LIBRARY
OF THE
UNIVERSITY OF CALIFORNIA.
Class
Reinforced Concrete in Europe
BY
ALBERT LADD COLBY
PUBLISHED BY
THE CHEMICAL PUBLISHING CO.
EASTON, PA.
OF THE
UNIVERSIT
LONDON AGENTS :
WILLIAMS & NORGATE
14 HENRIETTA STREET, COVENT GARDEN, W. C.
Reinforced Concrete in Europe
INCLUDING
ITS APPLICATIONS, ECONOMIES, AND ENDURANCE ; THE SYS-
TEMS, THE FORMS OF BARS AND THE METAL USED
IN ENGLAND AND ON THE CONTINENT,
TOGETHER WITH THE PRINCIPAL
SPECIFICATIONS FOR THE CEMENT, AND THE CONCRETE USED,
AND THE RULES GOVERNING FOREIGN REIN-
FORCED CONCRETE CONSTRUCTION,
TO WHICH IS ADDED
A LIST AND DESCRIPTION OF THE FOREIGN OFFICIAL AND
TECHNICAL INSTITUTIONS WHICH HAVE STUDIED RE-
INFORCED CONCRETE CONSTRUCTION AND AB-
STRACTS OF THEIR RECOMMENDATIONS
AND FINALLY A COMPLETE
BIBLIOGRAPHY OF BOOKS AND PERIODICALS ON REINFORCED
CONCRETE, CONCRETE AND CEMENT
BY
ALBERT LADD COLBY
MEMBER
American Society of Civil Engineers, American Society of Mechanical
Engineers, International Association and American Society for
Testing Materials, Iron and Steel Institute, American
Institute of Mining Engineers, Etc.
South Bethlehem, Penna.
July, 1909.
COPYRIGHT, 1909,
BY
ALBERT I,ADD COLBY.
PREFACE.
A private edition of fifty copies of this Report was printed last
May for distribution to the Subscribers.
In response to numerous requests, permission has been given
to the Printer to reprint the Report for sale by him as a Book.
The Report is a compilation of information, on current practice
in Reinforced Concrete Construction in Great Britain and on the
Continent, collected during 1908, chiefly by personal interviews,
with the leading authorities in each Country.
The theoretical branches of the subject, including the rules for
calculation, are but briefly referred to, because elaborate Treatises
in English, French and German, recently published, deal with the
latest practice of each country in these matters.
The practical branches of the subject, on which the Subscribers
desired information, are fully treated, including the economy and
proof of the endurance of foreign Reinforced Concrete Construc-
tion, the Systems used Abroad, the specifications for the cement
used, the ingredients and the mixing of the concrete, and the
rules governing construction ; much space is devoted to the kind
of steel and the forms of bars at present in vogue Abroad, as
the writer was requested to give particular attention to these two
subjects.
The addresses of prominent consulting and contracting engi-
neers of each country, are given, to enable the reader to obtain
further information, if desired.
In Appendix No. 3, the addresses are given of the official and
technical testing Stations, Congresses, Institutions, Associations
and Committees of each Country, which are giving particular
attention to this subject and from whom additional information
can be obtained.
Besides the discussion in the body of the Report, of the forms
of bars used in the Systems of each Country, an alphabetical list
of 144 Foreign Systems, is given in Appendix No. i, with a
193645
iv PREFACE
concise description of the special feature and the address of the
inventor or owner of each System.
In Appendix No. 2, a comparison of the requirements of 14
foreign Cement Specifications is given.
A complete Bibliography of the Books, Journals, and Periodi-
cals of each Country will be found in Appendix No. 4, with the
price and the date of publication.
As the information contained in this Report was obtained from
many sources, any, in fact, which' were proved by inquiry or
known to be reliable, only a general acknowledgment can here
be made of the writer's indebtedness; in the text of the Report
and Appendixes, reference is given to the source of information
in most cases.
The writer visited England, France, Germany, Austria, Hun-
gary, Switzerland and Italy, and desires to here record his appre-
ciation of the courteous attention to his inquiries, accorded to him
in each Country.
ALBERT LADD COLBY.
South Bethlehem, Pa.. July, 1909.
TABLE OF CONTENTS.
APPLICATIONS OF REINFORCED CONCRETE,
in Great Britain and on the Continent I
ECONOMIES OF REINFORCED CONCRETE CONSTRUCTION.
1. Foreign Opinions as to the Actual Saving in cost of
Erection 2
2. Foreign Opinions as to the Economic Factors, besides
the first cost 2
ENDURANCE OF FOREIGN REINFORCED CONCRETE
CONSTRUCTION.
1. Resistance to Atmospheric Changes 4. 6
2. Resistance to Fire 4, 7
3. Resistance to Sea Water 4, 10
4. Resistance to Abrasion 4, 10
5. Resistance to Vibration 4, 10
6. Resistance to Shock 5, 1 1
7. Resistance to Earthquakes 5, n
8. Resistance of the Embedded Steel to Corrosion 5, 12
9. Causes of the Accidents and Failures that have occurred 5, 16
FOREIGN SYSTEMS OF REINFORCED CONCRETE CON-
STRUCTION.
Introduction 22, 24
English Systems 22, 25
German Systems 22, 27
French Systems 22, 30
Austrian Systems 23, 31
Hungarian Systems 23, 32
Swiss Systems 23, 32
Italian Systems 23, 32
Dutch Systems 23, 33
Other Continental Countries, Systems of 23, 33
Systems of Doubtful Origin, but doubtless mostly German
or French 23, 34
Foreign Agencies of American Systems 23, 35
Alphabetical List of the 144 Foreign Systems of Reinforced
Concrete Construction, with Address of Inventor or
Owner of each System, and a Concise Description of
its Special Features. (See Appendix No. i.) 119-147
vi TABLE: OF CONTENTS
MECHANICAL BOND AND FORMS OF BARS.
INTRODUCTION.
Entire reliance Abroad, no longer placed on Adhesion
alone, to care for horizontal shear 37
In the older Continental Systems, mechanical bonding is
provided for by using stirrups of plain bars 37
Table showing the number of Foreign Systems of each
Country which use specially shaped or "deformed" bars
for reinforcement 38
Mechanical bonding, especially in England, also obtained by
using "deformed" bars and special shapes 38
ENGLAND.
Opinions of Chas. F. Marsh as to forms of bars 39
Statement of Chas. S. Meik as to forms of bars 40
FRANCE.
Government Rules for cases when special shapes are used . . 40
Opinion of Gerard Lavergne as to forms of bars 40
GERMANY.
Government Rules in reference to shearing and adhesive
stresses 41
Statement of O. Kohlmorgen as to forms of bars 41
AUSTRIA.
Statement of R. Janesch in favor of round bars 41
SWITZERLAND.
Statement of Prof. F. Schule as to. forms of bars used in
Europe 42
METAL USED FOR REINFORCEMENT. FOREIGN SPECIFI-
CATIONS, RECOMMENDATIONS AND OPINIONS COM-
PARED.
INTRODUCTION.
Brief reference to American Practice 43
Importance of the Metal used 45
Foreign Countries from which information was collected
and sources of information 45
Summary of information obtained 45
Use of Wrought Iron Abroad 46
INTERNATIONAL.
Recommendations as to the Metal used, not yet made 47
TABLE OF CONTENTS Vll
ENGLAND.
Recommendations of the "Joint Committee on Reinforced
Concrete" as to Metal to be used 47
Engineering Standards Committee's Specification for Struc-
tural Steel, now in force 48
Interview with Chas. F. Marsh (London) as to Steel used
in England 49
Interviews with British Consulting Engineers and Contrac-
tors as to Steel used in England 53
Information obtained from 34 British Agents of "Systems,"
as to Steel used in England 53
FRANCE.
Government Rules of 1907, now in force 54
Information obtained from the agents of the 21 French
Systems of Reinforcement 55
Information obtained from 27 French Consulting and Con-
tracting Engineers 55
Information obtained from n French Steel Companies 56
Summary of the reasons for the use of soft or medium Steel
in France 56
List of 27 French Consulting and Contracting Engineers,
with addresses 56
List of the ii French Steel Companies, with addresses 58
GERMANY.
Government Regulations of May 24th, 1907, now in force ... 59
Comparison of the three principal current German Specifi-
cations for structural Steel, now in force 60
Information obtained from G. Kersten and H. Haberstroh
as to the Steel used in Germany 61
Summary of 14 Replies to letters addressed to prominent
German Constructors in Reinforced Concrete 62
List of the 14 German Constructors, with addresses 62
AUSTRIA.
Government Specifications of Nov. I5th, 1907, now in force 63
Information obtained from six leading Contracting Engi-
neers of Austria, as to metal used by them 64
HUNGARY.
Specifications of the Hungarian Society of Engineers and
Architects, now the only recognized authority 65
Information obtained from eight leading Consulting and
Contracting Engineers of Budapest as to Metal used in
Hungary 65
yiii TABLE: OF CONTENTS
PAGE
SWITZERLAND.
Specification of the Swiss Engineering and Architectural
Society of August, 1903, now in force 67
Information obtained from four leading Swiss Consulting
and Contracting Engineers, as to Metal used in Switz-
erland c 68
ITALY.
Specification of the Italian Association for the Study of
Materials of Construction of May 3rd, 1905, now in
force 69
Information obtained from ten leading Italian Consulting
and Contracting Engineers as to Metal used in Italy... 70
CEMENT USED IN REINFORCED CONCRETE. THE CHIEF
REQUIREMENTS OF FOREIGN CEMENT SPECIFI-
CATIONS COMPARED.
Introduction 71, 148
England 71, 148
France 72, 149
Germany 73, 149
Austria 74, 149
Switzerland 74, 149
Russia 74, 149
International , 74, 149
Quotations from the Cement Specifications classified under
the following Headings. (See Appendix No. 2, pp. 148-
181.) .: 74
1. Fineness 150
2. Chemical Composition 152
3. Specific Gravity 154
4. Weight 155
5. Soundness or Constancy of Volume 156
6. Distortion in Cold and Hot Water 158
7. Setting Time 159
8. Mode of Gauging 165
9. Neat Test (Tensile Strength) 169
10. Sand Test (Tensile Strength 173
11. Compressive Strength 178
12. Blowing Test 180
13. Coolness 181
TABLE OF CONTENTS ix
CONCRETE USED IN REINFORCED CONCRETE. THE CHIEF
REQUIREMENTS OF FOREIGN CONCRETE SPECIFI-
CATIONS COMPARED.
PAGB
Introduction 76
Headings under which the Concrete Specifications of Eng-
land, France, Germany, Austria and Switzerland are
discussed 76
1. Sand ' 77
2. Aggregates 77
3- Water 79
4. Proportions of the Ingredients 80
5. Mixing 83
6. Placing 84
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS AND
RECOMMENDATIONS COMPARED UNDER THE CHIEF
SPECIFIED REQUIREMENTS.
Introduction 86
England 86
France 86
Germany 87
Austria 87
Switzerland 87
International 87
Headings under which the Reinforced Concrete Specifica-
tions of the above Countries are classified for compari-
son 88
1. Erection 88, 91
2. Precautions Against Fire 88, 94
3. Water Proofing 89, 95
4. Surface Finish , .- 89, 96
5. False Work 90, 97
6. Striking Centers 90, 98
7. Testing 90, 99
8. Loading 91, 101
9. Bending Moments 91, 103
10. Allowable Working Stresses 91, 105
11. Rules for Calculation 91, 108
12. General Regulations 91, 1 10
X TABLE OF CONTENTS
LISTS AND DESCRIPTION OF FOREIGN GOVERNMENT AND
PRIVATE TESTING STATIONS, CONGRESSES, TECH-
NICAL INSTITUTIONS, ASSOCIATIONS, AND COMMIT-
TEES, WHO HAVE ENDORSED REINFORCED CON-
CRETE AS A MATERIAL OF CONSTRUCTION OR WHO
HAVE ADOPTED RESOLUTIONS, SPECIFICATIONS, OR
RULES RELATING THERETO.
, PAGE
Introduction 112
International Commissions 1 13> *82
English Committees and Official Departments 113, 189
French Commissions and Testing Laboratories 114, 207
German Associations, Government and Private Testing
Stations 1 14, 210
Austrian Associations and Government Testing Stations. . 115, 218
Swiss Societies and Federal Testing Stations 115, 219
Societies, Laboratories and Testing Stations oi Hungary,
Italy, Spain, Holland and Denmark 1 16, 219
' Description of each oi the above Bodies with Officers or
Addresses and an Outline of the work accomplished.
(See Appendix No. 3.) 182-220
BIBLIOGRAPHY ON REINFORCED CONCRETE, CONCRETE
AND CEMENT.
Introduction 117
(See Appendix No. 4.)
1. Books printed in England and United States, arranged
alphabetically by Authors with Titles, Date and Price.. 221
2. Books printed in France, arranged alphabetically by
Authors with Titles, Date and Price 228
3. Books printed in Germany, Austria and Switzerland,
arranged alphabetically by Authors with Titles, Date,
and Price 234
4. Journals and Periodicals devoted entirely or prominently
to these three subjects including in each case, Name of
Journal, Address and Annual Subscription 242
(a) International 242
(&) England 242
(c) United States 243
(rf) France 245
(*) Germany and Austria 248
(/) Switzerland 252
(g) Holland and Denmark 252
(A) Italy and Spain 252
OF THE
UNIVERSITY
OF
APPLICATIONS OF REINFORCED CONCRETE IN GREAT
BRITAIN AND ON THE CONTINENT.
Aqueducts
Armor plate
Barges
Baths
Bath houses
Beams
Bins
Blocks
Boats
Breakwaters
Bridges
Buildings
Bunkers (coal)
Cables (supports
for electric)
Caissons
Chimneys
Churches
Conduits
Columns
Culverts
Dams
Deckings
Docks
Domes
Dykes
Engine houses
Factories
Filters
Floors
Fly wheels
Foot bridges
Foundations
Foundries
Gas holders
Green houses
Groynes
Hoppers
Hydraulic constr.
Jetties
Jetties (coal)
Lighthouses
Machine shops
Mains (water)
Masts (wireless
tel.)
Mine timbers
Motor tracks
Ore bins
Panels
Paths
Pavements
Piers
Piles
Pillars
Pipes
Plates
Poles (telegraph)
Poles (electric)
Posts (fence)
Pontoons
Power houses
Quays
Railway sleepers
Reservoirs
Retaining walls
Roofs
Safes
Sea defences
Sea walls
Sewers
Shingles ( for roofs)
Silos
Stables
Stadium
Stairways
Stores
Tanks
Theatres
Towers
Tunnels
Vats
Viaducts
Walls
Warehouses
Weirs
Wharves
ECONOMIES OF REINFORCED CONCRETE CONSTRUCTION.
FOREIGN OPINIONS AS TO THE ACTUAL SAVING IN COST OF
ERECTION.
In compliance with the request to include in this Report
information as to the cost of erection in reinforced concrete
in comparison with other materials including steel, the
writer submits the following as the result of his many
interviews with leading authorities in England, France,
Belgium, Holland, Germany, Austria, Hungary, Switzer-
land and Italy.
No exception was found to the opinion that in most cases
the cost of erection in reinforced concrete was less than in
any other material including steel, and in some classes of
civil engineering work, and in the erection of factories,
the saving was admitted to be phenominal.
As to actual percentage savings, statements varied from 10
to 30 per cent, and in one case 50 per cent.
One instance was cited of a warehouse which had been entire-
ly constructed of reinforced concrete at a cost of not more
than that of the steel alone. which would have been re-
quired, if erected as a steel structure.
The best impartial opinion obtained, was from the Chief
Commissioner of Works, who stated that he had reported
to the British Parliament that, by employing reinforced
concrete in lieu of ordinary materials, a saving of 20 per
cent, had been effected in his Department's.
FOREIGN OPINIONS AS TO THE ECONOMIC FACTORS, BESIDES
THE FIRST COST.
There are other factors, however, which should enter into
any calculation of the Economy: in this form of Construc-
tion, which, even when the original capital outlay for erec-
tion is not less, which is seldom the case, proves that rein-
forced concrete is ultimately by far the most economical.
From the information collected, the writer summarizes these
factors as follows:
i. Its superior Fire-resisting qualities. This should be
ECONOMIES OF REINFORCED CONCRETE CONSTRUCTION 3
looked upon as a large factor in the erection of Mills,
Factories, Power Stations, etc., because the loss of the orig-
inal investment by the burning of such a Building, is
not nearly as great as the loss due to the cessation of
manufacturing operations during the interval before the
Building can be replaced.
2. Greater Rapidity of Construction.
3. Increase in some cases of the Interior Floor Space due
to thinner walls and partitions.
4. Decrease in cost of Maintenance due to its being practi-
cally indestructible, especially when compared with struc-
tures of wood or steel.
5. The monolithic nature of Reinforced Concrete Structures-
makes them less liable to shock and vibration.
6. Decreased rate of insurance, due to its superior fire re-
sisting qualities.
The recent Improvements in the Finish and Exterior Deco-
ration, including Coloring, which have been made in
reinforced concrete construction are leading to its increased
adoption abroad by Architects who have heretofore hesi-
tated to use it, although fully convinced of its economy.
ENDURANCE OF FOREIGN REINFORCED CONCRETE
CONSTRUCTION.
The Writer was requested to report upon the Endurance of
Foreign Reinforced Concrete Construction and after a study of
the data collected, has subdivided this question under the follow-
ing headings :
1. RESISTANCE TO ATMOSPHERIC CHANGES.
Explanation of the cases where deterioration has occurred.
Proof of durability.
2. RESISTANCE TO FIRE.
The terms "Fire-proof" and "Fire-resisting" defined.
Standards of fire resistance.
Foreign Fire-test Committees.
Degree of fire-resistance dependent upon the aggregates of
the Concrete.
Reinforcing metal must be covered with two inches of Con-
crete.
Coefficient of expansion of concrete and steel.
Good reinforced concrete is the most practical form of fire-
resisting construction.
Recommendations of the International Fire Service Congress,
Milan, 1906.
Rules on fire-resistance of the Joint Committee on Reinforced
Concrete, adopted b\ the Royal Inst. of British Architects,
May, 1907.
3. RESISTANCE TO SEA WATER.
Proved by the recent adoption of Reinforced Concrete for
"Sea Defences" in Holland.
Early failures due to "Voids" in the Aggregate.
4. RESISTANCE TO ABRASION.
Proved by the increasing use Abroad, of Reinforced Concrete
for piers and bridge abutments exposed to the abrasion
of running water and to tidal waters.
5. RESISTANCE TO VIBRATION.
Proved by the general adoption of Reinforced Concrete
ENDURANCE OF FOREIGN REINFORCED CONCRETE 5
Abroad, for machine shops, power-houses, etc., including
even the beams carrying the shafting.
6. RESISTANCE TO SHOCK.
Proved by a test made by the Paris and Orleans Railway
Co. ; by the resistance of foreign reinforced concrete Piles
to deep driving and of Dykes to the beating of heavy
waves.
7. RESISTANCE TO EARTHQUAKES.
Proved by the resistance to the Earthquakes of Jamaica and
San Francisco, of reinforced concrete structures.
8. RESISTANCE OF EMBEDDED STEEL TO CORROSION.
Proved by quoting important authentic instances Abroad,
where iron or steel, embedded in concrete for hundreds
of years, has shown no evidences of rust, and more recent
foreign experiments and experiences also proving that
properly made concrete is the best known protector of
unpainted steel against corrosion.
9. CAUSES OF THE ACCIDENTS AND FAILURES IN REINFORCED
CONCRETE CONSTRUCTION.
The collapses occurring in the United States during 1905-
1907.
The most important European failures.
Conclusions drawn from a study of foreign failures.
(1) Number of failures Abroad are comparatively verv
few.
(2) Failures Abroad have almost always occurred during
construction.
(3) Xo failures Abroad could be traced to lack of dura-
bility or inherent weakness in reinforced concrete con-
struction.
(4) Defective designs have caused a number of early for-
eign failures, but defective designs in all-steel structures
have caused failures — (Quebec Bridge).
(5) The use of unsuitable materials (which are itemized)
has caused some foreign failures.
(6} Some early foreign failures have been due to careless
6 REINFORCED CONCRETE IN EUROPE
or inexperienced workmanship, even where the design
was good. (The usual mistakes are itemized).
(7) Applying "Test Loads" or using floors up to "Max-
imum Allowable Load," before the concrete has had time
to harden, has caused some failures Abroad. Foreign
Practice now requires a lapse of 2^2 to 3 months.
(8) That reinforced concrete gives long prior notice of the
approach of failure, is proved by citing certain foreign
tests.
(9) Conclusions showing that Abroad, the present enforce-
ment of good Building Laws, the wide publicity of the
theories and principals involved, and the rules governing
the materials used, will reduce to a minimum, future
failures Abroad in reinforced concrete construction.
I. Resistance to Atmospheric Changes.
Its rapidly increasing adoption, in all parts of the world, is
proof that Reinforced Concrete construction resists a wide vari-
ation in temperature and climatic conditions, if expansion joints
are provided for in the design and if the Concrete is made of
proper materials.
One instance of deterioration, due to poor materials, is that
of the failure of some open cattle sheds in Egypt located at Mex
about 65 feet from the Sea, and where they were exposed to
climatic extremes. Through the use of a local non-silicious
limestone in the mixture, the reinforced Concrete roofs soon
became neither air-tight nor water-tight.
Proof is given, when discussing the resistance to corrosion
afforded to the reinforcement by a good Concrete, that it affords
perfect protection against rusting; hence what is true of the re-
sistance of plain Concrete to atmospheric changes, is equally true
in reference to reinforced Concrete.
The present confidence in Concrete (a material largely em-
ployed by the Romans for Buildings still existing) is evidenced
Jby the vast number of great Engineering Works, in England and
on the Continent, such as Reservoirs, Dams, etc., requiring un-
• questionable durability and for which Concrete has of late years
"been chosen in preference to rock or Masonry — a proof of the
^we^ recognized resistance of Concrete to atmospheric changes.
ENDURANCE OF FOREIGN REINFORCED CONCRETE 7
2. Resistance to Fire.
Before quoting foreign opinions as to the resistance of rein-
forced concrete to fire, attention should be drawn to the misuse
of the term "fire-proof and to the following Universal Standards
of Fire-resistance adopted at the International Fire Prevention
Congress, London, 1903.
The following were the Congress Resolutions referring to
the subject :
Re the term "Fire-proof."
The Congress having given their consideration to the constant
misuse of the term "fire-proof," and its indiscriminate and un-
suitable application to many building materials and systems in
use, have come to the conclusion that the avoidance of this
term in the general business and technical vocabulary is essential.
Re the term "Fire-resisting."
The Congress considers the term "Fire-resisting" more applica-
ble for general use, and that it more correctly describes the
varying qualities of the different materials and systems of con-
struction intended to resist the effect of fire for shorter or longer
periods, at high or low temperatures, as the case may be ; and it
advocates the general adoption of this term in the place of the
term "fire-proof."
Re Standards of Fire-resistance.
The Congress confirms the British Fire Prevention Committee's
proposed standards of fire-resistance, and hereby resolves that
the universal standards of fire-resistance shall in future be :
1. Temporary protection;
2. Parti al protection ;
3. Full protection;
in accordance with the Committee's schedule.
Abroad the only independent tests undertaken to show the
fire-resistance of materials of construction are those conducted
by the British Fire Prevention Committee, No. 1 Waterloo Place,
Pall Mall, London, S. W., and those of the Testing Station at the
Royal Technical High School at Gross-Lichterfelde-West near
Berlin.
From the official fire-tests conducted by these two Independent
8 REINFORCED CONCRETE; IN EUROPE
Stations, as well as from actual fires (notably the Baltimore Con-
flagration), it has been proven that Concrete is eminently satis-
factory wherever suitable aggregates were used.
The degree of the fire-resistance of Concrete is however
dependent upon its ' aggregates, but where "full protection" to
fire is essential, official tests have shown that a concrete can bt
readily furnished meeting the Standard requirements.
To reinforce such a concrete with steel does not lessen its
fire-resistance, provided the steel is sufficiently embedded. Tests
and Expedience have established the rule Abroad, that the
reinforcing bars or wire must be protected by at least two irches
of concrete.
The non-conductivity of the concrete thus insures protection
to the steel.
The effect of fire or water-quenching on unprotected or partly
embedded structural steel is too well known to be commented
upon, as is also the loss in the strength of the steel under high
temperature.
Concrete and steel have practically the same coefficient of
expansion and hence will be similarly affected by like changes
of temperature. The actual figures for each degree Fahrenheit
are .0000055 and .0000066 respectively.
The concensus of foreign opinion is well expressed in the fol-
lowing quotation.
"If reinforced concrete is really well designed and carefully exe-
cuted from a fire point of view, with a suitable specification of the
aggregate, the aggregate size, the thickness of the covering to the
steel, and the nature of the finely-ground Portland Cement, no more
practical form of fire-resisting construction could be desired than
that of reinforced concrete. But great care is necessary both in the
correct specification and the execution of the work."
The importance of care, in every particular when "full-protec-
tion" against fire is desired, is brought out by the two following
quotations :
INTERNATIONAL FIRE SERVICE CONGRESS, MILAN, 1906.
"That the Congress considers that no reinforced concrete con-
struction should be permissible in buildings intended to be fire-re-
sisting, unless the aggregate be most carefully selected and applied
in such a manner as to give substantial protection to all metal parts.
That it is advisable where reinforced concrete is intended to be
ENDURANCE OF FOREIGN REINFORCED CONCRETE 9
fire-resisting, that every portion of the metal rods or bars contained
therein be covered by not less than two inches of concrete, the aggre-
gate of which must be able to pass through a sieve having a mesh of
not more than one inch diameter, and that Portland cement of
great fineness only be used.
That where feasible all external angles should be rounded.
That any angle iron needed for mechanical protection should be
held in position independently of the concrete."
REPORT OF THE JOINT COMMITTEE ON REINFORCED CONCRETE,
1907.
"3. Fire-resistance. — (a) Floors, walls, and other constructions
in steel and concrete formed of incombustible materials prevent the
spread of fire in varying degrees according to the composition of
the concrete, the thickness of the parts, and the amount of cover
given to the metal, (b) Experiment and actual experience cf fires
show that concrete in which limestone is used for the aggregate is
disintegrated, crumbles and loses coherence when subjected ix> very
fierce fires, and that concretes of gravel or sandstones also suffer,
but in a rather less degree.* The metal reinforcement in such
cases generally retains the mass in position, but the strength of the
part is so much diminished that it must be renewed. Concrete in
which coke-breeze, cinders, or slag forms the aggregate is only
superficially injured, does not lose its strength, and in general may
be repaired. Concrete of broken brick suffers more than cinder
concrete and less than gravel or stone concrete.
(c) The material to be used in any given case should be governed
by the amount of fire-resistance required as well as* by the cheap-
ness of, or the facility of procuring, the aggregate.
(d) Rigidly attached web members, loose stirrups, bent-up rods,
or similar means of connecting the metal in the lower or tension
sides of beams or floor slabs (which sides suffer most injury in
case of fire) with the upper or compression sides of beams or slabs
not usually injured, are very desirable.
(e) For main beams a covering of il/2 inches to 2 inches of con-
crete over the metal reinforcement appears from experience in actual
fires to afford ample protection to the structural parts. In floor
slabs the cover required may be reduced to I inch. All angles
should be rounded or splayed to prevent spalling off under heat.
(f) More perfect protection to the structure is required under
very high temperature, and in the most severe conditions it is de-
sirable to cover the concrete structure with fire-resisting plastering
which may be easily renewed. Columns may be covered with coke-
breeze concrete, terra-cotta, or other fire-resisting facing."
* The smaller the aggregate the less the injury.
IO REINFORCED CONCRETE IN EUROPE
3. Resistance to Sea Water.
Reinforced Concrete which has been used in several Countries
for Sea Defences, has, of late, after a thorough investigation,
been largely adopted in Holland for this purpose, — a proof that
it is the best material available. The constructions in Holland
include Dyke-Walls; Protection of the Slopes of Dykes; Pro-
tection of the Slopes of "Sand Dunes;" Piers and Breakwaters;
and Foundations.
In England large Coal-Jetties, Wharves, Piers and Break-
waters have been built of reinforced concrete in preference to
other materials.
Most of the early foreign failures of Concrete for Sea-Walls,
Breakwaters, Jetties and like structures were due to the voids in
the aggregate, or else to its not having been properly rammed.
Some failures however cannot be thus explained and while
foreign engineers agree that it is evidently the best material at
hand, earnest efforts are being made to discover the true action
of sea-water on Portland Cement, Mortar and Concrete so as to
make the material uniformly more resisting. In France, this
subject has been studied by Feret, Michaelis, Candlot and Deval,
and in Germany, by the German Portland Cement Manufacturers'
Association.
4. Resistance to Abrasion.
The daily increasing use, by Foreign Engineers, of reinforced
Concrete for bridges, the piers and abutments of which are
exposed to abrasion by running waters, and its use in Sea De-
fences exposed to the abrasive action of tidal waters, are evi-
dences of the satisfactory resistance of reinforced concrete to
abrasion, in comparison with stone masonry and other available
materials.
