out of the material. The H2 0 is drawn through the tube by

a current of air and is caught in the U-tube containing CaCl 2 . The 

increase in weight of this gives' the total H2O from which is subtracted the moisture giving the H20 above 100°. Necessarily the 

combustion tube must be heated and the whole tram freed in this 

way from H20 before the boat with the material has been inserted. 

Carbon in organic matter. One gram of the material is placed in 

the small beaker and 60 cubic centimeters H20 and 10 cubic centimeters HC1 added and warmed. The mixture is then filtered 

through a perforated platinum boat containing a mat of ignited 

asbestos. The boat is then dried at 100° and placed in a combustion 

tube contained in a 16-burner combustion furnace. This is preceded 

by a U-tube, one arm of which is filled with CaCl 2 and the otlier with 

soda lime, which is preceded by an absorption bulb filled with 1.20 

specific gravity KOH and this preceded by a second combustion tube 

contained in a second furnace. This second tube can be connected 

either with a U-tube filled with CaCl2 and soda lime, preceded by a 

KOH bulb filled with 1.20 specific gravity KOH, or with an oxygen
CHEMICAL SECTION. 81

holder. The combustion tube in the first furnace is filled as follows: 

About 3 inches from one end (which becomes the posterior end in 

the furnace) is placed a plug of asbestos followed by 5 or 6 inches of 

coarse granulated CuO, then by 3 inches of ignited lead chromate 

and a second plug of asbestos, and the whole finally followed by a roll 

of silver foil about 1£ inches long. The second tube is filled in the 

same way except that about twice as much CuO is used and the silver 

foil is omitted. After the first tube there is placed a bubble tube 

filled with acid (AgS04 ) to catch any HC1 not washed out of the boat. 

This is followed by a U-tube filled with CaCl2 , then an absorption 

bulb filled with 1.20 specific gravity KOH, to which is connected a 

CaCl,j drying tube, and the whole is followed by a guard U-tube filled 

with CaCl2 . With all the burners in the furnace turned on full 

except the one at each end, a current of oxygen is drawn through the 

train for twenty minutes, then air is drawn through for ten minutes. 

The absorption KOH bulb following the first furnace with its connected CaCl2 tube is then weighed. The increase in weight is equal 

to the C02 and this multiplied by 0.2727 gives C.

Necessarily, before placing the boat in the furnace, oxygen must 

be passed through it and all C burned completely out of it, a condition 

which is attained when there is no further increase in the weight of 

the absorption bulb.

SUMMARY.

The above methods apply equally well to shales, to clays, and to 

all high Si02 rock also to limestone, but in this case only about 1 or 

2 grams of the mixed carbonate of potassium and sodium are needed 

in the fusion.

Form B, is used for recording the analyses.

Ponn R. UNITED STATES GEOLOGICAL SURVEY. 

STRUCTURAL-MATERIALS TESTING LABORATORIES.

Station....... Reg. No.

Date....... Method of treatment of sample.........

CHEMICAL ANALYSES.

Approved:......

.... Moisture......per cent.

R ocks cement .

.Ultimate analysis.

Lime (CaO) .....................

AikniiP JSoda (Na2 0) . ..........

Alkalies jpotagsa (K!O) . Water at 100° C. ................

Total.....................

Per cent.

Rational analysis.

Feldspathic substance.

Total .......

Per cent.

Steel.

Total carbon (C) .

Combined carbon.

Graphitic carbon .

Silicon (Si).......

Per cent.

v

Remarks. 
82 STEUCTTJRAL-MATEEIALS TESTING LABORATORIES.

ANALYSIS OF STEEL.

All the steel used in the reinforced beams is analyzed. The percentages of carbon, phosphorus, and sulphur are determined by the 

usual methods and are recorded.

Carbon is determined by solution of steel in potassium cupricchloride filtration and combustion of the residue. (Blair's "The 

Chemical Analysis of'Iron/' 6th ed., pp. 156-166.)

Phosphorus is determined by the volumetric method proposed by 

the subcommittee on methods of the International Steel Standard 

Committee of the United States. (Blair, pp. 92-104.)

Sulphur is determined by evolution as hydrogen sulphide and 

absorption in ammoniacal solution of hydrogen peroxide. (Blair, 

pp. 60-65.)

INVESTIGATIONS OF COLUMNS AND FLOOR SLABS.

A comprehensive series of tests is being inaugurated to investigate 

the properties of both plain and reinforced concrete columns ranging 

in length from 10 to 30 feet and in section from 8 to 12 inches;

A series of tests is being put into execution to investigate the 

properties of concrete slabs reenforced with steel of 10-foot span. 

The column tests have been delayed awaiting the arrival of the 

600,000-pound testing machine, the installation of which will make 

it possible to proceed.

THE EFFECT OF ELECTROLYSIS AND SEA WATER ON 

CEMENT MORTARS AND CONCRETES.