5. Resistance to Vibration.
That reinforced Concrete can withstand vibration is evidenced
by the fact that it has been used Abroad for a large number of
Machine Shops, Factories, Engine and Power Houses, because it
has become generally recognized that, owing to the monolithic
character of the 'structure, no detrimental vibration occurs. The
reinforced concrete Posts ?nd Beams of Machine Shops are used
ENDURANCE OF FOREIGN REINFORCED CONCRETE) II
to carry the Shafting, in the same manner as Steel Stanchions and
Girders.
6. Resistance to Shock.
The Engineers of the Paris and Orleans Railway Company
made the following Test of the Resistance to Shock of a Floor
made of Steel Beams with brick arches and of a Floor of rein-
forced Concrete, weighing only 60 per cent, per square foot of
that of the other Floor.
A given Weight was dropped a certain height on the Steel and
Brick-arched Floor and the amplitude and 'time of vibration was
noted.
Another weight twice as heavy was dropped from a height
twice as great on to the Reinforced Concrete Floor, and the
amplitude of vibration was only one-fifth as much, and the vibra-
tion lasted only one-third a^ long as in the case of the Steel and
Brick-arched Floor.
The fact that Reinforced Concrete Piles are driven without
injury is a positive evidence of its ability to withstand shod: as
is also the success Abroad with which reinforced Concrete Dykes
for Shore Protection have withstood the beating of heavy waves.
7. Resistance to Earthquakes.
At the Leland Stanford University at Palo Alto near San
Francisco there was a Museum Building consisting of three
wings, the central one of reinforced concrete, and the two side
wings of brickwork, with reinforced concrete floor systems.
The building was not far from the line of the fault which
caused the earthquake and it received a very severe shaking.
Capt. Sewell, Corps of Engineers, U. S. Army, stated that
externally, the reinforced concrete wing appeared to be absolutely
uninjured, except that some statues were shaken down from the
front parapet wall, whereas the two brick wings were practically
in a state of collapse.
An examination of the interior showed that some damage had
been done in the reinforced concrete wing, in the shape of a
few cracks here and there but he estimated that one thousand
dollars would cover all the damage to this wing, whereas the two
brick wings were damaged at least from 50 to 75 per cent.
12 REINFORCED CONCRETE IN EUROPE
The report of the Amer. Soc. of Civil Engineers on the San
Francisco Disaster points most emphatically to the advantages of
concrete and reinforced concrete under earthquake shock, not
only for Buildings but in civil engineering work.
At Kingston, Jamaica, the concrete and reinforced concrete
residence of Mr. Alfred Mitchell is reported to have withstood
their earthquake shock. It is stated that although water in the
baths and tanks was splashed over the sides of these receptacles
by the shock, indicating the severity of the vibration, and the
rooms containing such baths and tanks were, in fact, partly flood-
ed, not a single crack or fissure was to be found in the concrete
and reinforced concrete portions of the building.
8. Resistance of the Embedded Steel to Corrosion.
This subject could be truthfully dismissed with the statement
that the metal is so perfectly protected, that rusting is not a
factor in the endurance of proper reinforced concrete construc-
tion, so that none of the care and cost of maintenance required
to prevent oxidation in a steel structure are necessary.
Some evidence supporting such a positive assertion should
however be quoted, but out of many proofs it is thought that the
following quotations of foreign experience and opinions will
be sufficient:
THE SECRETARY OF THE ROYAL INST. OF BRITISH ARCHITECTS
in a letter, written Dec. 9, 1907, in answer to a Parliamentary
inquiry and speaking for their Committee on Reinforced
Concrete, gave this very positive testimony:
"It is sometimes thought that the metal may perish, but all ex-
perience shows that concrete is the best preservative for iron or
steel known to us. A bar of iron or steel slightly rusty emrjedded
in properly made concrete may be taken out after some months, or
after hundreds of years, brighter than when it was put in. Perhaps
I may quote an instance — the experience of Mr. Somers Clarke,
late Surveyor to St. Paul's Cathedral, who, being anxious as to
the condition of the great chain tie which binds the dome at its
base, caused an opening to be made in the concrete in which it has
been embedded for over two hundred years, and found the iron
bright and perfect notwithstanding the fears which had naturally
been felt because of the percolation of water from the gallery over
it. This is but one of many examples, showing not only that metal
ENDURANCE OF FOREIGN REINFORCED CONCRETE 13
reinforcements and concrete have been used by architects for many
years back, but that their confidence in the durability of concrete
and metal in combination is justified.
The many instances of the anchor chains of suspension bridges
being embedded in concrete as a provision against their deterioration
through the action of moisture, may also be cited as showing the
reliance placed on concrete by engineers for the protection of steel
from corrosion."
MARSH AND DUNN'S REINFORCED CONCRETE, 1906, PAGE 6.
"It is undoubted that in reinforced concrete the skeleton is per-
fectly protected against rusting. It must be remembered, however,
that for this form of construction the best material must be used,
and the concrete properly and thoroughly mixed, and well worked
and rammed around the reinforcement, so as to be free from oracks
and voids.
Sometimes where the larger diameter rods, etc., are used, the
iron is brushed over with a cream of neat cement before being
embedded to ensure the thoroughness of the protecting coat, but
when small sections are used and the concrete is rammed thoroughly
around the skeleton with iron rammers, so that it is of very close
and impermeable nature, this precaution is omitted.
That reinforced concrete requires special care is a fact admitted
by all, but the same applies more or less to all forms of construction,
and this special care is well compensated for by the durability ob-
tained. There appears to be a chemical action between the cement
and the iron, forming a coat of silicate of iron on the reinforce-
ment, which not only protects it from oxidation, but also removes
any rust that may be on it when placed in the concrete, and gives a
greater adhesion between the two materials. The coating protects
the reinforcement against oxidation, even when there is z slight
passage of water through the concrete.
It is not to be denied that steel and iron embedded in concrete
have in some few cases been known to have become rusted, but in
such cases it will always be found that the concrete is of a porous
nature, and that it has not been well rammed around the iron, and
consequently the protective coating has in places not been formed.
Even with porous concrete of furnace ashes, if this layer is ob-
tained, the metal will remain perfectly protected though the con-
crete is exposed to continuous moisture.
\\ hen steel and iron ai e employed alone, however well they may
be maintained, there arc. always places where moisture lodges,
causing oxidation, and the extra care required in the maintenance
of a steel or iron structure very greatly exceeds that for the proper
initial protection of the metal in a structure of reinforced concrete.
Many instances might be cited proving the thorough protection of
metal embedded in concrete. Perhaps the most remarkable is the
14 REINFORCED CONCRETE IN EUROPE
case mentioned by Herr von Emperger, of the discovery of rods
embedded in concrete under water for four hundred years coming
out free from rust. An interesting experiment was conducted by
Mr. E. Ransome of New York to test the preservation of metal
when embedded in concrete. He partly embedded some hoop iron in
concrete blocks which were left exposed to sea air for many years.
When the exposed iron had rusted completely away, the blocks
were cut open and the embedded metal was found to be entirely
free from rust.
The experiments carried out by M. Breuillie at La Chainette and
described in the Annales des Fonts et Chaussees are extremely in-
teresting, proving conclusively the protection of metal whon em-
bedded in concrete. Description of these tests was published in the
Engineering Record, September 20, 1902."
J. HANNY THOMPSON.
In the discussion at the Engineering Conference of the Inst.
of Civil Engineers, London, June, 1907, he quoted the
following important experiments.
"My experience in reinforced concrete work has been principally
in connection with wharves and jetties.
With regard to the rusting of the rods, I have taken up several
heads of piles which have been cut off, after having been subjected
to very heavy driving and which had been left in the water about
three years, and on stripping the concrete the steel was found to be
perfectly blue.
One experiment I made was to test the effect on steel-work that
had been put into concrete bracings just above low water. I made
two blocks of concrete about 5 feet long, and I put into the con-
crete two rods similar to those that had been used in the con-
struction, just as they came from the works, and two very rusty
bolts which had been corroded very much indeed, and very much
pitted, just as bad as I could find them. One of these blocks I
had made in the dry, and after it was set it was put under water.
The other block I made just above low water level, and as soon as
ever the concrete was put into the mould the tide came over the
block.
I allowed these blocks to remain in the water about three years
and took them up last week. As to the one that was made in the
dry, the new steel rods were quite blue, and from the very rusty
rods I found that the rust had gone entirely, leaving the bars free
from rust. The block that was made at low water level, and over
which the water was allowed to flow at once, when broken up I
i}1>. found exactly the same thing there.
One very interesting point with regard to this is, that I found
the concrete was damp right through. There did not appear to
ENDURANCE OF FOREIGN REINFORCED CONCRETE 1 5
be any sign of honeycombing at all, but the concrete itself was
damp. But notwithstanding that, the whole of the steel was quite
free from rust in every way."
CHARLES SCOTT MEIK
In the course of this same important discussion in June,
1907, stated:
"My experience, as far as it extends, proves that the deterioration
of the steel in concrete, provided the latter is properly made, is a
negligible quantity.
A pile-end which has been in the sea for 8 years at Southampton,
was lately on view at Paddington Station. The exposed steel work
on this specimen was much corroded, whereas the bars in the
body of the concrete, on being cut open, were found to be quite
free from any rust and as fresh as the day they were put into the
pile."
EXPERIMENTS AT THE NATIONAL PHYSICAL LABORATORY,
ENGLAND.
At the request of Sir John Brunner, some tests were un-
dertaken "On the Effect Produced on Samples of Mild
Steel Embedded in Concrete," and the following is the
official report of these experiments : —
"A strong wooden box was made and divided into five partitions,
each partition being 12 in. long, 7^ in. wide, and 7^ in. deep.
Specimens of mild steel of the following dimensions were prepared:
(i) One inch diameter 8 in. long, turned all over. (2) Eight inch
lengths cut from a il/2 in .by 1^/2 in. bar with the scale left on. The
partitions were half filled with good Portland cement concrete and
a specimen of each kind laid on the top, and the partitions were then
filled up. This was done on December 21, 1906. The blocks were
covered with water several times a week for a year, and for three
months afterwards were left in the open, subject to the weather. On
April 20, 1908, one of the blocks was removed from the box and
broken up, and the specimens removed. On examining the speci-
mens carefully no trace of any action by the cement could be
detected. The turned specimen was practically as bright as when
it was put in, and the scale on the rough specimen was undisturbed.
To test the possibility of any slight action, the surface of the turned
specimen was polished and etched and examined under the micro-
scope side by side with a specimen of the same material cut from
the centre of the bar. No difference in the micro-structure of the
two specimens could be detected and the conclusion is that in 16
months no action has taken place between the metal and the con-
crete. It is proposed to immerse one of the ramming blocks in the
"1 6 REINFORCED CONCRETE IN EUROPE
comparatively warm water of the cooling pond for six months and
then to examine the specimens."
WATER PIPES AT GRENOBLE, FRANCE, AFTER 15 YEARS' SERVICE.
A reinforced concrete water main, on the Monier System,
at Grenoble, France, 12 in. diameter, i-6/io in. thick, con-
taining steel framework of *4 and 1/16 in. steel rods, was
taken up after 15 years' use in damp ground.
One of the conclusions of the Official Inquiry is as follows : —
"There existed no trace of oxidation from the metal. The bind-
ing-in wire which connected the longitudinal rods was absolutely
free from oxidation."
CONCLUSION.
As stated above, these six quotations give ample evidence
that foreign experience, covering many years, shows that
concrete is the best known preservative for iron and steel.
9. Causes of the Accidents and Failures in Reinforced
Concrete Construction.
UNITED STATES.
'There are some parties whose interests lie with the manufac-
ture of standard structural steel shapes, who are in-
clined to look upon reinforced concrete construction as a
dangerous menace to the future consumption of standard
steel shapes for buildings, bridges, etc.
These parties have taken a certain amount of comfort from
each failure or collapse of a reinforced concrete structure,
when reported by the technical press, or daily newspapers.
Among the collapses which have occurred during the past
two years during the erection of reinforced concrete struc-
tures in the United States, may be mentioned the two
upper floors of a five storied building at No. 58 East
I02nd. Street, New York, Dec. 30, 1905, — Reed's Bathing-
Establishment, Atlantic City, March, 1906, — Bixby's Hotel,
Long Beach, California, Nov. 9, 1906, — Eastman's Kodak
Building, Rochester, N. Y., Nov. 21, 1906, — Bridgman
Bros.' three story building, Phila., Pa., July 9, 1907, and
several chimneys, on the failures of which, S. E. Thomp-
son has recently addressed a Report to the Association of
American Portland Cement Manufacturers.
ENDURANCE OF FOREIGN REINFORCED CONCRETE 17
FOREIGN COUNTRIES.
Although errors in design have caused some failures on the
continent, notably, in 1900 the foot bridge over the Ave.
de Suffren at the Paris Exhibition; in 1901 a restaurant
and hotel at Basel, Switzerland ; in 1905 the roof of the
Madrid reservoir ; in 1906 a store at Berne in Switzerland ;
and in 1908 a building in Milan ; — the failures due to the
use of unsuitable materials and to ignorant or dishonest
workmanship are less frequent on the continent than in
America, because the Government rules and the city build -
. ing laws governing the approval of designs and the erection
of buildings, bridges, etc., are rigidly enforced, and thus
prevent the erection of reinforced concrete structures by
incompetent and unscrupulous contractors, whose work
has caused the collapse of a number of buildings in the
United States. This is particularly true in Prussia, Aus-
tria, Hungary, and France.
In Great Britain, failures are now much less frequent than
five years and more ago, because this form of construc-
tion is now mainly intrusted to reliable firms.
The writer's study of the facts in connection with each of
the failures Abroad in reinforced concrete construction,
of which he could find any record, has led him to the
following conclusions : —
1. The number of failures Abroad has been very few, in
comparison with the multitude and variety of structures
in reinforced concrete which have been erected in Great
Britain and in all the continental countries since about
1870, when this form of construction was begun in a prac-
tical way in France.
2. The failures almost invariably occurred during construc-
tion.
3. No accident or failure, has been traced to any lack of
durability or inherent weakness in reinforced concrete con-
struction, on the contrary, it has been definitely proved that
the strength of concrete increases with age, up to three
years at least.
IS REINFORCED CONCRETE IN EUROPE
4. Defective designs* have caused a number of failures
Abroad; the usual errors are insufficient provision against
shear, and insufficient dimensions in the design. Igno-
rance of the theories and principles involved is not an
argument against this latest form of construction.
Similar mistakes in the design of buildings or bridges built
entirely of steel have also led to failure, — witness the fol-
lowing quotations, from the Report of the Royal Commis-
sion of Inquiry on the collapse of the Quebec steel bridge
occurring on August 29, 1907.
"(a) The collapse of the Quebec Bridge resulted from the
failure of the lower chords in the arch or arm near the
main pier. The failure of these chords was due to
their defective design.
(e) The failure cannot be attributed directly to any cause
other than errors of judgment on the part of these
two engineers (P. L. Szlapka of the Phoenix Bridge
Co., and Theodore Cooper, Consulting Engineer).
(/) The work done by the Phoenix Bridge Co. was good,
and the steel used was of good quality. The serious
defects, were fundamental errors in design."
5. The use of unsuitable materials has been the cause of
some failures Abroad in reinforced concrete construction.
The danger of using inferior qualities of cement is now
so thoroughly appreciated Abroad, that the recommended
specifications in England and the Government rules of the
continental countries, all prescribe that only Portland ce-
ment, meeting their standard specifications, shall be used
in reinforced concrete construction.
The quality of the aggregates, including sand, and broken
stone, and in some cases sand with ashes, or sand with
coke breeze are of equal importance because a weak ag-
gregate will make a weak concrete, and the strength of
such a concrete can not be increased by increasing the
proportion of the Portland cement.
* Under this head, the writer includes the error in adopting, under some circum-
stances, for important reinforced Columns, a special form of Bar obviously designed
especially for beams, floors, and other horizontal constructions, instead of choosing
another " System" particularly adapted to Column reinforcement.
ENDURANCE OF FOREIGN REINFORCED CONCRETE IQ
The ingredients of the concrete must also be of a uniform
quality as otherwise the concrete will be of different
strengths, in different parts of the structure.
The only failures traced to the metal reinforcement, were
cases of careless welding at critical points.
The use of sea water or water containing ingredients which
act chemically upon the cement or the aggregates, has
caused -subsequent disintegration of the concrete. All
current foreign specifications now emphasize that only
clean water, free from such chemical agents must be
used.
An inferior quality of timber may, by twisting or shaking
disturb the concrete while setting and thus damage the
structure to such an extent as to cause subsequent failure.
6. Careless or inexperienced workmanship, even when the
design was good and the best materials were used has
caused some early failures Abroad.
Under this heading the usual mistakes have been:
(a) Incorrect proportions, or the failure to maintain
the correct proportions of the ingredients of the con-
crete, including the water.
(b) The insufficient mixing of the ingredients.
(c) Careless "punning" or ramming, thereby leaving voids
in the concrete, and failing to make the concrete slush
against the steel, and adhere at every point.
(d) Displacement of the reinforcing bars by careless
ramming or puddling.
(e) Vibrations of the concrete while setting.
(/) Badly designed or constructed centering and false-
work, deficient in rigidity.
(g) The too early striking of the centres and falsework,
that is, before the concrete had properly set.
7. Failures have occurred by overstraining and weakening
a properly designed and erected reinforced concrete con-
struction, either by applying the test load for acceptance,
before the concrete has had time to thoroughly harden,
or by the too early use, of a floor for instance, up to the
maximum load for which it has been designed.
20 REINFORCED CONCRETE IN EUROPE
In England it is now considered that two and one-half to
three months should elapse before the test load is applied,
and which load naturally should not exceed the maxi-
mum calculated load.
It is manifestly unfair to this method of construction, to
subject it to tests before the concrete has completely
hardened and set.
8. Long prior notice of the approach of failure. A valu-
able property of reinforced concrete construction is that
a finished properly designed structure, if overstrained,
gives ample warning before giving way.
For example a reinforced concrete T-beam has been under
an endurance test at Calais in France, since 1898. The
beam was designed to carry a load of 4 tons. In Novem-
ber, 1898, it was loaded with 34 tons, or Sy2 times its
calculated load ; this overweight caused cracking in the
centre of the span, consisting of 4 fissures extending well
up into the upper portion of the beam. This overload
of 34 tons has since remained on the beam, which to
date, Sept., 1908, has not developed new cracks, or en-
larged the old ones, nor increased the deflection beyond
that produced when the beam was first overloaded.
The following series of tests on arches, carried out by the
Commission of the Society of Austrian Engineers and
Architects also prove that reinforced concrete fails only
gradually. The four arches which were constructed of
ashlar, brick, ordinary concrete and reinforced concrete
were each of 23 meters (75^2 feet) span. The excess of
load producing failure, in proportion to the load which
produced the first crack was as follows: —
For ashlar arches 30 per cent.
For brickwork arches 59 per cent.
For concrete arches 31 per cent.
For reinforced concrete arches 85 per cent.
9. Conclusions. The foregoing outline of the factors which
have caused failures in reinforced concrete construction
Abroad, shows that in no case can this economic form of
ENDURANCE OF FOREIGN REINFORCED CONCRETE 21
construction be blamed when, in all respects, properly
executed.
Within the last few years, the passing and rigid enforce-
ment of good building laws Abroad, has practically elimi-
nated the chief former element of danger in reinforced
concrete construction, namely, the incompetent and un-
scrupulous contractor, whose criminal negligence would
cause the failure or collapse of any form of construction.
Furthermore, in all foreign countries, the possible economies
in reinforced concrete construction are now so thoroughly
recognized that two influences a.re actively at work which
will eliminate the other possible causes of failure, defec-
tive design and unsuitable material.
The writer refers to the large number of foreign scientific
institutions and bodies, in some countries under the sup-
port of the Government, which are now devoting their
best energies to perfecting the theories and principles in-
volved, and to the publicity which is now being given to
the results of their studies both in periodic literature and in
.the recent books devoted entirely to this subject and to the
publication of excellent rules and specifications Dy the
trade.
Also to the increasing number of reliable foreign engineer-
ing firms, as well as companies controlling special "Sys-
tems," which has created a rivalry and commercial com-
petition, which now insures at low cost, the necessary
careful attention to materials and workmanship, and with-
,out which, failure is liable to occur, no matter how the-
oretically perfect the design may be. This eliminates
the former practice of obtaining the designs from some
specialist of high standing and then assigning the work
to the lowest bidder in open competition.
The use of proper materials Abroad is now assured by the
enforcement of the rules and specifications quoted in this
report, and which in most countries have the official sanc-
tion and support of the Government.
FOREIGN SYSTEMS OF REINFORCED CONCRETE
CONSTRUCTION.
Much time was occupied during the writer's personal visit to
England and each of the principal continental countries, in com-
plying with the request of the subscribers for full information
as to the systems of reinforced concrete construction used Abroad.
The following is a summary of the information collected and
which is reported on more in detail in the pages immediately
following.
INTRODUCTION INCLUDING:—
Definition of the term "System."
Non-patentability of reinforced concrete construction.
Discussion of the systems by countries in which they origin-
ated.
Alphabetical list of the 144 systems, with address of the
inventor or owner.
ENGLISH SYSTEMS.
Twenty-two (22) systems of English origin, and thirteen
(13) of foreign origin, are in use.
Forms of reinforcing bans used.
Alphabetical list of the twenty-two (22) English systems.
GERMAN SYSTEMS.
Fifty-four (54) systems of German origin.
Patents still valid for only 17 of these systems.
Valid German patents of systems not of German origin.
Forme of reinforcing bars used.
Alphabetical list of the fifty-four (54) German systems,
with those marked for which the German patents are still
valid.
German constructions not usually confined to one system.
FRENCH SYSTEMS.
Twenty-one (21) systems of French origin.
Only two systems use special forms of bars.
Alphabetical list of the twenty-one (21) French systems.
FOREIGN SYSTEMS OF REINFORCED CONCRETE 2£
AUSTRIAN SYSTEMS.
Six (6) systems of Austrian origin.
None use special shaped bars.
HUNGARIAN SYSTEMS.
Four (4) systems of Hungarian origin.
None use special shaped bars.
SWISS SYSTEMS.
Four (4) systems of Swiss origin.
None use special shaped bars.
ITALIAN SYSTEMS.
Six (6) systems claimed to be of Italian origin.
None use special shaped bars.
DUTCH SYSTEMS.
Two (2) systems have been developed in Holland.
Neither use special shaped bars.
OTHER CONTINENTAL COUNTRIES, SYSTEMS OF
Spain.
Norway.
Belgium.
Denmark.
Sweden.
Russia.
Portugal.
Balkan States.
SYSTEMS OF DOUBTFUL ORIGIN, BUT DOUBTLESS MOSTLY GER-
MAN OR FRENCH.
Only one out of twenty-three (23) uses a special shaped
bar.
Alphabetical list of twenty-three (23) systems.
FOREIGN AGENCIES OF AMERICAN SYSTEMS OF REINFORCED
CONSTRUCTION.
Foreign addresses of the six (6) American systems used
Abroad.
ALPHABETICAL LIST OF THE 144 FOREIGN SYSTEMS OF REIN-
FORCED CONCRETE CONSTRUCTION.
With address of the inventor or owner of each system, and
a concise description of its special features.
(See Appendix No. i.)
24 REINFORCED CONCRETE IN EUROPE
FOREIGN SYSTEMS OF REINFORCED CONCRETE
CONSTRUCTION.
INTRODUCTION.
In this report, for the sake of simplicity, the term "Sys-
tem" has been taken in its broadest sense, and every
company, or individual that the writer found using a dis-
tinctly special feature in connection with this method of
construction, has been included in the list of systems of
reinforcement, now in use in each country, although the
"feature" more often than not, should not be dignified
as a "System."
Of course, the systems include those in which the parts are
moulded, and allowed to harden before use, as well as
those in which the work is built in place.
Some systems employ a specially shaped section of rein-
forcing metal, some adopt a peculiar arrangement of the
ordinary rolled rounds, squares, flats and standard struc-
tural shapes, while others have both special sections and
special methods of employing them.
NON-PATENTABILITY OF REINFORCED CONCRETE CONSTRUCTION.
The main principles of this form of construction are not
patented, in fact they are impatentable. The patents on the
older foreign systems, such for example as "Monier" have
expired. There are so many methods of embedding steel
in concrete, and by which the desired results are assured,
that in each foreign country, an engineer or architect is
practically free, or at most he need only apply for the
rights to use some special feature in some detail of his
work.
DISCUSSION OF THE SYSTEMS BY COUNTRIES IN WHICH THEYr
ORIGINATED.
The following pages discuss a total of 144 "Systems" of
foreign origin for reinforced concrete construction.
The systems are classified according to the country in which
they originated and in each case those using specially
shaped reinforcing bars are mentioned.
Six American systems now having foreign agencies are also
mentioned, and the addresses of the agencies are given.
FOREIGN SYSTEMS OF REINFORCED CONCRETE 2$
ALPHABETICAL LIST OF THE SYSTEMS WITH ADDRESSES OF THE
INVENTOR OR OWNER.
In addition to this discussion by countries, a list of these
144 foreign systems, arranged alphabetically has been
prepared and with but few exceptions, where information
could not be obtained, the address of inventor or owner
and a concise description of the system is given. This
alphabetical list will be found in Appendix I to this re-
port, pages 119-147.
English Systems of Reinforced Concrete Construction.
A list is given below of 22 "Systems" of reinforced concrete
construction known to be of English origin.
To complete the list of the systems actually in u«se in Great
Britain, the following 13 systems of foreign origin must be added
and which are described in Appendix No. I.
FOREIGN SYSTEMS IN USE IN GREAT BRITAIN OF
French origin German origin American origin
Bonna Custodis Columbian
Coignet Herbst Expanded metal
Considere Koenen Indented bar
Hennebique Kahn
Simplex
Weber
Forms of Reinforcing Bars Used. .
Of the 22 English systems, 6 use special forms of bars for
reinforcement, as follows: The other 16, use rounds, squares,
flats and standard structural shapes ; 2 of these 16 use a patented
stirrup or clip.
HODKIN JONES.
Special rolled bars having 3 corrugations in their width
and which bars fit vertically into pierced and bent plates.
HOMAN.
Waved T-bars.
METAL LADDER TAPE.
Steel strips split at intervals into a ladder-like form and
furnished in coils.
26 REINFORCED CONCRETE IN EUROPE
PERFECTOR.
Round rod with flat flange below, slotted horizontally or
at 45° for rigid insertion of stirrups at any spacing de-
sired.
RIDLEY-CAMMEL.
Dove-tailed corrugated sheeting.
SKELETON.
Special skeleton split and expanded from bars or bands
into girder-like forms.
Of the i3 Systems in Use in Great Britain, but of Foreign Origin,
6 use Special Forms of Reinforcing Bars as Follows :
BONNA.
Rolled steel in form of Latin cross.
HERBST.
Flat bars corrugated in rolling.
COLUMBIAN.
Specially rolled ribbed bars supported by special straps.
EXPANDED METAL.
Sheets or plates, slotted and pulled out laterally in one
operation forming a diamond shaped mesh work.
INDENTED BAR.
Rolled steel bars of square section with corrugations extend-
ing across the whole width of all four sides.
KAHN.
A diamond section with the stirrup forming part of the
bar, and made of sheared sections of two webs or wings
of the rolled section.
This use in England of a total of 12 special forms of rein-
forcing bars, is in marked comparison to continental prac-
tice, where, as -will be shozvn later, rounds, Hats or stan-
dard structural shapes are almost universally used.
Alphabetical List of the 22 English Systems of Reinforced
Concrete Construction.
Adamant
British
FOREIGN SYSTEMS OF REINFORCED CONCRETE 27
Chain concrete
Cruciform
Dawney
Ellis
Hodkin-Jones
Homan
Improved Construction
Johnson's Wire Lattice
Kleine
Lindsay
Metal Ladder Tape
Perfector
Potter
Ridley-Cammel
Skeleton.
Somerville
U. K.
Wells
Wilkinson
Williams.
German Systems of Reinforced Concrete Construction.
The following 54 "Systems" are known to the writer to be
of German origin. Some of these however have never been
introduced to any extent.
To this large number which is a striking evidence of the inde-
pendence of the German engineer and the thorough study he
has made of this subject, should undoubtedly be added quite a
number of the 23 systems classified elsewhere as of "unknown"
origin.
Contractors are free to use any of these "Systems" of con-
struction except the 17 marked "Patented" and for which the
German Patents are still (Sept. i, 1907) valid.
There are 7 other valid German Patents of systems not of
German origin and on which a royalty must also be paid. These
are as follows:
83,939
176,885
163,838
179,366
126,312
149.944
173,118
Feb. 3, 1895
Dec. 25, 1904
Sept. 9, 1902
May 4, 1905
Sept. 2, 1897
May 10, 1902
Oct. 20, 1903
Matrai
Kovacs
Visintini
Visintini
Hennebique
Considere
Kahn
2& REINFORCED CONCRETE IN EUROPE
Origin Ger. patent No. Date Patentee
Hungary
< <
Austria
< <
France
i <
U. S. A.
Of the following 54 "Systems" of German origin only the fol-
lowing 6 cover special shaped bans. All the others use either
rolled rounds, flats or some of the German standard shapes of
structural steel.
German Systems with Special Shaped Bars.
DOUCAS.
A bar of round or in larger sizes of a diamond-shaped sec-
tion with two opposite webs or wings attached, which are
waved in the operation of rolling.
FRANKE.
Inverted T with top leg rolled into conical waves.
HABRICH.
Flat bars twisted when hot.
HERBST.
Flat bars corrugated in rolling.
POHLMANN.
Rolled bulbed section, in the web of which are cut octago-
nal holes at frequent intervals and in which are fitted
hooped stirrups set at any angle or spacing desired.
MANNSTAEDT.
The rolling mills of L. Manrostaedt & Cie A. G. make 12
different special shapes, including one plain U; three
special U's; one bent flat; three flats with patterned
surfaces; two triangular bars with a patterned surface
and two T-bare with a patterned surface.
These are illustrated in Beton-Kalendar, Part I, 1908, pp.
149-150.
FOREIGN SYSTEMS OF REINFORCED CONCRETE
Alphabetical List of the 54 German " Systems " of Reinforced
Concrete Construction. The German Patents were Still
Valid September i, 1907, of the i7 Systems
Marked « Patented."
Ackermann Krauss (Patented)
Bayer (Patented) Leschineky (Patented)
Becher Lilienthal (Patented)
Bramigk Lolat (Patented)
Bruckner (Patented) Luipold
Bulla (Patented) Manke (Patented)
Custodis Mannstaedt
Deumling Moller
Dietrichkeit Miiller
Doucas Pinkemeyer
Ebert (Patented) Pohlmann (Patented)
Eggert Potsch (Massivdecke "Ger-
rnania")
Priiss
Rabbitz
Ramisch
Sachse
(Patented) Schliiter
Schweitzer
Franke
Fraulob
Gasterstadt
Habrich
Helm
Herbst
Holzer
Kiefer
Kisse
Klein
Klett
Sohnius
Strauss & Ruff (Drahtziegel)
(Patented) Stolte (Patented)
Wayss
Weyhe (Victoria Decke;
(Patented)
(Patented)
Knauer Wissel
Koenen (Patented) Wolle
Kosten Ziegler
Zimmer
Zollner (Patented)
German Constructions not Usually Confined to One System.
'When using reinforced concrete for all portions of a build-
ing including the foundations, floor, walls, partitions and roof,
it i<s not the custom in Germany to use any one so-called "Sys-
tem."
.30 REINFORCED CONCRETE IN EUROPE
German engineers incline toward a greater freedom of design
than is possible when using any single "System."
The following quotations from letters received from leading
German contractors are characteristic of the replies received to
inquiries as to the system used by them.
CEMENTBAU— A. G. HANNOVER, JULY 14, 1908.
"In Germany, we do not work to any one System, because of
the Government Reinforced Concrete Regulations and because it is
difficult to obtain German Patents for special systems."
FRANZ SCHLUTER, DORTMUND, SEPTEMBER 9, 1908.
"Because of the Ministerial Regulations governing the calculation
and erection of reinforced concrete constructions, we can no longer
in Germany recognize certain systems of reinforcement. The con-
structions of the different firms differ only in small details as per
example, in the use of stirrups, and in the methods of bending
the rods."
KAMPMANN & CIE., GRAUDENZ.
"In Germany the use of the well known Systems of Hennebique,
Considere, Koenen, Siegwart, etc., is now very limited because the
erection of Reinforced Concrete Buildings must be in accordance
with the Government Rules."
French Systems of Reinforced Concrete Construction.
A list is given below of 21 "Systems" known to the writer
to be of French origin. To this, a number of the 23
systems classified elsewhere as of "unknown" origin
should undoubtedly be added.
Of these 21 systems, only two use special shaped bars. The
Bonna has a latin cross. The Bordenave uses a special
small I section.
In the Monier system, the pioneer in this form of con-
struction, a trellis of round rods or wire is used. Demay
uses flat bars. The remaining 17 all use round rods, in
4 cases with the addition of T angles, flats and net work.
Alphabetical List of the 21 French Systems of Reinforced
Concrete Construction.
Bonna
Bordenave
Boussiron et Garric
FOREIGN SYSTEMS OF REINFORCED CONCRETE 31
Chassin
Chaudy
Coignet
Considere
Cottancin
Coularou
Degon
Demay
Guillemet
Hennebique
Lang
Monier
sMollaret et Cuynat
Nivet
Harel de la Noe
Pavin de Lafarge
Piketty
Viennot.
Austrian Systems of Reinforced Concrete Construction.
There are but six "Systems" that can be classified as of
Austrian origin. In the order of importance these are
Melan, Visintini, Ast-Mollins, Milankovitch, Schnell and
Thurl.
None of these six systems use any special form of rolled
shapes.
The Visintini system is classified here because Visintini is an
Austrian by birth, although he was located in Zurich when
he took out his patents and his beams were first intro-
duced in Hungary.
The reason why so few systems have developed in Austria
is because of the early introduction of the Monier
(French) system. Monier 's Austrian patents were bought
in 1880 by R. Schustler who was afterwards joined by
G. A. Wayss.
The progress of reinforced concrete construction in Aus-
'tria is largely due to Dr. F. von Emperger, who began
writing on this subject in 1897. He is the compiler of
$2 REINFORCED CONCRETE IN EUROPE
the most recent and important work on this subject, and
also the editor of "Beton & Eisen."
Hungarian Systems of Reinforced Concrete Construction.
There are four "Systems" of reinforced concrete construc-
tion of Hungarian origin.
The Wunsch, introduced in 1886, the Matrai in 1893, the
Kossalka in 1902 and that of Kovacs & Reszo in 1904,
which, in comparison with the other three systems, is of
much less importance.
None of these systems use any special form of reinforc-
ing bar.
The Monier (French) system was introduced in Hungary
in 1887 by G. A. Wayss of Germany, and the Visintini
(Austrian) system in 1903 by Joseph Schustler.
Swiss Systems of Reinforced Concrete Construction.
There are four ''Systems" of reinforced concrete construc-
tion originating in Switzerland, all applicable to beam
construction.- —
The Siegwart, the de Valliere, the Walser -Gerard and the
Locher systems.
The first three mentioned use round rods for reinforcement ;
the Locher uses plain flat bars.
Italian Systems of Reinforced Concrete Construction.
Although a patent was taken out in Italy in March, 1883,
by Angelo L/anzoni of Pavia, this system of construction
was not introduced in Italy until after Italians had seen the
reinforced concrete construction at the Paris Exposition of
1900 and, as but little was also known in Italy of the
theory before 1900, it is natural that most Italian construc-
tion so far has been by the systems of other countries
The claim is made that there are six "Systems" of Italian
origin, Lansoni, Baroni-Lulung, Bianchi, Gabellini,
Odorico and Maciachini.
In none of these are any special forms of bars used.
So far the most important constructions in Italy have been
by the systems of other countries.
FOREIGN SYSTEMS OF REINFORCED CONCRETE 33
Dutch Systems of Reinforced Concrete Construction. .
For many years a strong and unjust prejudice has existed
among these naturally conservative people, against this
form of construction and in fact against the use of con-
crete alone. The constructions of the Paris Exposition
of 1900 drew marked attention to the matter and now re-
inforced concrete has been used for many applications
in Holland.
Two "Systems" can be said to have been developed. Tha:
of Sanders and that of de Muralt.
In the former round rods are used, in the latter "expanded
metal."
Systems of Reinforced Concrete Construction in Other
Continental Countries.
SPAIN.
One "System" devised by Ribera, a Spanish Engineer, in
which angles and wire lattice are used.
NORWAY.
One "System" devised by Lund, and in which round rods
are used.
BELGIUM.
The Hennebique system might be classified here, as he con-
structed floors in Belgium in 1879, l°ng before his first
patents. However, as his early applications of his pat-
ents were made in France, and as his head office has long
been in Paris, the system is classified as French.
BENMARK.
No systems of reinforced concrete have originated in Den-
mark. This form of construction has been used in Den-
mark since 1891, the earliest applications being floors for
the National Gallery at Copenhagen, a roof for a glass
works and a breakwater outside the Copenhagen free
harbor.
No special shapes of bars are used, the reinforcement being
most often rounds of standard quality of soft steel.
34 REINFORCED CONCRETE IN EUROPE
SWEDEN.
The adoption of reinforced concrete for house and factory
construction, and bridges, has been slow in Sweden, though
of late years it has become a factor in some important
constructions and it will find a field in future in hydro-
electric installations.
No systems of reinforcement have originated in Sweden.
OTHER CONTINENTAL COUNTRIES.
No record could be found of any systems originating in the
other continental countries, Russia, Portugal, and the
Balkan states.
Systems of Doubtful Origin, but Doubtless Mostly
German or French.
Besides the 121 "Systems" of reinforced concrete construc-
tion, known to have originated in England, Germany,
France, Austria, Hungary, Switzerland, Italy, Holland,
Spain and Norway, the writer has collected information
from various sources, about the 23 following systems, so
that no less than 144 foreign "Systems," using that term
in its broadest sense, are described in this report.
It is safe to say that the majority of these 23 systems are
of German or French origin.
In only one case, the de Mann system, is a special bar used,
a twisted or crimped bar. All the others use wire, rolled
rounds, flats or standard structural shapes.
Alphabetical List of the 23 Systems of Doubtful Origin,
but Doubtless Mostly German or French.
Ambrosius
Beny
Bruno
Corradini
Cracoanu
Czarnikow
Donath
Dumas
Fichtner
Hugnet
FOREIGN SYSTEMS OF REINFORCED CONCRETE 35
Kemnitz
Kohlmetz
Kuhlmeyer
Lefort
De Mann
Neville
Opelt & Hennersdorf
Parmley
Perrand
Picq
Pratt
Rossi
Stapf
Foreign Agencies of American Systems of Reinforced
Concrete Construction.
The writer is acquainted with 32 "Systems" of American origin,
but as this Report is confined to foreign practice, mention will
only be made of the present addresses of the foreign agencies
of the six of these American systems which have so far been
introduced in England and on the continent.
• COLUMBIAN.
Columbian Fireproofing Co., Ltd., 37 King William St.,
London, E. C.
EXPANDED METAL
The Expanded Metal Co., Ltd., York Mansion, West-
minster, London, S. W.
Societe du Melat Deploye, n Place de la Madelene, Paris.
Schuchterman & Kremer, Dortmund, (Germany).
INDENTED BAR.
Patent Indented Steel Bar Co., Ltd., Queen Anne's Cham-
bers, Westminster, London, S. W.
A. L. Johnson, 51 rue du Faubourg Poissoniere, Paris.
KAHN.
Trussed Concrete Steel Co., Ltd., 60 Caxton House, West-
minster, London, S. W.
36 REINFORCED CONCRETE IN EUROPE
SIMPLEX.
Simplex Concrete Piles, Ltd., Caxton House, Westminster,
London, S. W.
N. Devaux, 114 rue Mozart, Paris.
W. A. Groninger, Borsen Nebengebaude, Bremen (Ger-
many).
WEBER.
Weber Concrete Construction Co., Ltd., Queen Anne's
Chambers, Westminster, London, S. W.
MECHANICAL BOND AND FORMS OF BARS.
INTRODUCTION.
Of late years, there has developed a decided preference
both in Great Britain and on the Continent, to no longer
place entire reliance upon adhesion to care for the horizontal
shear, but rather to follow the practice, already popular in
America, of mechanical bonding. This statement applies
particularly to beam reinforcement.
The feeling is that while it is safe to depend upon ad'
hesion alone, where proper shearing values have been used,
that there is no harm, and it is sometimes an advantage, to-
supplement this by some form of mechanical bond.
There are many methods, equally efficient, by which slip-
ping can be prevented so that entire reliance need not be
placed upon adhesion to care for the horizontal shear.
In the older systems, the necessary transverse reinforce-
ment to insure mechanical bonding is obtained by the use
of plain bars in the form of stirrups, usually rounds 01 flats.
Naturally the recognition of the necessity of mechanical
bonding has brought into favor the so-called "deformed"
bars and many forme of patented special shapes with sup-
plementary vertical or oblique rods, straps, stirrups and
clips, which are preferably either rigidly attached to or
made a part of the main reinforcing bar, so as to prevent
slipping.
Spacing bars and spacing chairs are also used for this
purpose.
To summarize the diversity of opinions of how the neces-
sary mechanical bonding can be best insured, is impossible.
The only course left, in endeavoring to fulfill the writer's
duty of reporting on foreign practice, is to present the fol-
lowing table showing the number of foreign systems of each
country which use specially shaped reinforcing bars, and to
supplement this table by quoting a few opinions from authori-
ties in England, France, Germany, Austria, and Switzer-
land.
38 REINFORCED CONCRETE IN EUROPE
Table Showing the Number of Foreign Systems of Each
Country which Use Specially Shaped, or " De-
formed," Bars for Reinforcement.
Number using Number using
Systems origin- Total specially rounds, flats
ating in number shaped bars or profiles
Germany 54 6 48
France 21 2 19
Austria 6 o 6
Hungary 4 o 4
Switzerland 4 o 4
Italy 6 o 6
Holland 2 i i
Spain i o i
Norway i o i
Origin doubtful, but
mostly Continental .23 i 22
Total continental. 122 10 112
England 22 6 16
In use in England but
orginated elsewhere. 13 6 7
Total for England 35 12 23
Grand total 157 22 *35
This table includes the 144 foreign systems discussed else-
where and also 13 systems (6 of them American) in use in
England but originating in other countries.
The table shows to what a small extent on the continent,
special shaped bars are used, the mechanical bonding being
obtained by transverse reinforcement using plain bars.
In England, on the contrary, out of the 35 systems in
use, 12 have special shaped or "deformed" bars.
As stated above, it was found impossible to summarize
the diversity of opinions as to how the necessary mechanical
bonding can be best assured.
The following opinions from leading authorities in each
country, or quotations from government rules are therefore
submitted : —
MECHANICAL BOND AND FORMS OF BARS 39
England.
CHARLES F. MARSH.
Author of "Reinforced Concrete, 1906" and " Manual of
Reinforced Concrete, 1908."
Memoranda of an interview in July, 1908.
With regard to the resistance of deformed bars to sliding
through the concrete, Mr. Marsh stated that although these
undoubtedly offer greater resistance to sliding than plain
bars, it has been clearly demonstrated that plain bars will
not slide under ordinary working conditions, if bent over or
split and opened at the ends. When considerable vibraiions
are to be resisted, Mr. Marsh considers that it may be
advisable to obtain a greater factor of safety by the em-
ployment of deformed bars.
He considers the employment of small bars advantageous
because they distribute the stresses through the concrete
better than the same amount of metal centered in one or
two larger bars, and because they furthermore give a greater
perimeter for resistance to slipping through the concrete ; and
also because, in using small bars, they can be economically
utilized to resist the diagonal tensile stresses by bending them
up, as the bending moment decreases and the shearing
stresses increase.
Mr. Marsh stated that the theoretical advantages attained
by the use of "deformed" bars of a steel of high elastic limit
for reinforcement, were in practice only actually realized,
commercially, when tlie cost of such steel was not excessive,
when provision was made for its careful inspection so as to
avoid using brittle steel, when only first class concrete was
used, and finally when rigid inspection was maintained dur-
ing erection.
Furthermore, that reinforced concrete structures could be
erected with mild steel reinforcements, offering equal re-
sistance under the severest conditions, if ample provision
against horizontal shear is provided by increasing the bond
by supplementary oblique rods, straps, or stirrups, which,
however, must be either rigidly attached to, or made a part
of the main reinforcing bar so as to prevent slipping, and in
40 REINFORCED CONCRETE: IN EUROPE;
this connection he also included the use of spacing bars and
spacing chairs.
CHAS. S. MEIK, M. INST. C. E.
Quotation from his paper on "Ferro Concrete Structures."
Eng. Congress of the Inst. of Civil Engineers, June, 1907.
"The form of the sections of bars, provided the area is sufficient,
is of little moment, the friction of the steel in the concrete varying
but little in all cases. A little rust on the bars is no objection, as
it increases the friction. The round bar offers most facility for get-
ting the steel thoroughly embedded in the concrete. The stirrups
or iron bands for holding the round steel in place must be so
formed as not to give, until the limit of elasticity has been reached."
France.
GOVERNMENT RULES FOR REINFORCED CONCRETE, OCTOBER, 1906.
When special sections are employed for reinforcement in-
stead of round bars, arrangements must be made to provide
for the perfect encasing of the bars around their entire
perimeter and particularly at all re-entering angles.
Under the heading "Adhesion" the rules in part state :
"If stirrups or other transverse reinforcements are sufficiently con-
nected with the longitudinal reinforcement so as to prevent any
slipping of these latter in the casing of concrete, then the shearing
stress in tran verse reinforcements is to be deducted from the stress.
Mere ties connecting the transverse with the longitudinal reinforce-
ment are not sufficient. These ties are necessary, but their assist-
ance to adhesion is not to be considered."
Under the heading "Shearing" the Rules state:
"If transverse reinforcement efficiently resists the longitudinal
slipping, it is permitted to take it into account, as stated above for
adhesion."
GERARD LAVERGNE.
Author of "Etude cles divers Systemes de Construction
en Ciment Arme."
"The section of the metal does not play an important role. Round
iron should be preferred as being of greater regularity in manufac-
ture, more homogeneous, and lending itself better to the operation
of the filling of the mortar, than other shapes, and in addition to
its adherence with the iron, and its good preservation of the latter,
the iron presents no obstructions liable to cut the cement or the
metallic attachments. For these last, annealed wire is employed."
MECHANICAL BOND AND FORMS OF BARS 41
Germany.
-GOVERNMENT REGULATIONS ON REINFORCED CONCRETE CON-
STRUCTION.
The present Prussian government regulations, governing
the construction of all reinforced concrete buildings, as re-
vised on May 24, 1907, contain the following clauses in
reference to shearing and adhesive stresses.
"Shearing stresses are to be ascertained, unless the form and con-
struction of the members are such that they are at once seen to be
insignificant. When no means of taking them up are provided in
the arrangement of the members, they must be taken up by suit-
ably shaped steel reinforcement.
So far as possible, the steel for reinforcement is to be of such
form that displacement relatively to the concrete is prevented by its
form. The adhesive stresses must however always be calculated."
•O. KOHLMORGEN, GOVERNMENT SURVEYOR, BERLIN.
"Even a general comparison of the arrangement of the reinforce-
ment in different countries shows that in Germany the method of in-
creasing the adhesion between iron and concrete by the use of in-
dented bars is not employed. Such bars are much used in America,
but some authorities argue that they defeat the object aimed at,
since, on account of the varying section of the iron and the con-
sequent varying elongation and contraction, the concrete is sheared
off from these expansions. Stress is therefore laid by prominent
German investigators on giving each reinforcing rod a constant
section. They consider that only in this way is it assured that the
adhesive stresses at the surface of the metal are in accordance
with the statical laws. But this point is, of course, still very much
of a controversial character. Many English authorities of high
standing, for instance, favor indented bars in a very marked man-
ner."
Austria.
R. JANESCH, BAUINGENIEUR, VIENNA.
Translation from special article in Beton-Kalender for
1908, edited by F. von Emberger.
"In Europe rolled rounds from 3-50 mm. (0.118 to 1.969 inches)
dia. are generally used. They can be easily obtained from all mer-
chants, and they have the advantage over other rolled shapes that
owing to their uniform section, there is the least possible distance
from all parts of the surface to the center of gravity. But it is
42 REINFORCED CONCRETE IN EUROPE
also true that the surface of contact between the round bars and
the concrete is the smallest.
When using profiles, such as Ts or Flat-Iron placed on edge, the
center of gravity of such sections is further from the under edge,
than when using a round bar of equal area in cross section.
All forms of reinforcing bars require either a greater weight of
steel or else more concrete, than when round bars are used."
Switzerland.
PROF. F. SCHULE.
Chairman, Committee on Reinforced Concrete, Inter.
Asso. Testing Materials. Prof, in Swiss Federal Station
for Testing Materials, Zurich.
"An important difference exists between European and American
construction in concrete-steel ; in Europe, the armature bars gen-
erally have a constant section and a smooth surface; in the United
States the bars used have variable forms of section. It seems that
tests give a greater strength with beams having bars of the Ameri-
can type. The difference practically cannot be very great, because
adhesion between steel and concrete is ended when the elastic limit
of the metal is reached. Bars with a constant form of section will
slide if their ends are not fastened; the other types of bars cannot
slide suddenly, and the concrete will give some resistance ?gainst
sliding."
METAL USED FOR REINFORCEMENT. FOREIGN SPECIFICA-
TIONS, RECOMMENDATIONS AND OPINIONS COMPARED.
INTRODUCTION.
The writer is familiar with American practice in rein-
forcement, in the use, to a considerable extent, of high
carbon steel both in plain rounds and squares, such as is
furnished by Chas. D. Crandall of Warren, Pa., and in the
form of Johnson's corrugated or "indented" bar, controlled
in the United States by the Expanded Metal and Corrugated
Bar Co. of St. Louis.
Also the use of the cold twisted bar first introduced by
Ernst L. Ransome in 1884 on the Pacific Coast, and now
specially advocated by the Turner Construction Co. of New
York, and advertised as a specialty by the Jones & Laughlin
Steel Co., the Buffalo Steel Co., Inland Steel Co., Wm. B.
Hough Co., Chas. D. Crandall and others and in which "Ran-
some" bar, the normal tensile strength and elastic limit of
the 20 carbon open hearth steel, which is the grade generally
employed, is materially increased by the cold twisting opera-
tion and in fact under control by varying the number of
turns per foot* ; and finally to the lock woven wire fabric,
made of high carbon steel wire.
The general opinion among American Engineers in refer-
ence to the use of high carbon steel for reinforcement is re-
flected in the following quotation from Taylor & Thompson's
Treatise published in 1906. On pages 38-40 they give speci-
fications covering the inspection of high carbon steel, and on
page 293 refer to its use as follows:
"It may be stated, then, if the stretching of high steel when pulled
to its allowable working stress is proved not to form dangerous
cracks in the concrete, that high carbon steel, say 0.56 to 0.60 per cent,
carbon, of the quality used in the United States for making locomo-
tive tires, is always better than mild steel for reinforced concrete,
provided the steel is well melted and rolled, and is compai atively
free from impurities, such as phosphorus. However, a high carbon
steel, unless limited by chemical analysis, and made under careful
* Tests and Proposed Specifications for Cold Twisted Rods for Reinforced Concrete,
by J. J. Shuman, Amer. Soc. for Testing Materials, June, 1907.
44 REINFORCED CONCRETE) IN EUROPE
inspection, is in danger of being more brittle than low carbon steel.
Its use, therefore, should be limited strictly to work important
enough to warrant the ordering of a special steel and the taking of
sufficient trouble on the part of the purchaser to insure strict ad-
herence to the specification. Under such circumstances, the use of
high £teel is attended with much economy. In other words, since
manufacturers cannot always be depended upon to exactly follow
specifications of this nature, it is necessary that an inspector be sent
to the works, OT else that the steel be purchased from a reliable
dealer who has had it thus carefully tested.
The specifications for first-class steel on page 38 are sufficiently ex-
plicit so that steel which comes up to them can be safely used. A
steel which can be employed with safety for all the locomotive and
car wheels of the country certainly cannot be discarded as unsafe
for concrete, provided similar precautions are taken in its purchase."
Also in the following quotations from Homer A. Reid's
"Concrete and Reinforced Concrete Construction," published
in 1907.
"Steel is used exclusively for reinforcement in America. This
is undoubtedly because it is cheaper than wrought iron. Unfortu-
nately, authorities differ as to the quality of steel to be used for re-
inforcement, soft, medium and high steel being used by different
engineers. If a steel of good quality be employed, it is immaterial
which be used, as first-class structures have been built with each.
However, soft and medium steel are better fitted for some classes
of structures than high steel, while in others the high steel will
answer just as well, with greater economy.
"When the concrete is to be subjected to a moist atmosphere or 10 cor-
rosive gases, steel with lower working stresses should be employed
or a different form of construction adopted. In many classes of
structures there is no doubt high steel may be used with economy
and without in any way endangering the structure.
"When high steel of a satisfactory quality can be secured at a
price not greatly in excess of that of medium steel, considerable
saving may result. Thus a saving of as much as 25 per cent, over
mild steel may ensue if the high steel rods be secured, as is often
the case, at an advance of about 10 per cent, in price over mild steel."
Foreign Practice.
GENERAL.
It was particularly requested by the parties to whom this
Report is addressed, to include foreign practice in Great
Britain and on the continent, in reference to the metal
used. The following summary, is the net result of many
METAI, USED FOR REINFORCEMENT 45
personal interviews and of much correspondence with
the foreign authorities on the subject, and no pains or
expense have been spared to obtain an accurate reflection
of present foreign opinions and practice.
IMPORTANCE OF THE METAL USED.
As shown elsewhere in this Report, reinforced concrete
construction must be recognized as an important factor
in the future consumption of steel for structural purposes,
but it is universally admitted that the best results, all
interests considered, can only be attained by dependence
upon the metal to take care of the dangerous stresses.
Hence foreign experience, being of older date, deserves
consideration.
COUNTRIES FROM WHICH INFORMATION WAS COLLECTED.
Information as to the metal used was collected from the
following countries as well as from International Associa-
tions and Congresses.
Great Britain Austria
France Hungary
Germany Switzerland
Italy
In each case the official or the recognized standard speci-
fications for reinforced concrete and for the metal used
was purchased and the following pages contain full
translations of the references in each of such specifica-
tions to the metal used.
In addition to this, opinions were obtained, largely by per-
sonal interview and partly by correspondence, from con-
sulting, engineers, contracting engineers, owners and
agents of systems of reinforced concrete and authors of
books and editors of journals.
SUMMARY OF INFORMATION OBTAINED.
The result of this thorough inquiry shows :
1. That WROUGHT IRON is still used to a limited extent
both in Great Britain and in the six countries on the
continent.
2. That SOFT STEEL of a tensile strength of 51,000-
46 REINFORCED CONCRETE IN EUROPE
64,000 Ibs. per square inch, is the ONLY grade used in
AUSTRIA, ITALY, SWITZERLAND and HUNGA-
RY.
3. That in FRANCE, SOFT STEEL is also the only grade
used with the single exception of A. L. Johnson's in-
dented bar of high carbon steel, which has so far only
been used to a very limited extent.
4. That in GERMANY, SOFT STEEL is also practically
the only grade used, as the only exception found was
one firm of contracting engineers, who occasionally use
a medium steel (tensile 85,000 Ibs.) in some classes of
work, and one other firm of contractors who had used
medium steel only once.
5. That in GREAT BRITAIN, where there is no official
specification, MEDIUM STEEL rounds and shapes are
sometimes used; also the high carbon indented bar and
cold drawn steel wire lattice are used to some extent, but
in by far the majority of constructions SOFT STEEL
is used, meeting the recognized Specification of the Engi-
neering Standards Committee.
Use of Wrought Iron Abroad.
As introductory, mention must first be made that in all early
reinforced concrete constructions, in Great Britain, but especial-
ly on the continent, wrought iron instead of steel was used.
Naturally the ordinary forms of rounds, squares and flats were
employed.
The fact that until comparatively recently, the cost in Europe
of wrought iron and steel has been about the same, has led to
the continuance of the use of wrought iron, where no special
shapes of reinforcement were specified, and while the greater
strength of steel was recognized, the ability to easily weld
'wrought iron with perfect safety has kept it in favor.
It has been the custom to specify that the wrought iron should
be of good quality, with a tensile strength of about 50,000 Ibs.
per sq. inch, and an elongation of from 8 to 12 per cent, in 8
inches.
As evidence that wrought iron is still in favor, in foreign prac-
METAL USED FOR REINFORCEMENT 47
tice, the following is quoted from the catalogue of the 1907
edition of a leading firm of British engineers and contractors.
D. G. Somerville & Co., specialists in reinforced concrete con-
struction.
"The best class of steel or wrought iron must be employed, and we
calculate these figures being well within the elastic limit of good class
material.
For wrought iron in tension 10,000 Ibs. per sq. inch.
For steel in tension 16,000 Ibs. per sq. inch.
For wrought iron in shear S.eco to 11,000 Ibs. per sq. inch.
For steel in shear 12,000 to 17,000 Ibs. per sq. inch.
Reinforced with steel having an elastic limit of 50,000 Ibs. per sq. inch,
the amount of metal required per sq. foot of section to prevent tempera-
ture cracks is 0.6 sq. inch."
International.
Up to date, (May, 1909) neither the International Association
for Testing Materials nor any International Congress, has either
discussed or passed resolutions as to the physical or chemical
properties of the steel best suited for reinforcement.
England.
RECOMMENDATIONS OF THE JOINT COMMITTEE ON REINFORCED
CONCRETE AS TO METAL TO BE USED.