In connection with the work of the laboratory at Norfolk, Ya.,. 

there is being conducted a series of investigations covering (l)the effect 

of electrolysis on cement mortars and concretes, and (2) the effect of

sea water on these materials. In this latter series of experiments 

test pieces are being made with sea water and immersed in sea water,, 

made with fresh water and immersed in sea water, and a parallel 

series made with and immersed in fresh water. A series of parallel 

experiments will be carried on in St. Louis as to the effect of electrolysis on cement mortars and concretes. The cages in which these 

'test pieces are stored are located at the end of what is known as the 

commercial pier, which extends about 1,500 feet from the shore, 

near the grounds of the Jamestown Exposition. The use of this pier 

has been obtained through the courtesy of the local authorities.

.PROGRESS OF THE WORK.

PRELIMINARY WORK.

The appropriation for the first year's work amounted to $12,500, 

of which $5,000 was carried by the general deficiency bill and was. 

available until June 30, 1905, and the balance, $7,500, was available 

until June 30, 1906.
PROGRESS OF THE WOEK. 83

The appropriation was made for the purpose of continuing the 

investigations started during the period of the Louisiana Purchase 

Exposition, and it was expected that light, heat, and power would 

be furnished by the fuel-testing division, which would considerably 

increase the funds available for actual testing work. During that 

year the work consisted principally of the investigations of the constituent materials of cement mortars and concretes, the work being 

carried on in the cement building now used by the constituent-materials section.

Late in the fall of 1905 the metal pavilion was occupied and was 

used for several months as a temporary storage house for the materials used in the investigations then pending. The funds for the 

work/ however, were so small that it was necessaiy to reduce the 

force of men employed on this work in the spring of 1906, which 

brought it practically to a standstill until the new appropriation 

of $100,000 became available for the fiscal year beginning July 1, 

1906. After this date the work was again taken up and greatly 

extended; the beam, building-block, and computing sections and a 

chemical laboratory were organized, and new equipment was purchased and installed.

PRESENT WORK.

During the fiscal year 1905-6 the work at the laboratories was 

greatly hampered by the removal of the buildings which formed A 

part of the Louisiana Purchase Exposition, which work extended 

through 1906 and well into 1907, and rendered it difficult to repair 

the buildings and to install the apparatus required in. making the 

tests. This necessary work, however, was accomplished during the 

summer and fall of 1906, so that the work of the new divisions was 

well under way early in 1907.

During the fall of 1906 and the first half of 1907 many test pieces 

have been made and tested. Those made prior to July, 1907, aggregate 35,200, while the number of tests and determinations which 

have been made amount to 35,500.

The approximate number of. test specimens made and tested is 

divided among the various sections as follows:

Constituent-materials section. In the constituent-materials section there have been made 5,750 transverse specimens 1 by 1 by 13 

inches; 8,700 two-inch cubes; 12,550-tensile briquets of 1-inch cross 

section; 870 cylinders 8 inches in diameter and 16 inches long; and 

710 six-inch cubes. Of these there have been tested 3,650 transverse test pieces; 6,740 two-inch cubes, 540 six-inch cubes; 9,750 

tensile briquets, and 600 .cylinders. In addition to the above about 

10,000 physical determinations of specific gravity, time of setting 

soundness, mechanical analysis, etc., have been made. .
84 STRUCTURAL-MATERIALS TESTING LABORATORIES.

Beam section. In the beam section there have been made approximately 600 beams of plain and reinforced concrete, 8 inches wide, 

11 inches deep, and 13 feet long; 600 six-inch cubes; 800 cylinders 

8 inches in diameter and 16 inches long; and 110 bond specimens 8 

inches in diameter and of varying lengths. Of these, there have 

been tested 290 beams, 280 cubes, 390 cylinders, and 40 bond test 

pieces. In addition to these about 2,500 steel tests have been made, 

and the modulus of elasticity has been determined on 250 of these.

Building-block section. About 1,600 building blocks of standard 

size and 400 cylinders 8 inches in diameter and 16 inches long have 

been made, and of these 1,150 blocks and 200 cylinders have been 

tested.

Chemical section. About 550 chemical analyses have been made.

FUTURE WORK.

The appropriation of $100,000 available for the fiscal year beginning July 1, 1907, insures a continuance of the work. Many new 

series, some of which have been outlined in this report, have been 

begun and will be continued during the coming year.

In addition to the work at these laboratories many tests are being 

made at technological institutions in cooperation with the United 

States Geological Survey, among which may be mentioned Columbia 

University, the University of Illinois, Purdue University, and the 

University of Wisconsin, the purpose of this cooperative work being 

to avoid all unnecessary duplication in work or unnecessary expenditures for equipment the temporary use of which could be obtained 

elsewhere.

The results of the tests are being rapidly worked up into reports 

for publication, which will be issued in bulletin form, each treating 

of a particular phase of the work at the structural-materials 

laboratories.

O