In Great Britain, so far, only one general recommendation has
been issued; namely, by the "Joint Committee on Reinforced
Concrete," formed in 1906 under the auspices of the Royal In-
stitute of British Architects. Their Report, adopted by the
Institute on May 27, 1907, contains the following Specifications,
in reference to the steel to be used for reinforcement.
"The Metal Used should be steel having the following qualities:
(a) An ultimate strength of not less than 60,000 Ibs. per sq. inch.
(b) An elastic limit of not less than 50 per cent, or more than
60 per cent., of the ultimate.
(c) An elongation of not less than 22 per cent, in the lengths
stated below.
(d) It must stand bending cold 180 degrees to a diameter of the
thickness of pieces tested without fracture on outside of bent
portion.
In the case of round b?.rs, the elongation should not be less than
22 per cent., measured on a gauge-length of eight diameters. In
the case of bars over one inch in diameter, the elongation may be
measured on a gauge length of four diameters, and should then
•48 REINFORCED CONCRETE IN EUROPE
be not less than 27 per cent. For other sectional material the tensile
and elongation tests should be those prescribed in the British Stan-
dard Specification for Structural Steel.
Before use in the work, the metal must be clean and free from
scale or loose rust. Tt should not be oiled or painted, but a wash
of thick Portland Cement grout is desirable.
Welding should in general be forbidden ; if it is found necessary,
it should be at points where the metal is least stressed, and it should
never be allowed without the special sanction of. the architect or
engineer responsible for the design.
The reinforcement ought to be placed and kept exactly in the
positions marked on the drawings, and, apart from any consideration
of fire-resistance, ought not to be nearer the surface of the con-
crete at any point than I inch in beams and ^2 inch in floor slabs
or other thin structures.
Engineering Standards Committee's Specification for Structural
Steel.
The "British Standard Specification" above referred to, is
that issued in June, 1906, by the Engineering Standards
Committee, to cover "Structural Steel for Bridges and
General Building Construction," and the principal re-
quirements of which, reprinted by permission, are as fol-
lows* : —
"Process of Manufacture. Sectional material for general build-
ing construction shall be made by open hearth or Bessemer process,
acid or basic, as may be approved in writing by the engineer (or
by the purchaser), and must not show on analysis more than .06
per cent, of sulphur, nor .07 per cent, of phosphorus.
The maker shall supply an analysis of each cast when required
to do so. Samples may also from time to time be subject to com-
plete analysis by a metallurgist appointed by the engineer (or by
the purchaser), at his expense.
Tensile Tests. Plates and Sectional Material : — For plates,
angles, etc., a standard test piece having a gauge length of 8 inches
(Test Piece A, see Appendix, page 8), and for round bars (other
than rivet bars) a standard test piece having a gauge length of
not less than 8 times the diameter (Test Piece B, see Appendix,
page 8) must show a tensile breaking strength of 28 to 32 tons per
sq. inch, (62,720 to 71,680 Ibs. per sq. inch) with an elongation of
not less than 20 per cent. For material under 5/i6th of an inch
(.312 inch) in thickness, bend tests only are required.
* The full Text of this Specification, Report No. 15, with illustrations of the Forms of
the British Standard Tensile Test Pieces, can be purchased from the Offices of the Engi-
neering Standards Committee, No. 28 Victoria Street, London, S. W. Price, post pre-
paid, 2/8.
METAi, USED FOR REINFORCEMENT 49
Bend Tests. Cold Bends:— Test pieces shall be sheared or cut
lengthwise or crosswise from plates or lengthwise from sectional
material, and shall be not less than il/2 inches wide, but for
small sections or bars the whole section may be used.
Temper Bends. The test pieces shall be similar to those used
for cold bend ttsts. For temper bend tests the samples shall be heated
to a blood red and quenched in water at a temperature not exceed-
ing 80 degrees Fahr. The color shall be judged indoors in the
shade.
In all cold or temper bend tests, the sheared edges may be re-
moved by milling, planing, grinding, or other method. The test
pieces shall not be annealed unless the material from which they
are cut is similarly annealed, in which case the test pieces shall be
similarly and simultaneously treated with the material before testing.
For both cold and temiier bend tests the test piece must withstand,
without fracture, being doubled over until the internal radius is
not greater than ij^ times the thickness of the test piece, and the
sides are parallel.
Bend tests ii?ay be made by pressure or by blows.
Tensile Specimens. The tensile strength and ductility shall be
determined from Standard test pieces cut lengthwise or crosswise
from the rolled material in the case of plates, and lengthwise in the
case of sectional material and bars. When material is annealed or
otherwise treated before despatch, the test pieces shall be similarly
and simultaneously treated with the material before testing.
Any straightening of test pieces which may be required shall
be done cold.
Number of Tensile and Bending Specimens. One tensile test
shall be made from every cast or every 25 tons, whichever is less.
Should a tensile test piece break outside the middle half of its
gauge length, the test may, at the maker's option, be discarded and
another test made of the same plate, section or bar.
One cold or one temper bend test shall be made from each plate,
section or bar as rolled.
Should the test pieces first selected by the representative of the
engineer (or of the purchaser) not fulfill the test requirements, two
further tests may be made ; but should either of these fail, the plates
or sectional material from which the- test pieces were cut shall be
rejected. In all such cases further tests shall be made before any
material from the same cast can be accepted."
Interview with Chas. F. Marsh (London), as to Steel Used.
During- an interview in London, in July, 1908, the writer
obtained the following information from Mr. Chas. F.
Marsh, M. Inst. C. E., as to the character of steel now
used in Great Britain for reinforcement, and also Mr.
50 REINFORCED CONCRETE IN EUROPE
Marsh's recommended Specification and his opinion in ref-
'erence to the use of high carbon steel.
He stated that in Great Britain, mild steel is most fre-
quently employed for reinforcements, the usual Specifi-
cation under which it was supplied, prior to the publication
in June, 1906 of the British Engineering Standards Com-
mittee's Specification for Structural steel, being as fol-
lows : —
Tensile strength, 64,000-72,000 Ibs. per sq. inch.
Elastic limit, not less than one-half the ultimate strength.
Elongation, not less than 20 per cent, in 8 inches.
Cold bending test, fSo degrees, flat on itself, without fracture
on the outside of the bent portion.
This Specification practically coincides with that of the
British Standard Specification, just quoted, except that
•the latter only requires that the steel shall Send without
fracture, to !*/> times the thickness of the test spec-
imen.
In Mr. Marsh's opinion the ultimate tensile strength of
steel for reinforcement should not be limited to 72,000
Ibs.
'He favors the following specification: — .
Ultimate Tensile Strength, not less than 60,000 Ibs. per sq.
inch.
Elastic Limit, not less than 50 nor more than 60 per cent,
of the ultimate strength.
Elongation, not less than 22 per cent, in 8 inches, or for
round bars a gauge length of eight times their diameter.
Cold Bending Test^ 180 degrees, flat on itself, without
fracture on outside of bent portion.
He thinks it should be further specified that welding should
be avoided as far as possible, and only permitted after
the sanction of the consulting engineer, and that it is
often better practice to lap the joints for a length of about
24 to 30 diameters and bind with annealed wire where
joints are necessary.
In reference to the use of a higher carbon steel of an elas-
tic limit of not less than 50,000 Ibs. per sq. inch, with a
METAI, USED FOR REINFORCEMENT 51
minimum elongation of 15 per cent, in 8 inches, which i-
recommended by the British Representatives of the "Cor-
rugated" or "Indented" Bar (the invention of Mr. A. I.
Johnson of America), it is Mr. Marsh's opinion that, in
order to get full advantage of such a steel, it is neces-
sary either to use a smaller percentage of reinforcing
metal or a very strong quality of concrete.
Mr. Marsh explained that when designing a reinforced con-
crete beam, the resistance of the concrete becomes the rul-
ing factor when high percentages of reinforcement arc
used and this is entirely independent of the resistance
which the steel is able to offer. As a consequence, the
economy in the use of steel having a high elastic limit is
only obtained for small percentages of metal.
With regard to the resistance 6f deformed bars sliding
through the concrete, Mr. Marsh stated that although
these undoubtedly offer greater resistance to sliding than
plain bars, it has been clearly demonstrated that plain bars
will not slide under ordinary working conditions, if bent
over or split and opened at the ends. When considerable
vibrations are to be resisted, Mr. Marsh considers that
it may be advisable to obtain a greater factor of safety
by the employment of deformed bars.
He considers the employment of small bars advantageous
because they distribute the stresses through the concrete
better than the same amount of metal centered in one or
two larger bars, and because they furthermore give a
greater perimeter for resistance to slipping through the
concrete; and also because, in using small bars, they can
be economically utilized to resist the diagonal tensile
stresses by bending them up, as the bending moment
decreases and the shearing stresses increase.
He stated that as a precaution against failure by sliding of
the bars through the concrete, a large perimeter in propor-
tion to the area of reinforcement is a very desirable feature
and that this is obtained by the use of small bars.
As off-setting these theoretical advantages gained by the
employment of small bars, Mr. Marsh called attention to
52 REINFORCED CONCRETE IN EUROPE
the usual increased cost of these smaller sections and the
extra labor necessary in putting such reinforcement into-
position and in keeping it in place, while the corfcrete is
being deposited and rammed. He stated that small bars
are readily displaced in the process of ramming, unless
they are formed into a framework by being secured to-
gether by reinforcements in the vertical plane and that
such displacement utterly vitiates the results of theoreti-
cal calculations based on the positions of the metal.
In conclusion Mr. Marsh stated that the theoretical advan-
tages attained by the use' of "deformed" bars of a steel
of high elastic limit for reinforcement, were in practice
only actually realized, commercially, when the cost of such
steel was not excessive, when provision was made for
its careful inspection so as to avoid using brittle steel,
when only first class concrete was used, and finally when
rigid inspection was maintained during erection.
Furthermore that reinforced concrete structures could be
erected with mild steel reinforcements, offering equal re-
sistance under the severest conditions if ample provision
against horizontal shear is provided by increasing the bond
by supplementary oblique rods, straps, or stirrups, which,
however, must be either rigidly attached to, or made a
part of the main reinforcing bar so as to prevent slipping,
and in this connection, he also included the use of spacing
bars and spacing chairs.
He referred to the use, notably for slab reinforcement, of
"expanded metal," which in Great Britain was made from
very mild steel, the tensile strength of which was mate-
rially increased by the operation of expanding, say from
50,000 to 60,000 Ibs. per sq. inch, and he expressed the
opinion that the effect of the closing up of the meshes
under tensile strains added to the resistance by the com-
pression of the concrete induced by such closing up.
Mr. Marsh also referred to the use of various lattice systems,
made of cold drawn steel wire, of an average elastic limit
of 65,000 Ibs. per sq. inch.
METAL USED FOR REINFORCEMENT 53
Interviews with British Consulting Engineers and Contractors
as to Steel Used.
The writer also interviewed several of the most prominent
•Consulting Engineers in London, who make a specialty of rein-
forced concrete construction, but who are not tied to any one
system.
The opinions expressed were practically unanimous in favor of
the use of a mild or medium steel for reinforcement, with a prefer-
ence for open hearth, over Bessemer steel.
While admitting that the yield point (or elastic limit) should
be taken as the point of failure of the steel in a reinforced beam,
the engineers pointed out that the high carbon steel had sub-
stantially the same modulus of elasticity as ordinary mild or
medium structural steel and hence the same deformation under
any given load.
They considered that in the majority of cases, little or no
economy resulted from the use of high carbon steel, on account
of the expense incident to the careful inspection which is impera-
tive to insure uniformity and freedom from brittleness.
Interviews with British Agents of Systems of Reinforcement as
to Steel Used.
In order to thoroughly cover all sources of information, in-
quiries were also made, by interview and letters from the agents
of each of the 35 "Systems" of reinforcement, which careful
preliminary inquiries had shown were to-day in use in Great
Britain. As shown elsewhere some of these cannot properly be
dignified as true "Systems" of reinforcement.
Out of the total of thirty-five (35) systems, information as to
the character of the metal used was obtained from 34 agents.
In 31 cases, an open hearth or Bessemer steel is used meeting
the British standard specification for structural steel for bridges
and general building construction, recommended in June, 1906,
by the Engineering Standards Committee.
In 3 of the 31 cases, it is specified in addition, that the
elastic limit shall not be less than ^2 the tensile strength. As
shown elsewhere, the tensile strength of this standard specification
is 28-32 tons (62,720-71,680 Ibs.) per sq. inch.
54 REINFORCED CONCRETE IN EUROPE
In 2 cases a softer steel is used, of a tensile strength of 50,000
and 58,000 Ibs. respectively.
In other words, the use of high carbon steel in Great Britain
for reinforcement is confined to the English agent of the "In-
dented" or "Corrugated" bar, the invention of Mr. A. L. Johnson,
of St. Louis, and to the use of cold drawn 20 per cent, carbon
open hearth steel wire, by the British Company who developed
the "Johnson wire lattice" system.
The British agents of the "Indented" bar lay great stress on the
advantages, both in strength and economy, obtained by the use
of a steel of an elastic limit of 50,000 Ibs. per sq. inch rolled int^
their special shapes ; they, however, advertise that they roll their
indented bar from ordinary structural steel, meeting the British
standard specifications, if preferred.
Messrs. Richard Johnson, Clapham & Morris, Ltd., state that
the elastic limit of 64,000 Ibs. per sq. inch, in the wire used in their
"Johnson wire lattice" system, is obtained by "cold drawing
through a die and not by the dangerous practice of adding car-
bon to the steel." They -use a 20 per cent, carbon open hearth
steel.
J. S. E. de Vesian, one of the Directors of L. G. Mouchel &
Partners, the British representatives of the Hennebique system,
stated that
"It is very important that the steel used in ferro-concrete should be of
suitable quality for its intended purpo.se. Most experts in this class of
work are now agreed that mild steel produced by the basic open-hearth
process, with a tensile strength of from 28 to 32 tons (62,720-71,680 Ibs.)
per sq. inch, and an elongation of 20 per cent, in a length of 8 inches, is the
best for general employment. High carbon steel is unsuitable, as is also
any metal of variable quality, such as some kind of Bessemer steel. Apart
from the fact that high carbon steel is apt to break unless bent with great
care after suitable heat treatment, there is no economy in such metal be-
cause, as its coefficient of elasticity is not higher than the coefficient for
mild steel, the higher elastic limit cannot be utilized fully without causing
excessive stresses in the surrounding concrete, resulting in the cracking of
the material and the consequent corrosion of the metal."
France.
GOVERNMENT RULES OF 1907, NOW IN FORCE.
The Government rules for reinforced concrete construction
signed by the Ministry of Public Works on October 2Oth,
METAL USED FOR REINFORCEMENT 55
1906 and republished in 1907 with the correction of some
errors, contain no definite reference to the physical prop-
erties of the metal to be used for reinforcement. They,
however, include the following instructions in reference
to the working stresses which must be used in calcula-
tions : —
"B. Safe Working Stresses.
7. The safe limit of tensile, as well as of compressive stresses
allowed for the reinforcement shall not exceed one-half the
value of the elastic limit of the metal employed, and as
specified in the contract. However for members, such as
slabs subjected to alternating shocks or stresses, this limit
is to be reduced to 40 per cent, instead of one-half of the
elastic limit.
For members subject to stresses varying within wide limits,,
the safe working stresses specified above are to be reduced
in accordance with the importance of such variations, but
this decrease need not exceed 25 per cent.
The safe limits of the working stresses are to be reduced
also for members subject to weakening causes not con-
sidered in the calculations, particularly to dynamic action,
and especially for members directly supporting railway
lines."
The writer was surprised at the absence in the Government
rules of definite requirements for the metal used, until
he became familiar with actual French practice, from the
information collected by many personal interviews in Paris
and considerable correspondence.
INFORMATION OBTAINED FROM THE AGENTS OF THE 21 FRENCH
SYSTEMS OF REINFORCEMENT.
As shown elsewhere in this report, there are 21 systems of
reinforcement in use in France. Inquiry from the agents
of each of these systems showed that only soft or medium
steel is used and to some extent wrought iron has not yet
been replaced by steel.
INFORMATION OBTAINED FROM 27 FRENCH CONSULTING ANDj
CONTRACTING ENGINEERS.
Inquiries from 27 French consulting and contracting engi-
3
56 REINFORCED CONCRETE IN EUROPE
neers, a list of whom follow, also proved the uniform
adoption of ordinary structural steel for reinforcement.
INFORMATION OBTAINED FROM n FRENCH STEEL COMPANIES.
Finally n steel companies, making a specialty of bars for
reinforcement, were consulted and the only exception to
the rule was found at the Paris office of A. L. Johnson
who has succeeded in introducing the "Indented" or cor-
rugated bar of higher carbon steel, to some extent.
SUMMARY OF THE REASONS FOR THE USE OF SOFT OR MEDIUM
STEEL IN FRANCE.
The following is a summary of the reasons given for the
;: uniform adoption of soft or medium steel in France for
reinforcement, and it will be admitted that owing to the
many parties consulted by the writer, all shades of opinions
and interests were included.
The high carbon steel costs more than soft steel and requires
much extra care in inspection and testing to insure free-
dom from brittleness. To obtain the full advantages of
f, its higher elastic limit, the concrete must be stronger than
r that usually employed. The high carbon steel has sub-
stantially the same modulus of elasticity and hence the
same deformation under any given load, as the soft steel.
A yield point of 30,000 Ibs. per sq. inch corresponds to a
stretch of o.ooio of the length of a piece of soft steel
and a yield point of 50,000 to a stretch of 0.00167. Al-
though some experiments have proved the contrary, many
French engineers still fear in practice that the stretching
of high carbon steel when loaded to its full allowable work-
ing stress, might produce cracks in the concrete which
would expose the steel to corrosion.
French Consulting Engineers and Contractors in Reinforced
Concrete Construction.
BOUBES, GEORGES,
15, place des Quinconces, Bordeaux (Gironde), Bureaux et
magasins, n, rue Segalier, Bordeaux.
BOULLANGER, ET SCHUL,
29, rue de Londres, Paris.
METAL USED FOR REINFORCEMENT 57
BRAUNSHAUSEN, APPAY ET FILS,
65, boulevard de Picpus, Paris.
BRUEDER,
115, Faubourg Poissonniere, Paris.
CHAUSSIVERT,
140, rue du Chemin Vert, Paris.
DEBOSQUE BONTE,
Armentieres (Nord).
DEGAINE,
9, rue de Lagny, Paris.
DUCLOUX, AMEDEE,
212, rue Michel Bizot, Paris.
FERRAND ET PRADEAU,
138, rue de Tocqueville, Paris.
FERRE,
27, rue de Tolbiac, Paris.
FORESTIER, VICTOR,
57, rue de TAqueduc, Paris.
FRANCE, LANORD ET BICHATON,
Nancy (Meurthe et Moselle).
GIROS ET LOUCHEUR,
69, rue de Miromesnil, Paris.
GROUSELLE,
10, rue Chasseloup-Laubat, Paris.
PASTRE, D.,
Dreux (Eure et Loir).
LEMOUE,
114, rue de Rennes, Paris.
LOUP ET FILS,
188, rue Saint-Charles, Paris.
PEREGO, L.,
29, rue Theophile Gautier, Paris.
58 REINFORCED CONCRETE IN EUROPE
PERROL ET SADRIN,
Le Mans (Sarthe).
PROTHEATJ,
Chalon sur Saone (Saone et Loire).
ROQUEREE ET CIE,
7, rue Saint Luc. Paris.
ROUVEROL ET TEISSIER,
19, rue Durand, Montpellier (Herault).
SAINRAPT ET BRICE,
36 et 36 bis, rue du Moulin des Pres (3 place Paul Verlaine),
Paris.
SOCIETE DE FONDATIONS PAR COMPRESSION DU SOL,
I, rue Danton, Paris.
SOCIETE GENERALE DE CONSTRUCTIONS EN BETON ARME (Mr.
Dumesnil),
167, avenue Victor Hugo, Paris.
SOCIETE DES GRANDS TRAVAUX EN BETON ARME, Tricon et Cie,
85, rue de Prony, Paris.
SOCIETE DES CIMENTS DE CRECHES,
pres Macon (Saone et Loire).
Trench Companies Furnishing Steel for Reinforcement.
Besides the large steel producers of Creusot, Saint Cha-
mond, Montlucon, Firminy, etc., the following companies
make a specialty of furnishing steel for reinforced con-
crete construction .
In each case the address of the Paris office is given.
With exception of the last mentioned, personal inquirv
showed that all furnish a low carbon soft or medium steel.
A. L. Johnson has recently established a Paris office for
the introduction into France of his "Indented" bar rolled
from high carbon steel, but so far it has not made much
headway.
SALMON ET CIE,
96, rue Amelot ronds acier, Feuillards, Fils pour ciment arme.
USED FOR REINFORCEMENT 59
L. NOZAL, FILS AINE.
LASSON, L.,
(depot des acieries de Micheville) 122, faubourg" Saint-Mar-
tin.
H. COURTOIS, FERS ET ACIERS RONDS,
42, rue Breguet prolongee.
SOCIETE ANONYME DES HAUTS-FOURNEAUX, FORGES ET
ACIERIES DE POMPEY,
Aciers ronds, speciaux brevetes, a grande adherence, pour
ciment arme.
85, rue Saint-Lazare.
CHAUMONT ET BATAILLE,
99, rue Petit.
P. BLOCK ET CIE,
60, rue du Vivier a Aubervilliers, (Seine).
CANTOIS ET CIE,
Saint-Die (Vosges) depot a Paris, 43, boul. Magenta.
MULATIER ET DUPONT,
Lyon (Rhone) Agent a Paris, H. Graff, 92, rue d'Haute-
viUe.
SOCIETE DU METAL DEPLOYEE,
ii, place de la Madeleine.
A. L. JOHNSON,
51, rue du Fauborg Poissonniere barres crenelees a limite
d'e*lasticite tres e*levee pour constructions en beton arme*.
Germany.
GOVERNMENT REGULATIONS OF MAY 24, 1907, NOW IN FORCE.
The Prussian Government regulations for the employment
of reinforced concrete construction in buildings, issued
by the Ministry of Public Works on April 16, 1904, make
no mention of the physical qualities of the metal to be used
for reinforcement, nor does the revised edition of these
regulations, dated May 24, 1907.
The first edition limits the permissible tensile and compres-
sion stresses in the steel to 1200 kilos per qcm. (17,068
6O REINFORCED CONCRETE IN EUROPE
Ibs. per sq. inch) and this is reduced in the revision of
May 24, 1907 to 1000 kilos per qcm. (14,223 Ibs. per sq.
inch.)
The reason why the physical properties of the metal were
omitted is that they are given in the Prussian Government
Regulations of November 25, 1891, covering the "Manu-
facture, Delivery and Erection of large Steel Construc-
tions" and which requirements still current are quoted
below.
The regulations of May 24, 1907 give the following in-
structions in reference to the reinforcing metal.
"The reinforcement must be carefully cleaned, before using, from
dirt, grease, and loose rust.
It must be placed correctly, and at the right distances apart, and
held in place by special arrangements.
It must be well grouted with a specially fine concrete mixture.
In beams where the reinforcement is placed in layers, one upon an-
other, each layer must be separately grouted.
Beams must be covered with at least 2 cm. (0.79 inch) of con-
crete. Plates with at least i cm. (0.39 inch)."
The following table shows that the prescribed physical re-
quirements of the Government regulations of November
25, 1891 for soft steel are in harmony with those
adopted in 1893 by a Joint Committee of the three promi-
nent societies: — "The Society of German Architects and
Engineers," "The Society of German Engineers" and the
"Association of German Iron Masters" and later in March,
1901, by the "Association of German Iron Masters" acting
independently.
Comparison of the Three Principal Current German Specifica-
tions for Soft Steel Structural Shapes, Rounds and
Squares in Thicknesses of 7 to 28 mm. (0.276-
1.102 inches).
Tensile strength
i A > Elongation,
Direction of Kilos L,bs. per per cent.
Name of specification testing per mm*. sq. in. in 200 mm.
Government Rules,
Nov. 25, 1891 Longitud. 37 to 52,625 20
44 62,582
Transverse 37 to 52,625 20
44 62,582
METAL USED FOR REINFORCEMENT 6l
Joint Committee of the
German Soc. of Arch-
itects and Engineers.
Soc. of Engineers and
Assoc. of German
Iron Masters, 1893.. Longitud. 37 to 52,625 20
44 62,582
Transverse 36 to 51,203 17
45 64,004
Association of German
Iron Masters, March
1901 Longitud. 37 to 52,625 20
44 62,582
Transverse 36 to 51,203 17
45 64,004
Inquiries, as to the metal actually used in Germany for re-
inforcement were addressed to two prominent authorities,
C. Kensten and H. Haberstroh who replied as follows : —
C. Kerstcn furnished the following information about the
reinforcing metal. He is a contracting engineer of Zittau,
Germany, has been appointed "Royal Teacherr' for schools
devoted to building construction and is the author of two
excellent recent books on reinforced concrete, one for
buildings and the other for bridges. He stated: —
"The best material for reinforcement is soft steel (Flusseisen).
Wrought iron is now seldom used because soft steel is stronger
and no more expensive than wrought iron. The extra expense of
using high carbon steel is not offset by the less quantity required
owing to the possibilities in reducing the cross section of the re-
inforcing rods."
H. Haberstroh, head teacher in the Ducal school for building
construction at Holzminden, and author of a book on rein-
forced concrete published in 1908, wrote as follows in ref-
erence to present German practice :
"Although wrought iron is still used to some extent in Germany
for reinforcement, soft steel, which now costs about the same, is
preferred by most conotrttcto-rs because of its higher tensile strength
and its greater uniformity and freedom from impurities.
Medium soft steel of a higher tensile strength is more expensive
62 REINFORCED CONCRETE IN EUROPE
and its use is only warranted when a concrete of extra high strength
is also employed.
It is not the practice in Germany to use the still higher carbon
steels for reinforcement.''
Summary of Fourteen Replies to Letters Addressed to Promi-
nent German Constructors in Reinforced Concrete.
In order to thoroughly canvass the question of the character
of metal being used to-day in Germany for reinforcement,
the writer addressed letters to prominent Constructors in
Reinforced Concrete and received 14 replies from Firms
located in n different Cities in all parts of the German
Empire, as follows :
Berlin, Hannover, Dortmund, Dusseldorf, Graudenz, Halle
a.S., Dresden, Leipsig, Strassburg, Miilhausen, Freiburg.
The letter requested a reply as to which of the following
Grades of steel were used by them for reinforcement.
Tensile strength Elongation,
, : A N Der cent, in
Kilos per Lbs. per 200 mm.-
Grade of steel mm.2 sq. inch 7.87 inches
' ' Flusseisen " (soft steel) 37 to 52,625 20
44 62,582
" Flussstahl" (medium steel) 45 to 64,004 10
60 85,338
Elastic limit
"Stahl" (high carbon steel) 35 to 49,781
37 52,625
Out of 14 Firms replying to the letters, 12 stated that they
used nothing but Soft Steel for reinforcement.
One firm replied that they had used Medium Steel once,
because it was specified, but that otherwise they had al-
ways used Soft Steel.
One firm stated that although they usually employed Soft
Steel, they still sometimes used a Medium Steel of a
tensile strength of 60 kilos (85,338 Ibs. per sq. inch) and
an elongation of 10 per cent.
A list of the 14 Firms replying is as follows :
Steffens & Nolle, A.-G., Berlin, W. 9., Kothenerstrasse 33.
METAL USED FOR REINFORCEMENT 63
Allgemeine Beton & Eisen Gesellschaft m.b.H., Berlin, W.
57, Biilow-Strasse 55.
Cementbau-Actiengesellschaft, Hannover, Artilleriestrasse
28.
W. F. K. Lehmann, Hannover, Haltenhoffstr. 9.
Robert Grastorf, G.m.b.H., Hannover, Lemforderstrasse 12.
Spezial-Geschaft fiir Beton und Monierbau Franz Schlii-
ter, Dortmund.
Allgemeine Hochbau-Gesellschaft m.b.H., Diisseldorf , Kreuz-
strasse.
Weber Eisenbeton G.m.b.H., Halle a.S., Landwehrstrasse 9.
Kampmann & Cie., Graudenz.
Johann Odorico, Dresden-n, Leisniger Strasse 74.
Cementbaugeschaft Rud. Wolle, Leipzig, Gottschedstrasse
17-
Ed. Ziiblin & Cie., Strassburg i.E., Kuhngasse 12.
Alfred Miinzer, Miilhausen i.E., Hubnerstrasse 15.
Brenzinger & Comp., Freiburg i.B.
Austria.
GOVERNMENT SPECIFICATIONS OF NOV. 15, 1907, NOW IN FORCE.
In Austria the current standard specification for Stamped
Concrete and Reinforced Concrete Buildings and Street
Bridges was issued by the Ministry of the Interior in
Nov. 15, 1907.
Prior to this date, the Prussian Government Regulations of
April 1 6, 1904 and afterwards as revised on May 24,
1907, were most often used although several independent
Specifications were issued such as the Special Rules issued
in 1903 by the Building Department of the Imperial Royal
Railway entitled "Special Rules for the calculation and
erection of reinforced concrete. Open Constructions over
Standard Railway Lines."
In the above current Government Specifications for Rein-
forced Concrete Construction of Nov. 15, 1907, the re-
quirements for the Metal used for reinforcement, are
those issued by the Minister of the Interior on March 16,
64 REINFORCED CONCRETE IN EUROPE
1906 and entitled : "Regulations for the Erection of Street
Bridges with Iron or Wooden Beams/'
These requirements are as follows :
Soft Steel (Flusseisen) for Bridges, when made in an open-
hearth furnace must have a tensile strength of between
36-45 kilos per mm2. (51,203-64,004 Ibs. per sq. inch) and
a coefficient of quality of 100 (longitudinal) and of 90
when figured on the transverse elongation. This equals
19.5 per cent. - 15.6 per cent, and 17.5 per cent. - 14.1 per
cent, respectively.
Information Obtained from Six Leading Contracting Engineers.
When the Soft Steel is made by any other than the open-
hearth process the maximum allowable tensile strength
is 42 kilos per mirr. (59,737 Ibs. per sq. inch)
In a letter dated July 10, 1908 from Janesch & Schnell, a
leading Vienna firm of Contracting Engineers, they state
that it is impracticable in Austria to use a Steel of higher
physical qualities than Soft Steel (Flusseisen) because
the prescribed Government Rules do not permit taking any
advantage of the extra strength of Medium Steel of 45 to
60 kilos per mm2. (64,004-85,338 Ibs. per sq. inch), or of
high carbon steel of an elastic limit of 35 to 37 kilos per
mm2. (49,781 to 52,625 Ibs. per sq. inch).
ED. AST & CO.
This prominent and long established firm of Contracting
Engineers with Offices in six of the principal Cities of
Austria, have their own System of reinforcement, but also
use the Systems of Hennebique, Mollins, Considere, etc.
They wrote on Aug. 29, 1908 that in all cases they used
Soft Steel round bars for reinforcement.
FRANZ VISINTINI.
Consulting and Contracting Engineer of Vienna, is the
Inventor of the Visintini System of Hollow Beams intro-
duced in several Countries, and the American Patents for
which are controlled by The Concrete Steel Engineering
Co. of New York.
Under dates of July 20, and Aug. 28, 1908 he wrote that
METAL USED FOR REINFORCEMENT 65
he never used high carbon steel for reinforcement, that
he only used medium steel (Flussstahl) of a Tensile
Strength of 45 to 60 kilos per mm2. (64,004-85,338 Ibs.
per sq. inch) on one occasion, viz., in a building in Holland.
Other than this, it is his uniform practice in all Countries
to use first quality Soft Steel (Flusseisen) of a guaranteed
tensile strength of 4,000 kg. per cm2. (56,892 Ibs. per sq.
inch).
PITTEL & BRAUSEWETTER,
Of Vienna, Contracting Engineers, who have used the Melan
System since 1892 also use Soft Steel (Flusseisen) for
reinforcement as do also
N. RELLA & NEFFE,
Of Vienna and
WESTERMANN & CO.,
Of Innsbruck.
Hungary.
SPECIFICATIONS OF THE HUNGARIAN SOCIETY OF ENGINEERS
AND ARCHITECTS.
In Hungary the only specifications for reinforced concrete
construction recognized and in use are those issued by the
Hungarian Society of Engineers and Architects.
These Specifications, which are printed in the Hungarian
language, stipulate that only Soft Open Hearth Steel
shall be used for reinforcement. They only permit a
working stress of TO kilos per mm2. (14,223 Ibs. per sq.
inch ) .
Information Obtained from Eight Leading Consulting and Con-
tracting Engineers.
In the Catalog of
ROBERT WTJNSCH,
a leading Specialist of Budapest on Reinforced Concrete
Construction, and inventor of the "Wiinsch" System for
Floors, Beams, and Bridges in use in Hungary and Aus-
tria since 1892, Wrought Iron is specified for reinforce-
ment.
66 REINFORCED CONCRETE IN EUROPE
Under date of August 2nd, 1908, he wrote that the advan-
tages of the additional strength of Medium Steel or the
higher grade of Soft Steel, to say nothing of High Carbon
Steel, could not be taken advantage of in Hungary in rein-
forced concrete construction because the Government
Specifications only permit using a working stress of 10 to
12 kilos per mm.2 (14,223 to 17,068 Ibs. per sq. inch) in
calculations.
He further explained that inasmuch as many of the Iron
and Steel Works in Hungary were either owned by the
Government or by persons with influence in government
circles, there was no likelihood of obtaining any better
material than that actually required by the Official specifi-
cations.
JOSEF SCHUSTLER,
a leading Contracting Engineer of Budapest, wrote on
July 12, 1908 that he uses only Soft Steel for reinforce-
ment and that as far as he knew, Medium or High Car-
bon Steel had only been used experimentally in Hungary
for reinforcement.
PROF. DR. CONSTANTIN ZIELINSKI,
a Consulting Engineer of Budapest, and who has issued
a System of calculation used as a basis for reinforced
concrete construction by many of the leading Hungarian
Contractors, wrote under date of July 27, 1908 that he
always specifies Soft Steel of the following physical prop-
erties for the reinforcing- metal:
Tensile Strength.
36 to 45 kilos per mm2. (51,203 to 64,004 Ibs. per sq. inch).
Elongation.
For 36 kilos Steel, Longitudinal 27 per cent.
Transverse 25 per cent*
For 45 kilos Steel, Longitudinal 22 per cent.
Transverse 20 per cent.
Inquiries from the following leading Hungarian authorities
on reinforced Concrete Construction, all of Budapest, con-
METAL USED FOR REINFORCEMENT 67
firmed the above statements in reference to the universal
use in Hungary of Soft Steel for reinforcement:
PROF. DR. ING. JOHANN KOSSALKS.
OBERINGENIEUR ALEX HAIM.
ING. EUGEN J. KIS.
ING. KOLOMAN v. BALIGH.
ING. DR. BELA v. BRESTOVSZKY.
Switzerland.
SPECIFICATIONS OF THE SWISS ENGINEERING AND ARCHITEC-
TURAL SOCIETY OF AUG., 1903, NOW IN FORCE.
The Specification for Reinforced Concrete Construction, at
present officially recognized as a standard in Switzerland,,
was prepared and adopted in August, 1903, by the Swiss
Engineering and Architectural Society. It is entitled
"Provisional Specification for the Designing, Construction
and Inspection of Reinforced Concrete Buildings."
A Commission appointed by the State is now engaged ire
Preparing a Specification, which it is expected will be fin-
ished and issued by the Federal authorities in 1909.
The current Specification stipulates that the metal for rein-
forcement shall be Soft Steel (Flusseisen) meeting the
requirements of the Steel Specifications issued by the
Swiss Federal Board on August 19, 1892 and entitled
"Proclamation in reference to the Calculation and Testing
of Steel Bridge and Floor Constructions for the Swiss
Railways."
The Physical Properties of the Soft Steel used for Structural
Shapes, Rounds, Squares and small Flats are as follows:
Tensile Strength and Elongation.
36 to 45 kilos per mm2. (51,203 to 64,004 Ibs. per sq. inch).
Product of the Tensile Strength and the percentage of Elon-
gation after rupture measured in 200 mm. 0.90.
This is equivalent to 25 per cent. Elongation for a Tensile
Strength of 51,203 Ibs. per sq. inch and 20 per cent. Elon-
gation for a Tensile Strength of 64,004 Ibs. per sq. inch.
The specification further states that the Soft Steel must be
homogeneous, free from blisters and not hot-short ; it
-68 REINFORCED CONCRETE IN EUROPE
must stand cold bending both in the condition delivered
and after hardening. Rods with cracks, burned places,
ridges produced by rolling, or evidences of having been
reworked must be rejected for Bridge and Floor Con-
structions.
In proof that the above Specifications are in common use
in Switzerland, the following statements obtained by inter-
views and correspondence in Zurich, Lucerne and Laus-
anne are submitted.
Information Obtained from Four Leading Consulting and Con-
tracting Engineers.
PROF. F. SCHULE
is the recognized independent authority in Switzerland on
Reinforced Concrete Construction. He is in charge of
the Station for Testing Materials connected with the Swiss
Polytechnic at Zurich. He is Chairman of the Commis-
sion on Reinforced Concrete, appointed by the Interna-
tional Association for Testing Materials, and the Author
of many technical Papers on this subject.
Prof. Schiile stated that pending the Report of the Swiss
Federal Commission on Reinforced Concrete in 1909, that
the two above Specifications governed all Reinforced Con-
crete Construction in Switzerland.
INTERNATIONAL SIEGWARTBALKEN-GESELLSCHAFT.
The central Office and Works of this Company, who control
the patented Siegwart Beam, are located in Lucerne.
They have 21 Agencies in 10 different Countries.
They wrote under date of July 9, 1908 :
"We use for reinforcement a Low Carbon Steel of the following
physical properties" : —
Tensile Strength.
40-50 kilos per mm.2 (56,892-71,115 Ibs. per sq. inch).
Elastic Limit.
22-25 kilos per mm.2 (31,291-35,558 Ibs. per sq. inch).
LOCHER & CIE.
These prominent Contracting Engineers of Zurich, have their
METAL USED FOR REINFORCEMENT 69
own patented System for Floors, Roofs and Beams, but
use Considered System as well as others. They wrote on
July 16, 1908.
"For reinforcement we use Soft Steel (Flusseisen) of the quality
prescribed in the Specification of the Swiss Federal Board dated
Aug. 19, 1892, and of a minimum tensile strength of 4000 kilos per
cm.2 (56,892 Ibs. per sq. inch).
BUREAU TECHNIQUE DE VALLIERE & SIMON.
These Consulting and Contracting Engineers of Lausanne,
own the patented de Valliere System of Beam Reinforce-
ment, but use the Melan and other systems as well. Under
date of July 31, 1908 they stated:
"We use Soft Steel (Flusseisen) in all our reinforced concrete
constructions."
Italy.
SPECIFICATION OF THE ITALIAN ASSO. FOR THE STUDY OF
MATERIALS OF CONSTRUCTION OF MAY 3, 1905, NOW IN
FORCE.
In Italy the current standard specification for Reinforced
Concrete Construction is that adopted on June 30, 1906
by the ''Italian Association (of Bologna) for the Study of
Materials of Construction". This specification was draft-
ed by a Committee of seven appointed ^y the Association
on May 3, 1905.
In this specification the metal for reinforcement must fulfill
the following conditions.
"A homogeneous basic open-hearth steel of a tensile strength 'of 36
to 45 kilos per mm.2 (51,203 to 64,004 Ibs. per sq. inch) and a 'co-
efficient of quality' of at least 900. This is equivalent to an elonga-
tion of from 20 to 25 per cent.
The Italian Ministry of Public Works issued on Feb. 29, 1908,
Official Standard Specifications for the Testing and Acceptance of
Steel Constructions. These specify the following qualities for rolled
structural shapes rounds and squares, such as are used for rein-
forcement, which are practically the same as those used fo~ the
Soft Steel of the previous Specification."
Tensile Strength.
Longitudinal, 38 to 46 kilos per mm.2 (54,048 to 65,426 Ibs. per sq.
inch). Transverse, 38 to 46 kilos per mm.2 (54,048 to 65.426 Ibs.
per sq. inch).
7O REINFORCED CONCRETE IN EUROPE
Elongation,
Longitudinal, 20 per cent.
Transverse, 17 per cent.
Coefficient of Quality.
Longitudinal, 920.
Transverse, 780.
Information Obtained from Ten Leading Consulting and Contract-
ing Engineers as to Metal Used in Italy.
Through interviews and correspondence with the following
ten firms, it was ascertained that no grade of steel is used
in Italy for reinforcement other than that meeting the
above Specification, which calls for a Soft Steel.
The list includes the principal Italian Consulting and Con-
tracting Engineers in Reinforced Concrete Work located
in Milan, Rome, Turin and Brescia.
Societa Ing. H. Bollinger, Milan. (System Baroni-Luling)
Societa Domenighnetti e Bianchi, Milan. (System Bianchi)
Societa del Cemento armato Gabellini, Rome. (System
Gabellini)
Societa Ing. G. A. Percheddu, Turin. (System Hennebique
& Siegwart)
Societa Odorico & Cie., Milan. (System Odorico)
Societa Italiana costruzioni e cementi armati, Milan.
Ing. Leonardi et Cie.
Societa Bresciana cementi e costruzioni, Brescia.
Societa Gianassi e Pollino, Turin.
Societa Italiana Chini, Milan.
Societa Romana di Costruzioni, Rome.
CEMENT USED IN REINFORCED CONCRETE. THE CHIEF
REQUIREMENTS OF FOREIGN CEMENT SPECIFICA-
TIONS COMPARED.
INTRODUCTION.
In Appendix No. 2, the chief requirements copied from 14
Specifications for Artificial Portland Cement are Classified
under 13 Headings. As space would not permit including
all Foreign Specifications, the following selection was
made representing the principal current specifications and
Recommendations of England, France, Germany, Austria,
Switzerland, Russia, and those of the International Asso-
ciation for Testing Materials.
For ENGLAND seven (7) Specifications are quoted, so as to
include all shades of opinions.
1. The British Standard Specification for Portland Cement,
as revised and adopted by the Engineering Standards Com-
mittee in June, 1907.
2. Certain changes in the above British Standard, recom-
mended during a personal interview in July, 1908, with
Bertram Blount, F. I. C., the representative of the institute
of Chemistry on the Committee. In his opinion these
changes make the Standard Specification particularly ap-
plicable for cement for reinforced concrete.
3. Certain changes in the above British Standard, recom-
mended during a personal interview in July, 1908, with
David B. Butler, author of "Portland Cement, Its Manu-
facture, Testing and Use" and member of the firm of
Henry Faija & Go's London Cement Testing Works and
Chemical Laboratory. Mr. Butler is a recognized author-
ity but was not a member of the British Cement Commit-
tee. In his opinion these changes make the Standard
Specification better adapted to Cement for Reinforced
Concrete.
4. Specifications for Portland Cement for Reinforced Con-
crete suggested by J. S. de Vesian, a Director of the
British Hennebique Co., in a paper read November 6,
72 REINFORCED CONCRETE IN EUROPE
1907 before the Civil and Mechanical Engineers' Society
of London.
5. Specifications for Portland Cement adopted in May,
1903, by the Canadian Society of Civil Engineers.
6. Specifications for Portland Cement for Reinforced Con-
crete, recommended by D. G. Somerville & Co., a leading
English firm of constructing engineers, in their Catalog
of 1907.
7. Specifications for Portland Cement for Reinforced Con-
crete quoted from Marsh and Dunn's "Manual of Rein-
forced Concrete," London, Feb., 1908.
NOTE ON THE IMPORTATION INTO ENGLAND AND ITS COLONIES
OF BOGUS PORTLAND OR "NATURAL" CEMENT.
There is a well-founded prejudice among British Engineers
against the use for Reinforced Concrete of any but well known
and reliable brands of Artificial Portland Cement ground very
fine, and these are, in large jobs, subjected to periodic testing!
to insure that there is no variation in quality.
This prejudice against any but the best Portland cement for
Reinforced Concrete work, and the stipulations as to makers
branding their cement bags or barrels, have been brought about
by the shipment of inferior grades of British Cement in the bags
of well known standard brands, but particularly by the importa-
tion into England and especially into the British Colonies, of
low and variable grades of Belgium "Natural" Cement in bags
labelled with 'slight variations of the Trade Marks of British
Standard Brands of Artificial Portland Cement.
Largely through the publicity given to the Reports of 1906
and 1907 from the British Consul-General for Belgium, and the
protests of British Engineers supervising concrete and reinforced
concrete work in the Colonies, the importation of Belgium ficti-
tious Portland Cement under false representation, has materially
declined, since 1906, although in 1908, some 100,000 tons of this
imported material was used in Great Britain.
Several failures of Reinforced Concrete Structures have been
directly traced to the unintended use of Belgian natural cement.
For FRANCE, only one ( i ) Specification is quoted ; that issued
by the Ministry of Public Works in June, 1902, because this
CEMENT USED IN REINFORCED CONCRETE 73
virtually governs the acceptance in France of all the Artificial
Portland Cement used in Reinforced Concrete construction.
For Government work this Specification of course governs
and is now in force, but for private work, French Engineers1
often simply specify that a certain well known and reliable Brand
shall be used, in which the setting time is known to be convenient
for the class of reinforced concrete construction contemplated.
A personal inquiry in Paris, showed that out of 25 manufac-
turers of Cement, 15 are members of the "Chambre Syndicate
des Fabricants de Ciment Portland de France," and for which
Syndicate the Journal "Le Ciment" is the official organ.
For GERMANY, two (2) Cement Specifications are included
in the Comparison of the requirements. First, the Government
Standard, covering the "Uniform Delivery and Testing of Port-
land Cement" and originally issued with an Official letter from the
Ministry of Public Works dated Berlin, July 28, 1887. A second
letter accompanying a revised Specification was issued on April
23, 1897 and this was again revised and issued on February 19,
1902, and which second revision is still in force (September,
1908).
Second, the Specification adopted by the Association of German
Portland Cement Manufacturers, at its Annual Meeting in Feb-
ruary, 1908.
This Association, originated in 1865, now includes by far the
majority of the German Portland Cement Makers in its member-
ship. It holds meetings annually, issues prizes to stimulate
investigation, and has its own Laboratory at which the Cement
made by each member is periodically tested. Members are
bound by the following agreement: —
"The members of this association are permitted to bring into the
market under the term 'Portland cement' only such material as is
prepared from an intimate mixture of lime and clay materials as
essential ingredients, burning to sintering and subsequently grinding
to the finest of flour. They obligate themselves not to recognize
as Portland cement any material which is prepared otherwise than
above stated, or which during or after the burning has been mixed
with foreign bodies, and to look upon the sale of other material
under the name of Portland cement as deceiving the purchaser.
These requirements are not to forbid the addition of not more
than 3 per cent, of other material to the Portland cement for the
purpose of regulating the setting time.
74 REINFORCED CONCRETE IN EUROPE
"The members of the association further obligate themselves to
furnish Portland cement which will in all respects meet the require-
ments of the Prussian ir;inister of public works.
"When a consumer requires cement for a particular purpose,
coarser ground than the requirements, or colored, its preparation
is allowable.
"If a member of the association offends the above given obligation,
he shall be expelled from the association. His expulsion is made
known publicly.
"The manufactured product of each member of the association is
tested yearly in the laboratory of the association at Karlshorst, near
Berlin, and the results are given out at the general meeting of
the association."
For AUSTRIA, one (i) Cement specification is quoted and
is now' in general use, vis.: — the "Rules for the Uniform Delivery
and Testing of Portland Cement adopted on April 27, 1907, by
the Austrian Engineering and Architectural Association."
For SWITZERLAND, one (i) Specification, the only one
in force today, vis. : — "Standard Specification for the Uniform
Nomenclature, Classification and Testing of Hydraulic Binding
Materials, issued by the Testing Station of the Federal Poly-
tecknic, 4th Edition, 1901."
For RUSSIA, one (i) Specification, that issued by the Min-
istry of Public Highways on April 15, 1905, and still in force.
THE INTERNATIONAL AS30. FOR TESTING MATERIALS,
recommended at their IV Congress held in Brussels, Sep-
tember 3-6, 1906, Methods of Testing Hydraulic Ce-
ments. While these are subject to revision at the next
Congress to be held in Copenhagen in Sept., 1909, the
chief requirements are included in the following Com-
parison.
COMPARISON OF FOREIGN CEMENT SPECIFICATIONS. (See Appen-
dix No. 2).
In the comparison of fourteen (14) Foreign Specifications
for Artificial Portland Cement, the requirements are classi-
fied under thirteen (13) Headings.
For brevity, references were omitted to instructions relating
to the manufacture, the sampling and the preparation of
the sample for testing and analysis, and which details
should form a part of every Cement Specification ; also-
CEMENT USED IN REINFORCED CONCRETE 75
references to the packing, branding, storage and the con-
ditions governing the acceptance of the consignments
which the sample represents.
Under each of the 13 Headings no mention is made of the
Specifications which do not contain a clause referring to
requirement mentioned in the Heading.
The Headings are as follows:
i.— Fineness.
2. — Chemical Composition.
3. — Specific Gravity.
4.— Weight.
5. — Soundness or Constancy of Volume.
6. — Distortion in Cold and Hot Water.
7. — Setting Time.
8. — Mode of Gauging.
9.— Neat Test (Tensile Strength).
io.— Sand Test (Tensile Strength).
1 1 . — Compressive Strength.
12. Blowing Test.
13. — Coolness.
CONCRETE USED FOR REINFORCED CONCRETE. THE CHIEF
REQUIREMENTS OF FOREIGN SPECIFICATIONS
COMPARED.
Foreign Specifications and Recommendations Compared, In-
cluding the Ingredients, their Proportioning and Mix-
ing and the Placing of the Concrete in Rein-
forced Concrete Construction.
INTRODUCTION.
The Specifications for Portland Cement, which is universally
recommended as the only Proper matrix for Concrete for
Reinforced Concrete Construction, have been compared
elsewhere in this Report.
In all Countries, the specified requirements for the other in-
gredients of Concrete are so similar that it is not necessary
to compare them by classifying under certain Headings,
actual quotations from each Specification, and the Recom-
mendations of the leading authorities, as was done in the
case of Cement.
All authorities unite in emphasizing the importance of using
only the best quality of Sand and of the other Aggregates
which make up the Concrete used for different kinds of
Work.
The importance of properly proportioning the ingredients,
and thoroughly mixing them, and using care in placing
the concrete is also universally recognized.
DISCUSSION OF THE FOREIGN CONCRETE SPECIFICATIONS UNDER
THE FOLLOWING HEADINGS: —
In the pages immediately following, the principal specified
Requirements are discussed under the following Headings,
but without, in most cases, actually quoting the text of
the current Specifications for England, France, Germany,
Austria and Switzerland, and all of which have been
studied in preparing this discussion.
i. — Sand.
2.— Aggregates.
CONCRETE USED FOR REINFORCED CONCRETE . 77
3. — Water.
4. — Proportions of the Ingredients.
5. — Mixing.
6. — Placing.
i. Sand.
The Sand should be composed of hard and coarse grains of
all sizes instead of one uniform size, as is the ''Standard" sand
referred to in Cement Specifications. Fine sand alone is not
suitable, and the finer the sand the greater is the quantity of
cement required for equal strength of mortar.
The British Joint Committee recommended "hard grains of
various sizes up to particles which will pass a quarter-inch
square mesh, but of which at least 75 per cent, should pass y$
inch square mesh".
The sand should be clean and free from ligneous, organic,
or other earthy matter. The value of a sand cannot always be
judged from its appearance, and tension tests, of the niortar
prepared with the cement and the sand proposed, should always
be made. To insure uniformity, these tests should be continued
at intervals of 7 days, 28 days, and 3 months both in the natural
state and after washing the sand. If the natural sand gives
higher tensile strength, washing can be dispensed with.
Washing does not always improve sand, as the finer particles
which may be of value to the compactness and solidity of the
mortar are carried away in the process. Washing is however
often necessary to properly clean the sand from objectionable
impurities.
Sea sand, if used should be freed from salt, or the concrete
will effloresce. In Marine reinforced concrete construction this
objection does not apply and sea sand is almost invariably used.
Salt does not affect the strength.
2. Aggregates.
The nature of the "Aggregate" has a direct influence on the
quality and strength of the concrete. While the selection is
ordinarily governed by the materials obtainable in the locality,
careful consideration should be given to the character of the
work and the desired qualities in the finished construction.
78 REINFORCED CONCRETE IN EUROPE
Local materials should be carefully tested and not employed if
found unsuitable, unless their inferior quality is taken into ac-
count in making the calculations.
When considerable fire-resistance is essential, limestone and
like materials liable to disintegrate or become calcined under
the action of fire must not be employed.
Flints are also liable to disintegrate under the action of fire
and the application of jets of water on the hot surface, but if
they are broken before being used as an aggregate this tendency
is much less marked.
The British Joint Committee summarize the choice of the
aggregate from the point of fire-resistance, as follows :
"The material to be used in any given case should be governed by
the amount of fire-resistance required as well as by the cheapness
of, or the facility of procuring, the aggregate.
Experiments and actual experience of fires show that concrete in
which limestone is used for the aggregate is disintegrated, crumbles
and loses coherence when subjected to very fierce fires, and that con-
cretes of gravel or sandstone also suffer, but in a rather less
degree.* The metal reinforcement in such cases generally retains
the mass in position, but the strength of the part is so much dinr'n-
ished that it must be renewed. Concrete in which coke-breeze, cin-
ders, or slag forms the aggregate is only superficially injured, does
not lose its strength, and in general may be repaired. Concrete of
broken brick suffers more than cinder concrete and less than gravel
or stone concrete."
Other conditions being similar, the aggregate should consist of
the hardest local stone obtainable, other than limestone and flint.
Both Broken Stone and what is known as "Shingle", that is
gravel with the sand screened out, are used. In either case it
must be clean and perfectly free from earthy or organic matters
of any kind. Shingle that has come in contact with acid or
alkaline solution, must in no case be used.
In some cases the rounded "Shingle" is preferable to broken
stone as so many stones have a flaky cleavage and th<e rounded
pebbles make a more even and sounder concrete than these flaky
pieces, owing to the ease with which the sand and cement can
fill the voids.
The aggregate should vary in size as much as possible between
the limits of size allowed for the work. In all cases, material which
* The smaller the aggregate the less the injury.
CONCRETE USED FOR REINFORCED CONCRETE 79
passes a sieve of a quarter-inch square mesh should be reckoned
as sand. The maximum allowable size is usually ^4 inch. The
maximum limit must always be such that the aggregate can pass
between the reinforcing bars and between these and the centering.
The sand should be separated from the gravel or broken ?tone
by screening before the materials are measured.
When the use of Furnace Ashes or Coke Breeze is allowable,
only such qualities should be employed as are free from dust
and unburnt coal and are thoroughly burnt. They should be as
free as possible from sulphur and other impurities. Pan Breeze
or Slack Coal should not be used as a substitute for, nor should
it be mixed with, Coke Breeze.
When using Ashes and Breeze as aggregates, the nretal rein-
forcements should be thoroughly coated with cement grout before
they are embedded. Plenty of water should be used in mixing,
as severe ramming will crush these materials and thus the par-
ticles will not be thoroughly surrounded with the mortar.
Allowance for the smaller resistance of these two materials
must be made in the designs, when they are employed.
Broken Slag, unless free from Sulphur, should not be used.
Judging a slag from the analysis of a small sample is not safe,
because its composition varies with changes in the operation of
the furnace or in the nature of the materials being smelted.
What is known as "twice burnt slag" for concrete is a furnace
slag broken to the specified size and then burnt in heaps to free
it from sulphur. It should afterwards be well washed and
weathered in the open air.
3. Water.
The water used in mixing should be fresh and clean, and free
from organic and inorganic matter, oil, acids and strong alkalies.
Sea water should not be used. The use of water strongly im-
pregnated with lime weakens the strength of the concrete.
As the amount of water to be added depends upon the tem-
perature at the time of mixing of the materials and the state of
these, and on other factors, no definite general recommendation
can be made. In all cases, however, a sufficient quantity to
thoroughly hydrate all the cement, must be used. Furthermore
the water must be measured so that exactly the same amount is
8O REINFORCED CONCRETE IN EUROPE
used for each batch, and it should not be put into the "Mixer'
with a hose, as this invariably results in a lack of uniformity in the
fluidity of the mix.
There is much difference of opinion as to the quantity of
water that should be used. Some constructors mix very dry. and
trust that ramming will make a homogeneous concrete and a thor-
oughly protective coating on the reinforcements, while others use
a fairly wet mixture, as less ramming is required.
Marsh and Dunn summarize recent practice in this regard as
follows :
"It seems that in a general way, the amount of water may vary within
certain limits, both too wet and too dry concretes being dangerous. It is
certain that the employment of moderately wet concrete better ensures
the protection of the reinforcements and cheapens the production, both on
account of the smaller amount of ramming required and the consequent
need for less rigid falsework.
In certain cases it may be better to use "wet" and in others "dry", but
there must be always sufficient water to hydrate all the cement. Where
the work is easily gotten at, and the ramming can be thoroughly effected
around the reinforcements, a "dry" concrete is probably the better, but care
is necessary that it must not err on the side of excessive dryness. The
broken stone should always be thoroughly well wetted before gauging, so
as not to absorb the water from the mo>rtar. There is also danger with
the use of "dry" concrete of forming lines of cleavage between the succes-
sive layers.
Where the piece is of small dimensions and the space around the rein-
forcements not easily gotten at for ramming, it is advisable to employ a
"wet" concrete, but in this case care must be taken to avoid the use of
excessive water, and a certain amount of working and ramming should be
done to eliminate the air and to prevent voids being left.
In some cases where pipes, etc., are formed by running grout of quick-
setting cement into moulds, ramming is entirely dispensed with."
4. Proportions of the Ingredients for Concrete.
The best proportions for the different materials necessarily
vary somewhat with the character of the reinforced concrete
construction.
The question of expansion and contraction must be considered,
as the richer the mixture, the more liable it is to expand and
contract under changes of temperature.
Where entire impermeability to liquids is a requisite such as
CONCRETE USED FOR REINFORCED CONCRETE 8l
in Reservoirs and for Sea Walls, Quays, etc., a larger proportion
of cement must be used.
The British Joint Committee makes the following recommenda-
tions :
"Proportions of the Concrete. In all cases the proportions of the
cement, sand, and aggregate should be separately specified in volumes.
As the strength and durability of reinforced concrete structures depend
mostly on the concrete being properly proportioned, it is desirable that in
all important cases tests should be made as described herein with the actual
materials that will be used in the work before the detailed designs for the
work are prepared.
In no case should less dry cement be added to the cement when dry,
than will suffice to fill its interstices, but subject to that, the proportions
of the cement and sand should be settled with reference to the strength
required, and the volume of mortar produced by the admixture of sand
and cement in the proportions arranged, should be ascertained.
For convenience on small works the following figures may be taken as
a guide, and are probably approximately correct for medium silicious sand :
Parts cement Parts sand Parts mortar
4- y-t 1.20
i 1.50
i# 1.90
2 2.35
2# 2.70
3
The interstices in the aggregate should be measured and at least suffi-
cient mortar allowed to each volume of aggregate to fill the interstices
and leave at least 10 per cent, surplus.
For ordinary work a proportion of one part cement to two parts sand
will be found to give a strong, practically water-tight mortar, but where
special water-tightness or strength is required the proportion of cement
must be increased.
The amount of cement added to the aggregate should be determined on
the work by weight. The weight of a cubic foot of cement for the purpose
of proportioning the amount of cement to be added may be taken at 90 Ibs."
D. G. Somerville & Co., London, recommend for general
work a mixture of I of cement, 2 of sand and 3 of broken stone
or shingle ; For beams or stanchions 1:2:4 and for floor slabs
i : 2^2 with 5 of shingle or broken stone or else 3 parts of coke
breeze, ashes or clinker.
Marsh & Dunn state that "an ordinary mixture of concrete is
in the proportion of 610 Ibs. of cement to 133/2 cubic feet of sand
and 27 cubic feet of stone. This is approximately 1:2:4 mix-
82 REINFORCED CONCRETE IN EUROPE
ture. Any other mixture by volume can be altered into a mixture
by weight by assuming the cement to weigh 90 Ibs. per cubic
foot. The proportioning should be effective by using the weight
of cement in one bag or barrel, as delivered by the manufacturers,
as a unit and adjusting the amount of sand and shingle to this
weight. If the cement is turned out of the bags or barrels for
the purposes of storing, it should be weighed again as rebagged
or packed, and each bag or barrel must contain no less weight
of cement than the above mentioned unit. Every facility must
be given to any inspector or clerk of works, representing the
engineer or architect, to properly supervise the process of
weighing. j
The sand and stone must be measured in gauge boxes of the
capacity necessary to contain the proper amounts for mixing with
the cement as specified above.
Cement Mortar. — The cement mortar, where used for uniting
surfaces should be composed of 1,220 Ibs. of cement to 27 cubic
feet of sand, this is approximately a 1 : 2 mixture, the proportion-
ing being effected in the same manner as described above. It
must be thoroughly mixed, until of an even color throughout,
with a sufficiency of water on clean close-boarded platforms of
sufficient size."
J. S. E. de Vesian, a Director of the British Hennebique
Company, states that the average mixture adopted in ferro-
concrete construction is as follows:
Portland cement 6 cwt.
Sharp sand 13^ cu. ft.
Washed gravel 27 cu. ft.
These quantities when properly rammed yield about 31 cu. ft.
of concrete.
Marsh & Dunn give the following method for determining
the proper proportions of the ingredients :
1. "Find the percentage of decrease of volume of the stone by ram-
ming. (This may be taken in most cases as 5 per cent., being a sufficiently
near approximation).
2. Find the percentage o<f voids in the broken stone or shingle.
3. Decide on the percentage of mortar in excess of voids that shall be
employed. (For such stone as is used in reinforced concrete with a mod-
erately wet mortar will be about 20 per cent.)
CONCRETE USED FOR REINFORCED CONCRETE 83
4. Find the weight of cement and volume of sand in a unit volume of
mortar as described (M. & D. p. 137).
5. Find from (i) the volume of stone when rammed to the unit volume
loose, and by adding to this the extra volume caused by the percentage of
mortar which is in excess of the voids, the volume of the concrete pro-
duced by a unit volume of loose stone will be obtained.
6. The volume of loose stone to form a unit volume of concrete is then
obtained by dividing i by the volume of concrete found above, and the
volume of rammed stone will be less than this quantity by the percentage
found in (i).
7. Find the volume of mortar which will be required for this volume
of rammed stone, from which may be determined the amount of cement
and sand required for a unit volume of concrete.
As an example: Suppose —
1. That the stone decreases 5 per cent, of its volume by ramming.
2. That it has 45 per cent, of voids when rammed.
3. That we use 20 per cent, of mortar in excess of the voids in the
stone.
4. That 1,000 pounds of cement and 24 cubic feet of sand are found to
make i cubic yard of mortar.
5. As the stone decreases 5 per cent, by ramming, i cubic yard of loose
stone will make 0.95 cubic yard when rammed, and will have 45 per cent,
of voids, therefore— 0.95 -f (0.95 X 0.45 X 0.20) = 1.03 cubic yards of
concrete.
6. As 1.03 cubic yards of concrete are made from I cubic yard of
loose stone, we shall require 1/1.03 == 0.97 cubic yard of loose stone to
make i cubic yard of concrete. The volume of the stone when rammed
will be 0.97 x 0.95 = 0.92 cubic yard.
7. The mortar is 20 per cent, in excess of the voids in the rammed
stone; we have therefore for the volume of mortar required to make I
cubic yard of concrete 0.92 x 0.45 x 1.20 = 0.50 cubic yard. But there are
1,000 pounds of cement and 24 cubic feet of sand in I cubic yard of
mortar ; we must therefore have 1,000 x 0.50 — 500 pounds of cement and
24 x 0.50 = 12 cubic feet of loose sand to make one cubic yard of concrete.
We have, then, for i cubic yard of concrete : — "
Proportions in cubic
Cement feet of aggregate per
Sand. Stone. bag of 224 pounds
Cubic feet I^oose. Loose. Proportions by volume of cement
Weight at 90 Ibs. per Cubic Cubic
pounds cubic foot feet feet Cement Sand Stone Sand Stone
500 5.55 12.0 26.2 I 2.16 4.72 5.38 11.74
5. Mixing.
The proper mixing of the concrete is of the greatest import-
ance, as the strength of the reinforced Structure depends greatly
on the evenness of the concrete employed.
84 REINFORCED CONCRETE IN EUROPE
In all cases the concrete should be mixed in small batches and in
accurate proportions, and should be laid as rapidly a«s possible
Retempering is not permissible.
Whenever practicable the concrete should be mixed by ma-
chinery, and "batch" machines are considered to give more uni-
form results than "continuous" machines.
The mixture of the ingredients should be such that the resulting
concrete is of an even color throughout and of a consistency that
when placed in the work it shall quake slightly when rammed.
A competent foreman should be in constant attendance to give
his approval of every batch before it is used.
Marsh and Dunn recommend that if the concrete is mixed
by hand, the operations must be performed on a clean close-board-
ed platform of sufficient size, the sand and cement being first thor-
oughly incorporated in a dry state by rakes and shovels until the
color of the cement is uniformly distributed throughout the
sand; after which the proper quantity of water should be added'
and the mortar thoroughly remixed ; the stones, which must have
been previously well wetted, must then be added and the whole
well mixed by rakes and shovels until of an even color through-
out.
D. G. Somerville & Co., London, state that where possible
they mix concrete by machinery, but when mixing by hand they
always turn the material at least twice while dry and twice when
water has been added, the actual turning while the water is
being added, not being counted.
6. Placing of Concrete,
The British Joint Committee state that the efficiency of. the
structure depends chiefly on the care with which the laying is
done. They make the following recommendations :
"The thickness of loose concrete that is to be punned should not exceed
three inches before punning, especially in the vicinity of the reinforcing
metal. Special care is to be taken to ensure perfect contact between the
concrete and the reinforcement, and the punning to be continued till
the concrete is thoroughly consolidated. Each section of concreting should
be as far as possible, completed in one operation ; when this is impractica-
ble, and work has to be recommenced on a recently laid surface, it is neces-
sary to wet the surface ; and where it has hardened it must be hacked off,
swept clean, and covered with cement grout. Work should not be carried
CONCRETE USED FOR REINFORCED CONCRETE 85
on when the temperature is below 34 degrees F. The concrete when laid
should be protected from the action of frost, and shielded against too
rapid drying from exposure to the sun's rays or winds, and kept well
wetted. All shaking and jarring must be avoided.
The Trussed Concrete Steel Co. of Detroit have issued excellent in-
structions governing the proper placing of Concrete in reinforced concrete
construction."
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS AND
RECOMMENDATIONS COMPARED UNDER THE CHIEF
SPECIFIED REQUIREMENTS.
INTRODUCTION.
In the pages immediately following, the chief requirements
of 7 Specifications lor Reinforced Concrete are classified
under 10 Headings.
The principal Specifications for England, France, Germany,
Austria, and Switzerland are included in the Comparison.
As the Specifications governing the acceptance of the differ-
ent materials used in reinforced concrete construction, viz :
the Portland Cement, the Matrix and the Metal, have each
already been discussed, all references to these materials,
given in the Specifications for Reinforced Concrete dis-
cussed below, have been omitted.
Under each of the ten Headings, quotations from the 7
Specifications are limited to important references to the
particular requirements.
For England, the Comparison includes three Specifications.
The Recommendations of the Joint Committee on Rein-
forced Concrete appointed under the auspices of the Royal
Institute of British Architects, and whose Report was
adopted at a General Meeting of the Institute held on May
27, 1907. The Specifications issued, in their Catalog of
1007, by D. G. Somerville & Co., a leading English firm
of Contracting Engineers. The recommendations made by
Marsh & Dunn either in their Treatise on "Reinforced
Concrete" published in 1906, or in their "Manual of
Reinforced Concrete" dated February, 1908.
For France, the Government Rules, signed by the Ministry
of Public Works on October 20, 1906, and republished in
1907 with the correction of some errors contained in the
first draft as issued. The history of the "Commission du
Ciment Arme," is given elsewhere when discussing the
various Technical and Official Bodies of each Country
interested in this Subject. From personal interviews with
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. 8/
the leading French Engineers of Reinforced Concrete, the
Writer learned that these are practically the only Specifi-
cations on Reinforced Concrete now recognized in France,
and that in cases where they are not used, the Contractor
is made responsible for the entire work under a heavy
forfeit in case of accident.
For Germany, the Prussian Government Regulations issued
by the Ministry of Public Works on May 24, 1907, are in-
cluded in the Comparison. These represent a revision of
the Regulations issued on April 16, 1904, and they will
doubtless be again revised as soon as the important "Com-
mission on Reinforced Concrete," appointed in 1905 by the
Prussian Ministry of Public Works, and elsewhere re-
ferred to, have finished their deliberations.
In the erection of Reinforced Concrete Constructions
throughout Prussia, the requirements of these current
Government Specifications of May 24, 1907, are obliga-
tory.
For Austria, only the Government Regulations . issued on
November 15, 1907, by the Ministry of the Interior, are
included. These now govern the erection of Stamped
Concrete and Reinforced Concrete Buildings and Street
Bridges in Austria. Prior to their adoption, the Prussian
Regulations were generally used, although the Building
Department of the Imperial Royal Railway issued in 1903,
"Special Rules for the Calculation and Erection of Rein-
forced Concrete for Open Constructions over Standard
Railway Lines". These Special Rules were applied mainly
in the construction of a new Alpine Railway.
For Switzerland, the Comparison includes the "Provisional
Specifications for the Designing, Construction and Inspec-
tion of Reinforced Concrete Buildings" drawn up by the
Swiss Engineering and Architectural Society in August,
1903. This specification is still in force (May, 1909), al-
though it will be superseded by those to be recommended
later in 1909, by a Commission on Reinforced Concrete
appointed by the State.
The International Commission on Reinforced Concrete, as
4
88 REINFORCED CONCRETE IN EUROPE
elsewhere referred to, will make an official report, through
Prof. F. Schiile at the fifth Congress of the International
Association for Testing Materials to be held in Copenhag-
en, Denmark, in September, 1909.
Headings.
The requirements of the above seven Specifications are
compared under the following headings:
1. Erection.
2. Precautions against Fire.
3. Water Proofing.
4. Surface Finish.
5. False Work.
6. Striking Centers.
7. Testing.
8. Loads.
9. Bending Moments.
10. Allowable Working Stresses.
11. Rules for Calculation.
12. General Regulations.
Summary of Requirements.
1. ERECTION.
Quotations from the seven foreign Specifications show that
the importance of keeping the reinforcing Metal in position,
and the constant intelligent supervision of every detail
during the placing of the Concrete, including the extra
precautions to be taken in cold weather, are fully recog-
nized.
2. PRECAUTIONS AGAINST FIRE.
Under "Resistance to Fire," a reference will be found on
page 7 to tests of the German Government, and the work
accomplished by the British Fire Prevention Committee,
with a list of their publications, will be found on page
200 of Appendix III.
The Resolutions of the International Fire Service Congress
of 1906 are quoted in Appendix III, Page 189; the Rules
of the Fire Offices Committee of London, on Page 202,
and the Recommendations of the "Joint Committee on
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. 89
Reinforced Concrete" as to Fire-Resistance, on Page 9.
The Continental Specifications contain no special reference
to precautions against fire, but quotations from three
British Specifications referring to this subject, are given.
A review of the above references together with the accom-
panying quotations, shows that Reinforced Concrete is
recognized Abroad ac the best known resistance to fire, if
the metal is properly protected and if the Concrete is
made up of proper ingredients.
In this connection, the definition of the terms "Fire-Proof"
and "Fire-Resisting," adopted by the International Fire
Prevention Congress of 1903, and given on Page 7,
should be consulted.
3. WATER PROOFING.
The four Continental Specifications reviewed, do not refer
to the water-proofing of Reinforced Concrete, but foreign
opinion and practice are concisely outlined in the quotation
given from Marsh and Dunn's Manual of 1908.
Foreign practice in the water-proofing of Concrete is dis-
cussed by W. Lawrence Gadd in "Concrete and Construe-
tural Engineering,'" London, Vol. Ill, pp. 154-157, May,
1908, under the following subdivisions :
"i. By painting the surface of the concrete, or cement, with
bituminous compounds, such as asphalt or other water repellant, the
object being to prevent water from coming in actual contact at all
with the work.
2. The application of washes to the surface of the hardened
concrete, the one wash to react with the other, with the object of
filling the surface pores with a precipitated insoluble compound.
3. The addition of small quantities of insoluble substances to
the cement or concrete itself, in order to fill the pores of the entire
mass, or of the surface coat or rendering, with finely divided
insoluble matter."
4. SURFACE FINISH.
Naturally, the four Official Continental Specifications re-
viewed, do not treat of this detail of Reinforced Concrete
Construction.
It is common practice on the Continent to finish off the
90 REINFORCED CONCRETE IN EUROPE
exposed surfaces of Concrete by promptly applying to the
rough surfaces, a more or less thin Mortar, depending upon
the character of the finish desired.
Many other more elaborate methods of finishing are in
successful use Abroad, but a discussion of them is outside
the limits of this Report.
The well-known dilapidated appearance of the Concrete and
Stone Dwellings, coated with pink colored plaster, and
noticeable in every Village throughout France and Ger-
many, has tended to emphasize the importance of care in
the method of finishing important permanent Reinforced
Concrete Structures.
The quotation under the above Heading is confined to the
Coloring of Concrete Facing.
5. FALSE WORK.
Foreign practice, as indicated by the quotations given, fully
recognizes the necessity of substantial and unyielding
Forms, and suggests that they be so designed, if possible
that they may be re-used wholly or in part. The necessity
is also recognized of maintaining inspection of the false-
work during construction, of retaining it in place until
some competent and responsible inspector authorizes its
removal, and in exercising care in its removal so thac the
remaining supports are not disturbed.
6. STRIKING CENTERS.
On Page 19, in discussing the causes of the accidents and
failures in Reinforced Concrete Construction, reference is
made to the premature striking of the centers and false-
work, that is before the Concrete had properly set. In
foreign practice, as is shown by the quotations from each
of the seven Specifications on Reinforced Concrete, the
necessity of intelligent judgment in this important matter
is fully recognized.
7.— TESTING.
The quotations from each of the seven foreign Specifications,
under this heading, include provisions for the testing of
the Concrete used and the test-loading of the finished
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. 91
structure after the Concrete has thoroughly hardened and
set.
Current foreign practice is to allow two and one-half to
three months to elapse before applying the test-load which
naturally should not exceed the maximum calculated load.
8. LOADS.
From six of the seven Specifications reviewed, a reference
to the loads or forces to be resisted by the structure is quot-
ed.
The dead load includes the weight of the structure itself
with any external permanent loads due to the coverings,
etc. To the live load, or superimposed load, which is
variable, an addition must be made in calculating the total
load, in order1 to allow for the effects of shock and vibra-
tion.
9. BENDING MOMENTS.
Six of the seven Specifications reviewed, contain provisions
under this Heading, which are quoted in full.
10. ALLOWABLE WORKING STRESSES.
Quotations under this Heading, are given, from all seven of
the foreign Specifications reviewed.
11. RULES FOR CALCULATION.
Under this Heading condensed references are given to the
Rules and Formulae governing the design, in each Country,
of Reinforced Concrete Construction.
12. GENERAL REGULATIONS.
From five of the seven foreign Specifications for Reinforced
Concrete, a few general regulations are quoted.
i. Erection.
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"Reinforcements to be placed and kept in proper position. Apart
from fire-resisting the bars to be not nearer than i inch from
surface of beams, and % inch from surface of floor slabs or other
thin structures.
Metal to be properly coated with cement.
Layers of Concrete before ramming not to exceed 3 inches.
Recently laid concrete should be wetted before adding fresh layer.
92 REINFORCED CONCRETE IN EUROPE
Hardened surfaces to be hacked up, swept clean and covered with
cement grout before adding new concrete.
No concreting to be carried on when temperature is below 34° F.
All shaking or jarring to be avoided.
Fresh work to be protected from frost and sun rays."
D. G. SOMERVILLE & CO., 1907.
"Concrete to be placed in layers not exceeding 6 inches thick,
and whenever possible, each section is to be finished completely
at end of each day's work. Where new work is started the
exposed section of old concrete, or concrete finished on previous day,
must be cleaned and covered with a thin grout of neat cement."
MARSH & DUNN'S BOOK ON REINFORCED CONCRETE, 1906.
"The falsework requires special care and forethought, so that
it may be as economical as possible, since it forms a large item in
the total cost of a reinforced concrete structure. The concrete must
be thoroughly well rammed, especially around the reinforcement, as
it is very essential that there shall be no pores, and that the con-
crete shall be thoroughly homogeneous.
Great care is necessary in placing and keeping of the reinforce-
ment in position, as the strength of the structure mainly depends on
the skeleton being in its calculated position. Welding should be
avoided if possible, and any bending must be done with great care,
so that no appreciable strength is lost thereby.
Sufficient thickness of concrete should be allowed on all sides
o>f any reinforcement, except where any parts are tied or otherwise
connected. This thickness should never be less than the diameter
or width of the bar.
Both foremen and laborers must be carefully selected, and the
foreman especially trained to apply the care and thought required,
in order that he may see that the structure is exactly as designed,
and that all fixtures, etc., are properly moulded in the places assigned
to them. A careless laborer should be dismissed at once, as there
must be no risk o<f bad workmanship."
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
''Fixing in position of reinforcement to be of sufficient rigidity
to resist shocks and loads during construction.
Concrete, except when poured into moulds, to be rammed in
layers suitable to size o.f aggregate and spacing of reinforcements,
but never greater than 2 inches after ramming except when stones
are used as aggregate.
Reinforcements to be so spaced from each other and sides of
moulds that ramming may be perfect and the concrete be forced into
contact with them.
Thickness of concrete outside reinforcements never to be less
than 0.6 to 0.8 inches.
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. 93
Stopping of concreting to be avoided as much as possible. When
it is necessary, hardened concrete is to be cleaned, roughened, and
watered before fresh concrete is added.
Concrete to be kept moist for 15 days after moulding.
Work to be stopped in frosty weather unless efficaciously protected.
If any part of work is injured by a frost it must be cut out."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"The concrete to be mixed exactly in the specified proportions.
When measuring vessels are used, they are always to be filled in
exactly the same way.
The concrete to be used immediately after mixing and before
setting has begun. It is not to remain unused longer than one hour
in warm and dry weather, or more than two hours in cold and wet
weather. To be protected before use from sun, wind or heavy
rain, and to be turned over just before use.
The ramming must be continued without a break.
The concrete to be put in place in layers not more than 15 cm.
(6 inches) thick, and rammed to an extent proportioned to the
wetness of the mass.
For ramming, properly shaped stamps of appropriate weight must
be used. Reinforcing rods to be thoroughly cleaned from dirt,
grease and loose rust. Care to be taken that all reinforcing rods
are properly spaced and tightly packed in concrete. When the
reinforcement is arranged in several layers, each layer to be packed
separately in concrete.
A thickness of at least 2 cm. (0.8 inches) of concrete to be left
beneath all reinforcing rods in beams, and at least I cm. (0.4 inches)
in floors.
Further layers of concrete should as far as possible be put in
place while the earlier layers are still fresh; in all cases the surface
of the earlier layer must be roughened.
Hardened surfaces to be roughened, swept, wetted, and covered
with a thin cement grout immediately before adding a fresh layer.
In the construction' of columns, the concrete must be introduced
from one side, remaining open for inspection as long as possible.
In the construction of walls and columns, the upper story not to
be commenced until the lower has hardened sufficiently. Three days'
notice to be given to the authority before commencing the upper
story. 0
During frost, only such work to be done as can be protected from
the effects of frost by suitable precautions.
After prolonged frosts, work not to be recommenced without
official permission. Frozen materials must not be used. Until suf-
ficiently hardened, concrete to be protected from frost, premature
drying, shaking and overloading.
94 REINFORCED CONCRETE IN EUROPE
Time book to be kept. Days of frost to be entered with record
of temperature."
AUSTRIAN GOVERNMENT REGULATIONS, NOV. 15, 1907.
"Minimum distance of reinforcements for side of moulds to be
0.4 inch.
Only skilled workmen and experienced formen to be employed.
Concrete of consistency of moist earth in layers not greater than
6 inches.
Wet concrete in layers not exceeding 8 inches. Concrete not
dropped from greater height than 6 feet.
Reinforcements to be carefully placed and fixed, and well covered
by the mortar of the concrete.
Interruption of concreting only where concrete is not exerting
full allowable resistance.
Hardened concrete to be roughened, cleaned and wetted with I to
I neat cement grout before more is added.
Concrete not to be laid in frosty weather unless precautions are
taken.
Concrete to be kept wet until sufficiently hardened.
Use of members moulded in advance not allowed without special
permission.
Provision for protection against penetration of water."
SWI&S ENGINEERING & ARCHITECTURAL SOCIETY. PROVISIONAL
SPECIFICATION OF AUG., 1903.
"Reinforcements to he placed in exact position shown on the
drawings and their sizes must be carefully checked.
If metal is rusty it must be cleaned before putting in place.
Work of erection only to be entrusted to those thoroughly
conversant with this method of construction.
Only trustworthy foremen having experience in this class of
work to be employed."
2. Precautions Against Fire.
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"No limestone to be used.
Best materials for fire-resistance:
1. Coke breeze, cinders or slag.
2. Broken Bricks.
3. «Gravel or stone.
Rigidly attached web members, loose stirrups, bent-up rods or
similar means of connecting the metal in the lower or tension sides
of beams or Floor Slabs with the upper or compression sides, are
very desirable.
Metal to be covered by concrete I inch thick for floor slabs, il/t
to 2 inches thick for other parts — all angles to be splayed or rounded.
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. 95
For highest Fire-Resistance the Concrete should be covered with
special fire-resisting materials."
D. G. SOMERVILLE & CO., 1907.
"All reinforcing Steel must be protected by at least Y^ inch of
concrete, and must not be painted."
MARSH & DUNN'S MANUAL, FEB., 1908.
"The following is a suggested standard for a Floor which is
fire-resisting in the highest degree likely to be required in buildings.
(a) It should be capable of withstanding the effects of a
continuous fire at a temperature of 1,700° to 2,000° F., for three
or four hours without more than surface damage.
(b) It should prevent the passage of flames through it under
these conditions and during that time.
(c) It should not suffer more than surface damage by such fire,
followed by the application of a powerful stream of water from a
fire hose while the material is still hot.
(d) It should sustain its proper load without excessive deflec-
tion during and after the fire.
In general, reinforced concrete construction depends for its fire-
resistance not on the style of reinforcement, but chiefly on the
nature of the concrete and its ability to withstand cracking or
disintegration and to its heat insulating value as a steel protection."
3. Waterproofing.
MARSH & DUNN'S MANUAL, FEB., 1908.
"The proper and efficient waterproofing of Concrete structures
is a matter which requires very special consideration.
Walls not exposed to a great range of temperature or variation
in humidity should not crack, especially if reinforced. Soap and
alum solutions will probably be quite efficient in such cases, and
some slaked lime mixed with the concrete may be sufficient to pro-
duce watertightness ; even untreated concrete if sufficiently dense
may prove impervious.
Ordinary asphalt tar, or other mastics frequently employed, may
become hard and brittle, and eventually crack and allow the moisture
to penetrate.
Burlap is frequently used with asphalt and tar to give them
elasticity, and although such waterproofing layers are frequently
effective, particularly to resist small heads, the burlap is not
waterproof of itself, and if the asphalt or tar becomes cracked
its employment offers no additional protection.
Ordinary asphalt and tar are liable to be attacked by the alkalis
in the cement and the salts always found in the earth.
Washes, paints and coatings will resist the penetration of moisture
temporarily, but if cracks occur their value is entirely lost.
A very good method of waterproofing is the "Hydrex," which
96 REINFORCED CONCRETE IN EUROPE
consists in inserting in the substance of the wall or floor, layers
of strong, flexible felt, so coated in manufacture that all the pores
are closed, the layers of felt being cemented together with an
, impervious, elastic compound, generally high grade waterproofing
asphalt specially prepared.
Four or five layers thus cemented together are usually sufficient
for ordinary cases, although from 6 to 10 layers may be necessary
for reservoirs and similar structures.
The waterproofing layer should not be attached to the concrete,
but should be perfectly free to move under the expansion and
contraction of the structure. It should be placed on the side
against which the water pressure will act, or from which the
moisture may gain admission, and be covered with a protecting
layer of concrete, mortar or bricks.
An excellent method to adopt is to secure one layer of the water-
proofed felt against the surface to be protected, then place the
required number of layers of felt cemented together as described
above, covering these with another layer of felt which is secured
to the outer protecting covering of concrete. The waterproof
stratum is thus left entirely free and is well protected."
4. Surface Finish..
MARSH & DUNN'S MANUAL, FEB., 1908.
"A colored facing mixture is sometimes applied to concrete, in
which case the sand for the colored mortar must be perfectly dry
and the cement, sand and coloring matter should be mixed dry
before the water is added. The coloring of the mixture when
. freshly made must be deeper than that actually required in the
finished surface as the colors will bleach considerably on drying out.
Mr. H. G. Richey gives the following proportions for the coloring
matter. . ;
Color of Weight to be used with one
facing Coloring matter to be employed barrel or 376 Ibs. of cement
Black Manganese dioxide 45
Brown Best roasted iron oxide 25
Brown Brown Ochre 15 to 20
Blue Ultramarine 19
Buff Ochre* 51
Green Greenish-blue ultramarine 23
Grey Germantown lamp-black (boneblack) 2
Red Raw iron oxide 22
Bright red Po-npeian or English red 22
Purple Prince's metallic 20
Violet Violet iron oxide 22
Yellow Ochre 22
Common lamp-black or Venetian red should not be used as they
are liable to run and fade.
* This will considerably reduce the strength.
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. 97
5. False Work.
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"To be rigid and unyielding during laying and ramming of
concrete.
To be easily removed without jarring concrete.
Timber to be covered with limewash."
D. G. SOMERVILLE & CO., 1907.
"All centering to be carefully erected by our men, and to be
absolutely rigid and true. All joints must be close so as not to
allow leakage of grout."
MARSH & DUNN'S MANUAL, FEB., 1908.
"All timbering used for temporary purposes in connection with
reinforced concrete work should be strongly and firmly erected,
and all faces against which the exposed surfaces of the concrete
will be deposited must be planed smooth and free from knot holes
and other imperfections, and covered with a suitable material
to prevent the concrete adhering to the surface of the timber. If
at any time it is found that the falsework or moulds are insufficiently
rigid or in any way defective, the contractor should strengthen or
improve the strutting, shuttering, moulds or non-adhesive covering
if risk of injury to the work is to be avoided. For moulds and
falsework it is advisable to select a timber which is not too dry, as
such material swells in an irregular manner, but under no circum-
stances should ? green timber be used.
The moulds and falsework used in the erection of concrete
structures should be:
1. Rigid.
2. Simple in construction.
3. Easily erected and removed.
4. So constructed that the surfaces should not deform the con-
crete by reason of the expansion due to moisture.
5. So designed, if possible, that they may be re-used either
wholly or in part in various portions of the work.
6. So prepared that the concrete will not become attached to the
surfaces, and that the face left requires no patching up.
7. Carefully cleaned before the concrete is deposited."
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
"To be of sufficient rigidity to withstand without noticeable deflec-
tion loads and shocks occurring during construction and in removal
of moulds, etc."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"To possess sufficient resistance to bending and shaking during
ramming, and to be arranged so as to be removable without Janger
to the necessary supports remaining in place.
98 REINFORCED CONCRETE IN EUROPE
At least three days1 notice of the completion of false-work
and commencement of concreting in any story to be given to the
authority.
All shaking to be avoided during removal."
AUSTRIAN GOVERNMENT REGULATIONS, NOV. 15, 1907.
"To be rigid and unyielding during laying and ramming concrete.
To be removable without shock. Proper cambers to be provided.
No appreciable loading until forms and supports are removed."
SWISS ENGINEERING & ARCHITECTURAL SOCIETY. PROVISIONAL
SPECIFICATION, AUG., 1903.
"Care to be given to design and erection, so that it is capable of
allowing ramming of concrete in thin layer without injury."
6. Striking Centers.
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"Depend on dimensions or thickness of structure, amount of
water used in mixing, state of the weather during deposition and
setting, and whether or not it is to. be loaded directly after removal
of centering.
Casings for columns and sides of beams and bottoms of floor
slabs not more than 4 ft. span not to be removed under 8 days.
Bottoms of beams or floor slabs of greater span than 4 ft. to re-
main up at least 14 days.
For large span arches centering not to be removed under 28 days.
If frost occurs during setting of concrete, period to be extended
by time of duration of frost."
D. G. SOMERVILLE & CO., 1907.
"Unless otherwise specified, all centering for columns and ceilings
to be of dressed timber with close joints, the concrete being left
from centering. The surface of floors and roofs, unless specified,
being left from spade finish.
Frost: All concrete work to be entirely suspended in frosty
weather, and all new work to be covered up at night when frost
is expected, and centering must be left in position at least 14
days longer. than usual, and is o>n no account to be removed until
frost has entirely disappeared.
Floor centering must not be removed under 10 days, and bottom
of beams and sides of columns under 21 days."
MARSH & DUNN'S BOOK ON REINFORCED CONCRETE, 1906.
"A large percentage of the accidents which have occurred in this
form of construction have been due to the premature striking of
the falsework."
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
"Moulds, etc., to be removed without shocks by purely static
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. < 99
forces, and only after the concrete has sufficient resistance to sustain
without injury the stresses to which it will be subjected."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"The time between moulding and removal of casings and false-
work to depend on the weather, and on the span and weight of the
structural members. The casings for columns, centering for floors,
and side casings for beams may be removed not less than 8 days,
that for the bottoms of beams not less than 21 days, after moulding.
For large spans and sections, the time may be extended in certain
cases up to 6 weeks.
Special care to be taken in removal if concrete is finished shortly
before commencement of a frost.
If frost occurs during the setting of concrete, the above periods
are to be increased by the time of duration o-f the frost."
AUSTRIAN GOVERNMENT REGULATIONS, NOV. 15, 1907.
"Supporting parts are not to be removed until concrete has suf-
ficiently hardened and never before 4 weeks after completion of
ramming, but sides of forms are to be removed after 4 days.
If frost occurs during setting of concrete, period to be extended
by time of duration of frost. Shocks to be avoided."
SWISS ENGINEERING & ARCHITECTURAL SOCIETY,. PRO VISIONAL
SPECIFICATION, AUGUST, 1903.
"Before striking it must be ascertained that concrete is sufficiently
set.
Centering for slabs or beams not exceeding 10 ft. span not to be
removed in less than 10 days after moulding.
For beams of 10 to 20 ft. span, and for columns, falsework to
remain for 20 days, and for longer spans, 30 days.
In buildings with several floors, the removal of supports to begin
on the top floor and proceed downwards.
Before striking, report to be made stating if all parts cf the
work have been properly carried out."
7. Testing,
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"Test pieces of concrete in forms of cubes not less than 4 inches
on edge, or cylinders, not less than 4 inches diameter, and having
length not less than diameter, should be tested before designing
important work and during erection.
Average of not less than 4 cubes or cylinders for each test. Test
to be made 28 days after moulding.
1:2:4 concrete to have strength of not less than 2,400 lbs>
per sq. inch.
Loading tests not to be made till 2 months after completion.
Test load not to exceed iy2 times superimposed loading.
100 REINFORCED CONCRETE IN EUROPE
Consideration to be given to adjoining parts of structure in case
of partial-loading.
No test load to be applied which would cause metal to be stressed
more than 2/3 of its elastic limit."
D. G. SOMERVILLE & CO., 1907.
"The Architect of Engineer in charge of the work to have the
right to test any unit area of the floor one month after centering
has been removed."
MARSH & DUNN'S BOOK ON REINFORCED CONCRETE, 1906.
"Acceptance test should never be so severe as to- endanger the
structure tested. A moderate test loading, not more than the maxi-
mum load for which the structure has been designed should be em-
ployed and the deflection carefully taken.
It must be remembered that in a reinforced concrete structure,
unlike one of steel, the resistance increases with the age up to
periods of 3 years or more, and that it is unfair to the materials
to strain them severely during the initial stages of the hardening of
the concrete.
No test loading should be attempted until the structure has been
completed for three months, nor should the full loading come upon
it until after this period.
A structure properly designed and erected will, after three
months, bear the maximum load for which it was calculated with
very small deflection, and this deflection will practically disappear
on the removal of the load. A test of this description is quite
sufficiently severe for acceptance purposes, especially when we know
that the resistance must increase with the age of the concrete."
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
"Conditions o.f test and time that shall elapse before structures
are brought into use must be inserted in contract, and also the
maximum deflections, as far as practicable.
The time to elapse before use of structures must be 90 days for
structures of primary importance, 45 days for ordinary constructions
and 30 days for floors.
Measurements to be taken during tests which are likely to be of
scientific interest to engineers.
Test loads on floors shall be the dead and superimposed loads acj-
ing over the whole area of the floor, or at least upon a complete
panel.
The loads to be left on for at least 24 hours, and deflection to
cease after 15 hours."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"Compression cubes to be provided, 30 cm. (12 inches) side, to
be dated and sealed. Tests may be made by the authority in any
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. IOI
approved manner. Tests may be made on the works by means of
an officially controlled press.
Portions of building in positions determined by building authority
are to be exposed if desired, so that the mode of construction can
be seen. Special tests .may be made to determine hardness and
strength.
Should doubt exist as tc hardness and correct mixing, test pieces
may be cut out of the finished building.
If loading tests are considered necessary, they are to be carried
out under the instructions of the building authority. Loading tests
are not to be made in less than 45 days after setting, and are to be
strictly limited to what is considered necessary by the authority.
When a floor is tested, the load added is not to exceed one-half
the weight of the floor and one-and-a-half times the evenly distrib-
uted working load. When the working load is more than 1000-
kg. per sq. m. (205 Ibs. per sq. ft.), this may be diminished down
to once the working load.
When a strip in a floor or decking is to be tested, the load is to be
evenly distributed in the midst of the floor, over a strip of length
equal to the span and width one-third of the span, "but in any case
not less than I m. (39 inches). In this case the test load must not
exceed the weight of the strip and twice the working load. The
weight of floors is to be reckoned as defined below. In testing
columns or piers, unequal loading of the building, and loading of
the foundations beyond the permissible limit, are to be avoided."
AUSTRIAN GOVERNMENT REGULATIONS, NOV. 15, 1907.
"Breaking tests of whole or part to be made on request.
No test before expiration of 6 weeks after completion of ramming.
Loading to be such that effect is same as dead load plus 1^2 speci-
fied superimposed load. No cracks or permanent deformations.
For breaking tests, load to be gradually increased.
Breaking load not to be less than 3*4 times the total dead and
superimposed load, less the weight of the member."
SWISS ENGINEERING & ARCHITECTURAL SOCIETY, PROVISIONAL
SPECIFICATION, AUGUST, 1903.
"Test loads to be at least 50 per cent, greater than working loads
allowed in calculations.
Test loads not to be put on until 45 days have been allowed for
setting.
If possible, deflections at different stages of loading to be noted."
8. Loads.
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"Weight of concrete to be taken as 150 Ibs. per cu. ft.
Weight of any covering to floors must be added to dead load.
Superimposed load should be multiplied by \y2 for public halls,
IO2 REINFORCED CONCRETE IN EUROPE
factories, workshops, etc., and by 2 floors carrying machinery,
roofs of vaults under passage ways, courtyards, etc.
In the case of columns or piers in buildings, which support three
or more floors, the load at different levels may be estimated in this
way. For the part of the roof or top floor supported, the full acci-
dental load assumed for the floor and roof is to be taken. For
the next floor below the top floor 10 per cent, less than the acci-
dental load assumed for that floor. For the next floor, 20 per cent,
less, and so on to the floor at which the reduction amounts to 50 per
cent, of the assumed load on the floor. For all lower floors the acci-
dental load on the columns may be taken at 50 per cent, of the loads
assumed in calculating those floors."
D. G. SOMERVILLE & CO., 1907.
"The floors shall be of sufficient strength to carry load specified
in addition to their own weight.
The floors to take twice the calculated safe live load, and show
a deflection of not more than 1/360 of the span, such deflection to
disappear after the removal of the test load."
MARSH & DUNN'S MANUAL, FEB., 1908.
"When designing any structure the total load will consist of the
weight of the structure itself (the weight of reinforced concrete may
be taken as 150 Ibs. per cu. ft.) with any external permanent loading
due to the coverings, etc., and the imposed loading.
Where, in addition to the imposed load, the effects of shock or
vibration must be provided for, it is usual to increase the actual load
by a coefficient as follows : —
For varying loads with vibration as for floors of assembly rooms,
factories, workshops, highway or foot bridges or similar cases, 1.50.
For considerable vibration such as is produced by moving
machinery on floors, on railway bridges or for heavy rolling
traffic 2.00"
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
"The loads on roofs to be in accordance with Ministerial regula-
tions of Feb. 17, 1003, dealing with metallic roofs for railways, un-
less exceptions are justifiable.
Floors and other parts of buildings, retaining walls, walls of reser-
voirs or conduits under pressure where affecting public safety, to
be designed for maximum loads they may have to carry."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"Weight of concrete shall be taken as 2,400 kg. per cu. m. (150 Ibs.
per cu. ft.) unless a different weight is definitely determined.
The weight of any covering to floor must be added to dead load.
For parts of structures subjected to considerable vibration or to
:greatly varying loads, such as floors of public and dancing halls,
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. IO3
factories or workshops, the superimposed load to be multiplied
by i*/2.
For parts subjected lo heavy shocks, such as roofs of vaults under
passages or courtyards, the superimposed load to be multiplied by 2."
SWISS ENGINEERING & ARCHITECTURAL SOCIETY, PROVISIONAL
SPECIFICATION, AUGUST, 1903.
"Weight of any covering, etc., to be added to dead load.
In determining superimposed load allowance to be made for any
shock or vibration it may produce."
9. Bending Moments.
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"Spans. These may be taken as follows: — For beams the dis-
tance from center to center of bearings. For slabs supported at the
ends, the clear span plus the thickness of slab. For slabs con-
tinuous over more than one span the distance from center to center
of beams.
Bending Moments. In the most ordinary case of a uniformly
distributed load of -w- Ibs. per inch run of span the bending mo-
ments will be as follows : —
(a) Beam or slab simply supported at the ends. Greatest bending
moment at center of span of -1-inches is equal to wl2/8 inch Ibs.
(b) Beam continuous over several spans, or encastre or fixed in
direction at each end. The greatest bending moments are at the ends
of the span, and the beam should be reinforced at its upper side
near the ends. If continuity can be perfectly relied on, the bending
moment at the center of the span is wl2/24, and that over the sup-
ports -wl2/i2. If the continuity is in any way imperfect, the bend-
ing moment at the center will in general be greater, and that at
the supports less, but the case is a very indefinite one. It appears
desirable that generally in building construction the center bending
moment should not be taken less than wl2/i2. The bending mo-
ment at the ends depends greatly on the fixedness of the ends in level
and direction. When continuity and fixing of the ends, whether
perfect or imperfect, is allowed for in determining the bending
moment near the middle of the span, the beam or slab must be de-
signed and reinforced to resist the corresponding bending mo-
ments at the ends. When the load is not uniformly distributed the
bending moments must be calculated on the ordinary statical prin-
ciples."
MARSH & DUNN'S MANUAL, FEB., 1908.
"In structures of reinforced concrete in which the beams or
slabs are secured at their supports, the ends of these pieces are
very seldom absolutely fixed, and consequently the bending moments
will vary with the nature of the fixing. The variation of the mo-
IO4 REINFORCED CONCRETE IN EUROPE
ments from those of a freely supported beam according to the
amount of fixing must of necessity be left to the judgment of the
designer. For ordinary cases it will be sufficient if the bending
moments are considered as the mean between those for freely
supported and absolutely fixed at the ends. The shearing forces
will not alter with the amount of fixing. Under this assumption
the bending moments and shearing forces will be as given in
Table XVI.
TABLE XVI.
For a uniformly For a load concentrated
distributed load at the center
At the centre Me = H Me = -\ 7-
12 ID
At the supports MA = MA — ^
At the supports K = —
For other loadings on pieces with partially fixed ends the max-
imum bending moment on the span may be found as for a freely
supported piece multiplied by 2/3 for the central bending moment,
and 1/3 for the bending moment over the supports. It must, however,
be borne in mind that these values are only approximations and that
if the security of the ends is considerable the bending moments
over the supports will be higher than the values given above while
those on the spans will be less."
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
"For freely supported or continuous beams usual values may be
applied.
For partially fixed ends the bending moment at center of span for
uniformly distributed load to be .
If L and B are the spans of a rectangular slab the bending moment
as for a beam of span B can be decreased by co-efficient — — =r^- ,
or span L, the bending moment as for beam of span L with the co-
efficient of reduction of —. — ."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"Span for beams to be free opening plus one support.
Span of continuous decking to be distance from center to center
of supports.
For freely supported decking, the free span plus the thickness
of the decking.
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. IO5
Bending moments and reactions to be determined by formulae for
freely supported or continuous beams according to mode of support
and distribution of load.
For continuous decking, the bending moment at center o.f span
is to be taken as four-fifths of that which would exist in a freely-
supported panel, unless the moments and reactions can be ascer-
tained.
The above rule holds good for beams, excepting that no end
moment is to be taken into account unless special arrangements have
been made to fix the ends.
Decking and beams only to be reckoned as continuous if resting
on solid supports in one plane, or on reinforced concrete beams.
Continuity not to be assumed over more than three spans."
AUSTRIAN GOVERNMENT REGULATIONS, NOV. 15, 1907.
"Spans for freely supported and continuous beams to be from
center to center of support.
Beams extending over several supports must be computed as for
continuous beams, incidental unfavorable loading being taken into
account. Continuity not to be assumed as extending over more
than three spans.
Elastic deformation in supports of continuous beams to be taken
into account.
In beams the possibility of fixing moments at the supports must
be provided for by suitable reinforcements.
If L and B are spans of rectangular slab, and L is not more
than one and a half B, slab being reinforced with equal area of
metal both ways bending moment as for beam of span B can be
decreased by co-efficient 4 w ."
Iw ~|- -D
SWISS ENGINEERING & ARCHITECTURAL SOCIETY, PROVISIONAL
SPECIFICATION, AUGUST, 1903.
"Most unfavorable disposition of loading to be allowed for.
In continuous or encastre beams the bending moments at center
of spans not to be less than 2/3 the moments at the supports, due
to the loading and amount of fixing, and reinforcement over
supports is to be provided.
If amount of fixing cannot be determined, the moment at center
of span must not be less than 20 per cent, that for a freely sup-
ported beam and that at supports to be at least half of that at
center."
10. Allowable Working Stresses.
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"The British Reinforced Concrete Committee advise that the
working stresses should be as follows:
106 REINFORCED CONCRETE IN EUROPE
If the concrete is of such a quality that its crushing strength is
2,400 to 3,000 Ibs. per sq. inch after 28 days, and the steel has a
tenacity of not less than 60,000 Ibs. per sq. inch, the following
stresses may be allowed —
lybs. per sq. in.
Concrete in compression in beams subjected to bending 600
Concrete in columns under simple compression 500
Concrete in shear in beams 60
Adhesion of concrete to metal 100
Steel in tension 15,000 to 17,000
When the proportions of the concrete differ from those stated
abo>ve, the stress in compression allowed in beams may be taken
at 1/4, and that in columns at 1/5 of the crushing stress of cubes
of the concrete of sufficient size at 28 .days after gauging. If
stronger steel is used than that stated above, the allowable
tensile stress may be taken at 1/2 the stress at the yield point of
the steel.
The British Committee made no suggestion for the safe stresses
on hooped compression members. See French Government Rules
for these."
D. G. SOMERVILLE & CO., 1907.
"Safe compressive strength, 12,000 Ibs. per sq. inch.
Safe tensile strength, 16,000 Ibs. per sq. inch.
Ratio of modulus of concrete to steel 10 : I."
MARSH & DUNN'S MANUAL, FEB., 1908.
"Under this heading they quote the recommendations of the
British Reinforced Concrete Committee and the French Govern-
ment Rules."
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
Minimum when diameter o>f longitudinals i/io least dimension
of member, ties or transverse reinforcements spaced apart a distance
equal to least dimension of member. Maximum when diameters
of bars equal to 1/20 least dimension of member and spacing of
ties, etc., 1/3 least dimension of member.
Resistance of concrete in tension taken into account for calcula-
tion of deformations but not resistance.
Concrete in compression not to exceed 28 per cent, crushing
strength of 8 inch cubes of plain concrete 90 days old.
When hooped or when transverse or oblique, reinforcement dis-
posed to prevent swelling of concrete above resistance may be in-
creased in proportion to volume of bars and their suitability of ar-
rangement, but safe resistance to be never greater than 60 per cent.
crushing strength.
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. IOJ
Concrete in shear and adhesion of concrete to steel 28 per cent,
of crushing strength of concrete.
Steel in tension and compression not more than 1/2 strength at
elastic limit reduced to 40 per cent, for members such as slabs
subjected to alternating stresses.
For members subjected to stresses, varying within wide limits
safe resistances to be reduced, but not more than 25 per cent."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"Es -ic
EC"'
unless definitely determined to be different.
Resistance of concrete in tension to be neglected, except that in
parts exposed to weather, moisture, corrosive gases or other
injurious influences, it must be shown that the tensile stresses are
insufficient to produce cracks in the concrete. The permissible stress
is then 2/3 of the tensile strength. In the absence of tests as to
tensile strength of concrete it is to be reckoned as not more than
i/io the compressive strength.
Concrete in beams, 1/6 ultimate compressive resistance.
Concrete in simple compression, i/io ultimate resistance.
Concrete in shear, 64 Ibs. per sq. inch or 1/5 ultimate.
Adhesion of concrete to steel same as in shear.
Steel in tension or compression not to exceed 1,000 kg. per sq. cm.
(14,220 Ibs. per sq. inch).
As far as possible, the reinforcements to be of such form that
displacement relative to the concrete is prevented."
AUSTRIAN GOVERNMENT REGULATIONS, NOV. 15, 1907.
"Co-efficient elasticity of concrete in compression 1,990,000 Ibs. per
sq. inch.
Co-efficient elasticity of steel in tension or compression 29,850,000
Ibs. per sq. inch.
Es
EF=15'
Resistance of concrete in tension neglected in calculating strength.
Concrete working stresses
Weight of cement in Ibs. to cubic
yard of sand and stone 720 535 428
Proportions in Volume 1:3 1:4 I • 5
Bending or eccentric loading I^bs. per square inch
Compression 570 512 454
Tension 341 327 305
Simple Compression 398 355 312
Shearing 64 64 50
Adhesion 78 78 64
Soft Steel Tension 13,500
Medium Steel 14,200
Steel Shear 8,530
IO8 REINFORCED CONCRETE IN EUROPE
Stirrups or transverse connections must be provided in sufficient
numbers.
Ends of reinforcing bars must be so shaped to ensure security
against slipping unless the surface of the bar is so formed as to
resist displacement relative to the concrete.
If any other proportions used for concrete safe resistance are
to be calculated by rectilinear interpolation from the values for the
weight of cement per cu. yd. of sand and stone as given abov-e."
SWISS ENGINEERING & ARCHITECTURAL SOCIETY, PROVISIONAL
SPECIFICATION, AUGUST, 1903.
"Es
^ = 20.
EC
Resistance of concrete in tension neglected.
Concrete in compression 498 Ibs. per sq. inch.
Concrete in shear 56 Ibs. per sq. inch.
Steel in tension (in beams) 14,223 Ibs. per sq. inch.
Steel in tension (in slabs) 17,068 Ibs. per sq. inch.
Steel in compression 9,956 Ibs. per sq. inch.
ii. Rules for Calculation.
BRITISH REINFORCED CONCRETE COMMITTEE, MAY, 1907.
"The deformation in a piece subjected to bending directly pro-
portional to the distance from the neutral axis — i. e. straight line
stress — strain relation.
Width of slab acting with T-beam to be not more than 1/3 span
or 3/4 distance center to center of reinforced ribs, whichever is
least.
Shearing and adhesion stresses should be calculated and special
provision made to resist these if necessary.
Calculations given for eccentrically loaded columns and for long
columns vertically loaded when the length exceeds 18 times least
diameter.
Calculations for long columns made by Gordon's formula with
value for constant of 3.^,000.
In T-beams, when neutral axis falls below bottom of slab the
resistance of the concrete in the rib is neglected.
The thickness of slab for T-beams determined by stiffness
required for floor in general, is from 1/12 to 1/18 of the span."
MARSH & DUNN'S MANUAL, FEB., 1908.
"A condensation of the Rules given by them on pages 101-217,
and covering each of the main applications of reinforced Concrete,,
is impossible."
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
"Straight line stress-strain relation.
Width of slab acting with T-beam to be not more than 1/3 span
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. 109
or 3/4 distance center to center of reinforced ribs, whichever is least.
Shearing and adhesion stresses to be calculated and special pro-
vision made to resist these if necessary.
Columns calculated for eccentric loading.
Calculations given for hooped columns.
Calculations for flexure to be made for columns when height
exceeds 20 times least diameter.
Account to be taken of temperature and shrinkage stresses as well
as loading if structure cannot expand and contract freely."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"The deformation in a piece subjected to bending directly pro-
portional to distance from neutral axis.
Width of slab acting with T-beam to be not more than 1/3 span.
Shearing and adhesion stresses to. be calculated and special pro-
vision made to resist these if necessary.
In Columns, the possibility of eccentric loading is to be taken into
account.
Beams and floors must not be assumed to be continuous over
more than three spans. When the working load is more than
1,000 kg. per sq. m. (205 Ibs. per sq. ft.) the most unfavorable
distribution of load is to be taken into account.
In determining position of reinforcement, the possibility of
negative moments is in all cases carefully to be considered.
Calculation for flexure of columns to be made whenever height
exceeds 18 times least diameter.
Transverse connections in columns not to be further apart than
30 times diameter of rods. Euler's formula to be used for cal-
culating flexure, a factor of safety of 5 being allowed for the
reinforcement.
Slabs supported on nil sides, with reinforcing rods crossing one
another when the length a is less than il/2 times the breadth b,
under evenly distributed load, to be calculated according to the
formula M = ^ .
12
The thickness of slabs, and of the flat portion of T beams in no
case to be less than 8 cm."
AUSTRIAN GOVERNMENT REGULATIONS, NOV. 15, 1907.
"In pieces subject to flexure maximum tensile stress in concrete
to be calculated on assumption of a modulus of elasticitv of 796,000
Ibs. per sq. inch for concrete in tension.
Shearing and adhesion stresses calculated, and special provision
made to resist these if necessary. If deformed bars are used
adhesive resistance may be assumed as exceeding values given
above by 10 per cent.
HO REINFORCED CONCRETE) IN EUROPE
Column reinforcement calculated separately for flexure, ties not
spaced farther apart than least diameter of column.
Sectional area of metal in columns not less than 0.8 per cent, of
total sectional area of column. If sectional area of metal exceeds
2 per cent, of total sectional area of column, the excesses beyond
2 per cent, only are to be taken into account to the extent of 1/4 its
value.
Eccentric loading of columns to. be taken into account.
Calculations for flexure made for columns when height exceeds
20 times least radius of gyration. Free length being that between
fixed ends.
Hooped column formulae."
SWISS ENGINEERING & ARCHITECTURAL SOCIETY, PROVISIONAL
SPECIFICATION, AUGUST, 1903.
"Straight line stress-strain relation.
Shearing stresses to be calculated and if exceeded reinforcement
to be introduced by bending up bars or otherwise to resist it.
For columns any eccentric loading must be taken into considera-
tion.
The reinforcement is to be calculated to resist bending as if
unsupported by concrete by Euler's formula with factor of safety
of 4, half distance between the bindings being assumed as the
unsupported length."
12. General Regulations.
D. G. SOMERVILLE & CO., 1907.
"All materials and labor shall be of the best quality in every
respect. Materials being submitted to the Architect for his ap-
proval before the work is commenced.
Dimensions oi girders, columns, slabs, etc., shall be considered a
minimum, and where we are responsible for the design all work
actually connected with the reinforced concrete construction must
be carried out by our own men, under our direct supervision, and no
one is allowed to give any order in any way, altering the construc-
tion or method of construction without a written order from the
Head Office."
MARSH & DUNN'S MANUAL, FEB., 1908.
"They quote the Specification of the Trussed Concrete Steel Go.
of Detroit, Mich."
FRENCH GOVERNMENT RULES, OCT. 20, 1906.
'"Quality and proportions of concrete to be specified in the
contract."
PRUSSIAN GOVERNMENT REGULATIONS, MAY 24, 1907.
"Special authorization required for erection of any building or
part of a building in reinforced concrete.
REINFORCED CONCRETE. FOREIGN SPECIFICATIONS, ETC. Ill
Application for permission must be accompanied by drawings,
statical calculations and descriptions.
Description must state origin and nature of materials to be used
in concrete, the proportion in which they are to be mixed, the pro-
portion of witer and the compressive strength to be attained by
30 cm. (12 inches) cubes after 28 days. If required by the author-
ity, tests of compressive strength may be made before commencing
work.
Application to be signed by the building owner, the designer,
and the contractor charged with the erection. Any change of con-
tractor to be at once notified."
SWISS ENGINEERING & ARCHITECTURAL SOCIETY, PROVISIONAL
SPECIFICATION, AUGUST, 1903.
"Designs prepared so that drawings and calculations show clearly
general arrangements, allowed loads, calculations of strength and
details of parts.
It is permissible to depart from the regulations if the variations
are based on actual trial and upon the opinions of competent
persons."
LISTS AND DESCRIPTION OF FOREIGN GOVERNMENT AND
PRIVATE TESTING STATIONS, CONGRESSES, TECHNI-
CAL INSTITUTIONS, ASSOCIATIONS, AND COMMIT-
TEES, WHO HAVE ENDORSED REINFORCED
CONCRETE AS A MATERIAL OF CONSTRUC-
TION OR WHO HAVE ADOPTED RESO-
LUTIONS, SPECIFICATIONS, OR
RULES RELATING THERETO.
INTRODUCTION.
Although a method of Reinforced Concrete Construction was
patented in England as early as 1854, and although a
Reinforced Concrete Boat was exhibited in Paris as early
as 1855, and several Applications suggested by Coignet in
1861, and this form of construction actually applied by
Monier in 1867, it has only been of late years commercially
adopted, and its present universal recognition, as a safe
and economic form of construction of wide applicability,
may be said to be the development of the past five years.
Credit for the present popularity Abroad of Reinforced Con-
crete Construction is due to the concerted efforts of the
Cement Makers of Germany, France, and England, re-
sulting in the rapid improvement and maintenance of the
strength, fineness, and quality of the artificial Portland
Cement now delivered to meet the demands of those
Engineers who have been foremost in extending the Ap-
plications of Reinforced Concrete.
Credit is also due to the active propaganda, of the past few
years, maintained by the owners or agents of new forms
of Reinforced Concrete Construction.
Its present universal recognition, as a safe and economic
form of construction of wide applicability, has, however,
been primarily due to the thorough study of late years of
the theory underlying this form of economic construction,
by the many Official and Scientific Institutions, to some
extent in England, but to a greater extent on the Continent.
As, without the endorsement of these important Technical
FOREIGN TESTING STATIONS, INSTITUTIONS, AND COMMITTEES 113
Institutions of each Country, the other efforts to extend
its applications could not have been so successful, this
Report, written to reflect foreign opinion in practice,
would be incomplete without including a List of the Official
and Technical Institutions of each Country who have
studied and endorsed Reinforced Concrete, as a safe and
economic Material of Construction, or who have adopted
Resolutions, Specifications, or Rules relating thereto.
A List of these important Bodies, arranged under each
Country, immediately follows, and a description r.f the
work accomplished by each Institution, will be found in
Appendix No. 3.
International.
1. Congres International des Methodes D'Essai des Mater-
iaux de Construction.
2. International Association for Testing Materials.
3. International Commission on Cement.
4. International Commission on Reinforced Concrete.
5. International Railway Congress of 1905.
6. International Congresses of Architects of 1906 and 1908.
7. International Fire Service Congress of 1906.
England.
1. Joint Committee on Reinforced Concrete.
2. Special Commission on Concrete Aggregates.
3. The Concrete Institute.
4. Government Department's Official Endorsement of Rein-
forced Concrete.
5. The British Fire Prevention Committee's Tests on Rein-
forced Concrete Construction.
6. Fire Officers Committee of London.
7. Local Government Boards ; Rules of.
8. Municipal Building I^aws.
9. Engineering Standards Committee on Cement.
10. Engineering Standards Committee on Structural Steel.
11. Commercial Testing Laboratories, a List of Six.
114 REINFORCED CONCRETE IN EUROPE
France.
LIST OF COMMISSIONS.
1. Commission Du Ciment Arme.
2. Commission des Methods D'Essai des Materiaux de Con-
struction 1895 and 1900.
3. Ministere des Travaux Publics.
LIST OF TESTING LABORATORIES.
1. Laboratoire de L'Ecole des Fonts et Chaussees.
2. Laboratoire du Conservatoire National des Arts et
Metiers.
3. Laboratoire Municipale D'Essais des Materiaux.
4. Laboratoire des Fonts et Chaussees.
5. Laboratoire De LeCampredon.
Germany.
SCIENTIFIC AND COMMERCIAL ASSOCIATIONS AND GOVERNMENT
COMMISSION.
1. Deutscher Verein fur Ton-, Zement-und Kalkindustrie,
E. V.
2. Verein deutscher Portland Zement Fabrikanten E. V.
3. Deutscher Beton Verein (e. V.)
4. Verein deutscher Eisenhiittenleute.
5. Deutscher Architekten und Ingenieur Verein.
6. Verein deutscher Ingenieur.
7. Architekten Verein, Berlin.
8. Deutscher Beton Verein in Verbindung mit dem deut-
schen Architekten und Ingenieur Verein.
9. Verhand der Massivbau- und Deckenindustrie.
10. German Commission on Reinforced Concrete appointed
by the Prussian Ministry of Public Works.
GOVERNMENT TESTING STATIONS.
1. Konigliches Material-Prufungsamt der Koniglich Tech-
nischen Hochschule.
2. Koniglich Sacbsische technische Hochschule.
3. Koniglich Technische Hochschule.
4. Materialprtifungsanstalt der Koniglich technischen Hoch-
schule.
FOREIGN TESTING STATIONS, INSTITUTIONS, AND COMMITTEES 1 15
5. Priifungsanstalt fiir Baumaterialien an den technischen
Staatslehranstalten.
6. Grossherzogliche chemisch- technische Priifungsanstalt
Abteilung fiir Baumaterialpriifung.
7. Priifungsanstalt fiir Baumaterialien an der konigl.
Baugewerkschule.
8. Herzogliche Technische Hochschule.
COMMERCIAL TESTING STATIONS.
1. Chemisches Laboratorium fur "Tonindustrie Verein"
und Laboratorium des Vereins Deutscher Fabriken
Feuerfester Produkte.
2. Laboratorium fur alle chemischen und technischen Un-
tersuchungen von hydraulischen Bindemitteln.
3. Chemisch-technische Priifungsanstalt.
4. Chemisch-technische Versuchsstation.
5. Laboratorium des Vereins deutscher Portland-Zement-
fabrikanten.
6. Chemische-technisches Laboratorium fiir hydraulische
Bindemittel nebst Priifungsanstalt fiir Baumaterialien.
7. Chemisch-technische Versuchsstation.
Austria.
1. Mechanische Versuchsanstalt der Kaiserlich koniglichen
technischen Hochschule.
2. Oesterreicher Ingenieur- und Architekten- Verein.
3. Allgemeiner Ingenieur Verein.
4. Priifungsanstalt fiir Baumaterialien an der I Stadtge-
werbeschule in Wien I.
5. Stadtische Material Priifungs station.
6. Versuchsanstalt fur Bau- und Maschinenmaterial des k.
k. Technischen Gewerbe - Museums.
7. Oesterreichischer Beton Handels-Verein.
Switzerland.
1. Schweizerischer Ingenieur- und Architekten Verein.
2. Eidgenossenschaftliche Materialpriifungsanstalt am
Schweizerischen Polytechnikum.
3. Anstalt zur Priifung von Baumaterialien am Schweizer-
ischen Polvtechnikum.
Il6 REINFORCED CONCRETE IN EUROPE
Hungary.
I. The Hungarian Society of Engineers and Architects.
Italy.
1. Association italienne pour 1'etude des materiaux de con-
struction.
2. Laboratorio per experienze 6ui materiali da costruzione.
Spain.
I. Laboratoire d'etudes et d'essais des materiaux de con-
struction.
Holland.
I. Proef station voor Bouwmateriallen en Bureau voor
chemisch Onderzoek Koning & Bienfait.
Denmark.
1. Priifungsanstalt fur Baumaterialien der konigl. Tech-
nischen Hochschule.
2. F. L. Smidth & Co. techn. Bureau.
BIBLIOGRAPHY ON REINFORCED CONCRETE, CONCRETE
AND CEMENT, INCLUDING THE BOOKS AND PER-
IODICALS PUBLISHED IN EACH COUNTRY.
Books.
In proof of the importance, and the rapidly increasing inter-
est which is being taken in Reinforced Concrete, the writer
begs to refer to his three lists of Books, (i) English and
American, (2) French, and (3) German, Austrian and
Swiss, forming Appendix No. 4 to this report. No such
complete list has ever before been compiled, and much
time was spent in obtaining the full title, date and price of
each book, as far as it was possible to do so. The fol-
lowing summary shows that no less than 214 books deal-
ing with Reinforced Concrete, Concrete and Cement have
been published since 1905, or else are now in press.
Total No. No. of books, 1905
Books printed in issued to date, or in press
England and United States 126 88
France 61 18
Germany, Austria, Switzerland . • 155 108
Totals 342 214
Periodicals.
Thirty (30) periodicals are now published in England,
France, Germany, Austria-Hungary, Switzerland, Holland,
Denmark, Italy, Spain and in the United States devoted
entirely or prominently to the interests of Reinforced
Concrete, Concrete and Cement.
In addition there are eighty-one (81) periodical publications
which frequently publish articles on these subjects.
Early in 1908 a "Concrete Institute" was incorporated in
England on lines similar to that of the "Iron and Steel
Institute."
In each of the above countries, the leading Engineering-
and Architectural Journals have of late years adopted the
Il8 REINFORCED CONCRETE IN EUROPE
policy of regularly devoting either "Special Issues," or
"Supplements" or else a considerable portion of their read-
ing columns, to the subject of Reinforced Concrete.
The following is a summary of the carefully prepared lists
of all these periodicals, the full titles, addresses and sub-
scription prices of which will be found in Appendix No.
4 to this Report.
Demoted entirely or Frequently publish
prominently to articles on
Country in which * v •
periodical is Reinforced concrete,
published concrete and cement
International i o
England 5 4
France 2 15
Germany and Austria-
Hungary 10 33
Switzerland o i
Holland o i
Denmark o i
Italy i 2
Spain 2 o
United States 9 24
Totals 30 81
No better evidence could be submitted of the present im-
portance and rapidly increasing popularity of Reinforced
Concrete Construction, than the above tables showing
the number of recent books, and the increasing mass of
periodical literature, now devoted to this subject.
APPENDIX NO. 1.
ALPHABETICAL LIST OF THE 144 FOREIGN SYSTEMS OF
REINFORCED CONCRETE CONSTRUCTION, WITH THE
ADDRESSES OF THE INVENTOR OR OWNER OF EACH
SYSTEM, AND A CONCISE DESCRIPTION OF ITS
SPECIAL FEATURES.
ACKERMANN.
Ackermann, in Dohren-Hannover (Germany).
The Ackermann floor consists of concrete bricks, 25x15
x 10 c. m., with a groove on the under side in which fit
hollow steel reinforcing beams.
ADAMANT.
The Adamant Company, Ltd., Birmingham.
Partitions with a reinforcement of round bars supported
by secondary reinforcements when required.
AEROLITE.
Eugen J. Kis, Budapest, V. Pozsonyi et 9 (Hungary).
AMBROSIUS.
The main supports consist of angles of unequal legs, the
longer leg being vertical and the shorter leg horizontal,
and to which latter a metallic network is fastened which
extends the whole width of the slab.
AST-MOLLINS.
Ed. Ast & Co., Lichtensteinerstr. 41, Vienna (Austria).
This system is similar to Hennebique, and consists in using
round vertical bars, held in their correct position by flat or
sometimes round iron stirrups. It is applicable to all
forms of reinforced concrete construction.
BARON-LULING.
Societa Ing. H. Bellinger, Milan (Italy).
BAYER.
Hans Bayer, Breslau (Germany).
I2O REINFORCED CONCRETE IN EUROPE
A system of ribbed floors, made up of V-shaped sections
moulded in advance, and which are placed in a row and
covered with a layer of concrete. The reinforcement
consists of round bars located in a short projection from
the point of the V.
German Patent No. 184,914, July i, 1905.
BECHER.
M. Czarnikow & Co., Berlin, W. (Germany).
In this system, applicable to columns, the reinforcement
consists of four or more round rods held in their position
by plates containing holes. The columns are of cheaper
construction than iron columns, and allow the adoption of
any architectural effect.
BENY.
The Beny floor consists of concrete bricks with a groove on
the under side and in which the steel strips fit.
BIANCHI.
Societa Domenighetti e Bianchi, Milan (Italy).
BONNA.
Establishment A. Bonna, 78 rue d'Anjou, Paris.
The inventor uses special steel sections like a Latin Cross,
also double cross sections, and sometimes ordinary T's
and angles.
All the reinforcements of the various elements (primary
and secondary beams, columns and supports) are secured
together. The columns are reinforced by profile bars tied
together by horizontal flats secured to the main bars by
bolts or rivets. The reinforcements, being thus all tied
together, serve to support the falsework, men and mate-
rials during construction. The floors are usually rein-
forced in the same manner as the beams, with cross-
• shaped bars at the top and bottom secured together by
verticals or flat iron, and held transversely by upright
notched flat bars, extending across the whole width of the
slab. For pipes and reservoirs, spiral or circular hoop-
ing is used against which are placed longitudinal distribu-
tion rods, which are notched out to receive the hoop bars.
APPENDIX NO. I 121
BORDENAVE.
(No one has continued the exploitation of this system
since the death of the inventor in Jan. 1905).
This system brought out in 1887, is applicable to pipes,
sewers and reservoirs. Special small I-sections of steel
are used for reinforcement, together with round rods for
secondary reinforcements, and also for the floors and
covers to reservoirs. The hooping of pipes i«s wound
spirally, the distribution bars resting against the spiral
and being tied to them with wire ties.
BOUSSIROW ET GARRIC.
S. Boussiron, 16 rue Milton, Paris.
This system is applicable to floors, beams, columns and
reservoirs. The principal reinforcement is round bars,
often bent up at the ends, the arrangement of the rods
varying with each application. One special feature is
the use in beams, of a hoop-iron V-shaped stirrup; with
columns, wire loops are used.
BRAMIGK.
Bramigk (Bauinspector) in Germany.
This hollow floor is made up of a series of drain pipes,
between each of which one or two round iron reinforcing
rods are placed before filling in the intermediate space
with cement mortar.
BRITISH.
The British Reinforced Concrete Engineering Co., Ltd ,
Royal London Buildings, 196 Deansgate, Manchester.
A system of universal application using plain round and
square bars gripped with patented paragon stirrups made
of rolled bar.
BRUCKNER.
A. Bruckner, Aachen (Germany).
A reinforcement, for walls consisting of two triangular
frames, spaced according to the desired thickness of the
wall. Rods extend from one frame to the other and on
these rods plates are hung.
German Patent No. 168,528, July 4, 1903.
122 REINFORCED CONCRETE IN EUROPE
BRUNO.
In this system of pressure pipes, the reinforcement is made
by two spirals wound in opposite directions, and by which
arrangement a network is formed which can be further
strengthened by supporting rings if desired.
BULLA.
Artur Bulla, Werneuchen i/Mark (Germany).
A system of reinforced concrete • floors, consisting of
previously moulded inverted square topped U-shaped
pieces which rest between ribs, laid crosswise. These hol-
low pieces are spaced at bottom by perforated plates, and
on which latter rest the reinforcing rods ; above these rods
are U-shaped stirrups to care for shearing stresses. The
whole is covered with concrete.
German Patent No. 183,682, Nov. 5, 1905.
CHAIN CONCRETE.
The Chain Concrete Syndicate, I Basinghall Square, Leeds.
A system of universal application using round longitudinal
bars, each three connected by McDonell's patent clips.
CHASSIN.
Chassin et fils, 151 rue de Bagnolet, Paris.
A system, chiefly used for water conduits and reservoirs,
in which longitudinal round rods are supported by a
strong circular frame of small T-sections, and further by
U-shaped rods.
CHAUDY.
Societe des Travaux en Ciment de la Plaine, 15 rue du
Louvre, St. Denis (France).
F. Chaudy, 6 rue Gerando, Paris.
In this system of wide application, the reinforcements are
always symmetrical, as in the calculations the concrete is
neglected, except for tying the members together and re-
sisting the compressive stresses due to shearing. Round
rods, but sometimes angle iron are used; the stirrups are
of round rods and always bent over the top rod, or
where a series of upper and lower rods are used, they are
APPENDIX NO. I 123
embraced by a rectangular hooping of flat iron. For
floors the tooth or rack system of arranging the round
rods is employed.
COIGNET.
Edmund Coignet et Cie, 20 rue de Londres, Paris IX.
As early as 1861 Francois Coignet pointed out the advan-
tages resulting from a combination of metal and concrete ;
later his son Edmund Coignet published his theory as to
the disposition of the two materials, the metal to resist
the tension, and the concrete the compression. His sys-
tem developed with N. de Tedesco is of wide application.
He always uses double reinforcement for beams, the
upper longitudinals being of less diameter than the lower
ones ; the two are connected by stirrups of round iron, the
branches being frequently twisted together over the tops
of the upper rods, or the upper and lower bars are con-
nected by a light zigzag web of hoop iron, fastened alter-
nately to the upper and lower bars, thus forming a light
truss. The patented arrangement of rods, small profiles
and flats, and the methods of tying, differ for reservoirs,
pipes, piles, walls, columns, etc.
CONSIDERE.
Considere, Pelnard & Losier, 103 & 128 Bd. du Montpar-
nasse, Paris.
In this method of reinforcement particularly applicable to
columns and piles, the compressive strength is augmented
by preventing horizontal distortions by means of hoops or
helicoidal spirals placed at or near the face of the column.
Vertical rods are used in connection with this hooping to
care for flexual stresses. The confined concrete carries
all the direct compression. For beams, compression rein-
forcement, when required, is provided by spiral coils of
steel rounds located near the top surface.
German Patent, 149,944, May 10, 1902.
CORRADINI.
A reinforced beam, similar to the Siegwart-beam, but hav-
ing a hexagonal cross-section.
124 REINFORCED CONCRETE IN EUROPE
COTTANCIN.
Agencie General de la Construction P. Cottancin, 125 rue
de Montreuil, Paris.
Manager: M. Lavesvre.
M. Cottancin, 47 Bd, Diederot, Paris.
American Cottancin Construction Co., 332 E. 35th Street,
New York.
A. Vye-Parmintor, Archt. (Agent for Great Britain) 27
Ave des Acacias, Paris.
In this system patented in 1889, the inventor considers that
the adherence between the metal and concrete is an entire-
ly unreliable quality, which should be totally neglected.
He uses a woven network of wire or round rods, acting
in tension, with meshes varied according to the intensity
of the stresses and with stiffening ribs at frequent inter-
vals.
COULAROU.
M. Coularou, 6 rue Beaurepaire, Paris.
In this method of beam reinforcement, the lower round rods
extend throughout the whole length, while those along the
top remain parallel to the upper surface till approaching
the centre of the span, when they are bent down at an
angle of 45 degrees and are hooked round the lower
reinforcing rods ; the stirrups inclined at an angle of 45
degrees are round rods hooked over both the upper and
lower reinforcing rods. Other arrangements of rods are
used for floors, walls, columns, stairs, and roofs.
CRACOANU.
Hollow concrete floor without beams and eonsisting,of sim-
ple prismatic hollow forms without grooves, and with
a network of round iron embedded in the upper spaces or
seams between the bricks.
CRUCIFORM.
The Cruciform Reinforced Concrete Co., 12 Savage Gar-
dens, London, E. C.
Telegraph poles and piles with reinforcement consisting of
APPENDIX NO. I 125
a cruciform construction made up of large and small
angles, either rivetted together or bound with wire.
CUSTODIS.
Actiengesellschaft Alphons Custodis, Diisseldorf (Germany).
Round bars supported by secondary reinforcements when
required.
CZARNIKOW.
A system of floors consisting of slabs moulded on the spot,
and reinforced with horizontal flat iron strips, bent in
snake-like form.
DAWNAY.
Archibald D. Dawnay & Sons, Ltd., Steelworks Road,
Battersea, S. W.
A system of floors, one type using small steel joists, another
square steel bars, in each case laid between the larger
main joists.
DEGON.
This system is based on the belief that the various elements
should be completely tied into a skeleton, and the
stirrups not left loose. The reinforcement employed in
beams is therefore double, composed of two or more sets
of round rounds ; the bottom and heavy rods are bent up
at the ends so that those at the top may be hooked around
them. The vertical reinforcements are round rods bent
in several forms, the most simple being a rectangle with
a wavy bottom member, the lower reinforcements resting
in the depressions. The floors are reinforced with rods
running across the beams, with snake like transverse rods.
Wrapping wires also pass in a longitudinal direction along
the web of the beam.
DEMAY.
Demay Freres, 30 rue Payen, Reims (France).
66 Bd. de Strasbourg, Paris.
This system is peculiar in the employment of flat bars for
the main reinforcements, and in the very thorough manner
in which all the reinforcements are secured together. A
126 REINFORCED CONCRETE IN EUROPE
double reinforcement is used in the case of beams. For
floors a network of round rods is used, tied to the upper
beam reinforcements; the two series of rods are fastened
together with wire ties at every other intersection in both
directions.
DEUMLING.
A system of suspension and latticed floors covered by
German Patent No. 82,931.
DIETRICHKEIT.
Herr Dietrichkeit, Archt., Coin a. Rh. (Germany).
This is a system of flat floors in which the reinforcement
consists of twisted strips spaced from 10 to 20 cm. apart
according to the length of span and the load, and fastened
to rods anchored in the walls. For long spans the rein-
forcement is further strengthened by diagonals.
DONATE.
A modification of the Monier System, for slab reinforce-
ment, using flats placed on edges and sometimes single or
double T-shapes for the carrying bars. Pieces of sheet
iron bent in the form of an S are sometimes used.
DOUCAS.
Konigin Marienhiitte, Cainsdorf (Germany).
This is a special shaped reinforcing bar of round, or in larg-
er sizes, a diamond shaped section, with two opposite
webs or wings attached, which are waved in the operation
of rolling.
German Patent 157,837.
DUMAS.
A system much resembling that of Monier.
EBERT.
Herr Ebert (Baumeister), Leipzig-Platzwitz (Germany).
This is a system of flat flooring in which the reinforcement
consists of steel strips set on edge and bent up at the ends
where they rest on the lower flanges of the supporting
I-beams. The upper part of the floor is moulded around
wooden blocks, which are subsequently removed.
German Patent 139.339, June 15, 1901.
i APPENDIX NO. I 127
EGGERT.
Diss & Co., Dusseldorf (Germany).
This system, which is applicable to flat and also arched
floors, renders the use of supporting beams unnecessary.
There are two special features, one, that the round bars
are inclined up at each end and the ends hooked over, and
the other that both rods are in the same plane, the bottom
rod being the longer. When specially strong anchorage
is necessary, small plates are wedged on the bent up parts
of each rod.
ELLIS.
John Ellis & Sons, Ltd., Leicester (England).
A system of circular and elliptical pipes, reinforced with
ribs formed of round steel rods welded and worked into
the concrete.
FICHTNER.
This system of reinforcement is used for high pressure pipes,
especially when laid at great depths. The main reinforce-
ment consists of two hoops of thick wire bent into ovals
and laid on each other so that they cross at four points,
and leave four central crescent shaped spaces, through
each of which at least two wires run longitudinally.
FRANKE.
Eisenbeton Franke G.m.b.H., Friedenau b/Berlin.
and
L. Mannstaedt et Cie, A. G., Kalk b/C61n (Germany).
In this system of flooring, the supporting beams are of
inverted T-section with the top piece rolled into conical
waves. They are laid I meter apart. The arched con-
crete slabs, I x 0.25 meters, are made in advance and
contain no reinforcement, but have a series of small
semicircular holes along their edges. After placing the
slabs in position, the end spaces over the T-beams are first
filled with concrete and finally the small binding holes in
the edges of the slabs are filled with cement mortar.
German Patent 182,970, Sept. r8, 1904.
128 REINFORCED CONCRETE IN EUROPE
FRAULOB.
Walther Fraulob, Archt., Gera-Reuss (Germany).
GABELLINI.
Societa del Cemento armato Gabellini.
GASTERSTADT.
R. Gasterstadt, Archt., Steinstrasse 75, Diisseldorf (Ger-
many).
A patented system of flat floors constructed without false-
work for semicircular hollow concrete forms, made in
advance. The reinforcement consists of T-sections and
round rods. It is claimed that this floor is sound proof,
resists heavy loads and is of cheap construction.
GUILLEMENT.
Guillement-Lathieze, 5 rue General-Margueritte, Nantes
(France).
Round rods used for reinforcement.
HABRICH OR THOMAS & STEINHOFF.
Thomas & SteinhofT, Mulheim a/d. Ruhr (Germany).
Hot twisted flat bars with special rolled T-bars.
KAREL DE LE NOE.
Paris.
A system of pile reinforcement, similar to that of Pavin de
Lafarge, and consisting of round rods held in position by
a wire framework. Around this reinforcement, a cement
pipe is placed which is filled with concrete.
HELM.
E. Helm, Berlin.
A system of floors, resembling Czarnikow's, and consisting
of a central falsework, with small boards above and below
to which round vertical rods are fastened.
German Patent 156,871, May 7, 1903.
HENNEBIQUE.
Beton Arme Hennebique, I rue Danton, Paris.
U. S. A. R. Baffrey, 1123 Broadway, New York, N. Y.
APPENDIX NO. I 129
M. Hennebique constructed reinforced concrete floors in
1879, and brought out his patented system in 1892. A
vast number of all types of construction have been erected
by the numerous licensed constructors of this system.
Round bars are used in all forms of construction. A
typical beam consists of two round rods with split ends,
the lower rod is straight while the upper is bent upwards
at a point about one-third of the span from the supports
to resist the shearing stresses at the ends. Vertical U-
bars or stirrups of flat iron pass around the straight bar
and reach nearly to the top of the beam, where their ends
are partly bent over.
Walls are reinforced with vertical round rods, placed alter-
nately near each face and tied to the opposite face by
means of open U-shaped stirrups.
Several arrangements of round rods are used for arches,
usually there are three series of longitudinal rods, one
set being straight and placed near the top surface, another
being curved to follow the intrados through the central
portion of the span, but is bent up near the supports, and
passes over these in the neighborhood of the upper sur-
face. All the longitudinal reinforcements are well tied
together and to the opposite face by crossties. A series
of transverse rods is also employed, being placed just
above the lower reinforcement. In column reinforcement
the four or more vertical rods are now tied by wires
instead of flat punched plates. For piles the wire cross-
ties are placed nearer together than for columns.
German Patent 126,312, Sept. 2, 1897.
HERBST.
W. Herbst, Breitestr. 14 Steglitz b/Berlin (Germany).
Special corrugated rolled steel ribs, embedded in concrete
webs, and used for floors with concrete tubes fitting
therein.
HODKIN-JONES.
Hodkin-Jones, Queen's Road, Sheffield.
A system of floors with a reinforcement of special bars
I3O REINFORCED CONCRETE IN EUROPE
having three corrugations in their width. These bars are
placed on edge.
HOLZER.
Wayss & Freitag, Miinchen (Germany).
Small sections in the form of I-beams or sometimes L's or
T's, resting on their under flange of the main I-beams.
Transverse rounds are held up against the I-, L- or T-
beams by binding wires.
HOMAN.
Homan & Rogers, 17 Gracechurch Street, London, E. C.
A system of floors in which the reinforcement consists of a
waved T-bar or sometimes round, either of which pass
through holes in the web of ordinary I-bars.
HUGNET.
A system of walls consisting of cement slabs containing a
metal webbing and which are made in advance. The slabs
are held together by a framework of U-section.
IMPROVED CONSTRUCTION.
The Improved Construction Co., Ltd., 47 Victoria Street,
London, S. W.
A system of beams and floors with double reinforcements
of round steel bars, with tie bars so arranged as to con-
stitute a kind of polygonal truss. This company uses
a special machine for agitating the concrete before it sets.
JOHNSON'S WIRE LATTICE.
Richard Johnson, Clapham & Morris, Ltd., 24 & 26 Lever
Street, Manchester. . }
Percy Tomey, C. E., General Agent & Consulting Engineer,
Queen Anne's Chambers, London, S. W.
A system of floors, beams, etc., in which the reinforcement
consists of cold drawn .20 Carbon O.H. Steel, woven into
square or oblong meshed netting.
KEMNITZ.
This system, chiefly applicable to floors, consists of wires
twisted by means of short round bars, which latter are
APPENDIX NO. I I31
hooked or otherwise anchored either to the supporting I-
beams or into the walls ; both the wires and the short rods
are embedded in the concrete.
KIEFER.
Kiefer & Borchmann G.m.b.H., Heidelberg (Germany).
A system of floors consisting of hollow slabs, 1,000 x 500 x
120,180 mm., moulded on the spot and containing in the
lower part a wire net reinforcement which projects at each
end. These slabs are made of I part cement, 2 sand, and
5 of slag. The ends of the slabs, which are chamfered,
rest on wooden supporting beams and in the space between
a reinforcing round rod is placed, and the projecting wire
net is also bent up into a hook before the space is rilled
with cement mortar (made of I part cement, and 3 parts
of gravel).
KISSE.
Johannes Kisse, Berlin (Germany).
A system of rectangular piles, made up of sections of con-
crete moulded in advance and each of which contains four
oval holes; four round rods, the length of the pile, pass
through these holes and the space is then filled up with
thin cement mortar.
German Patent 173,035, March n, 1905.
KLEIN.
Paul Zollner & Co., Liitzowstrasse 13, Berlin W. 35 (Ger-
many).
KLEINE.
The Kleine Patent Fire-Resisting Flooring Syndicate, Ltd.,
133 to 136 High Holborn, London, W. C.
A system of floors in which the reinforcement consists or
flat rolled bars used in connection with hollow bricks and
ballast concrete.
KLETT.
Vereinigte Maschinenfabrik, Augsburg (Germany).
Rolled I-beams, over the top of which are bent strips or
flats, curved and laid flatwise, and on which at intervals
are riveted small angle irons for transverse reinforcement.
132 REINFORCED CONCRETE: IN EUROPE
KNAUER.
Boswan & Knauer, Berlin (Germany).
A system of floors, in which the reinforced concrete slabs
are laid between the supporting I-beams. These slabs are
thicker at the supports than in the middle; the middle
portion is reinforced with rounds laid horizontally, flat-
tened at ends, and bent over the bearers, the thicker ends
of the slabs are also reinforced with rounds laid parallel
to the supporting beams.
KOENEN.
Aktiengesellschaft ftir Beton und Monierbau, Potsdamerstr.
129, Berlin (Germany).
Floor slabs haunched near supports, reinforced with roun 1
bars. The slabs rest on steel joists.
German Patent 124,879, Aug. 13, 1899.
KOHLMETZ.
In this system of floors, the supporting member is made up
of an upper and lower light steel angle, diagonally trussed
by light strips riveted thereto. Around this light frame
work is placed hollow clay pyramidal bricks; on these the
floor slab rests, which latter may be or may not be rein
forced depending upon the span.
KOSSALKA.
Dr. Johann Kossalka, Budapest (Hungary).
A beam with I-shaped reinforcement.
KOSTEN.
O. Wachtel, Zwingerplatz i, Breslau (Germany).
KOVACS & RESZO.
Aladar Kovacs of Sebesteny (Hungary)
and
Polka Reszo, Budapest (Hungary).
In this system of walls, a rectangular net work with large
meshes is hung on small reinforced concrete supports like
rafters, which are of square section, and are made in
advance ; the whole is then embedded in concrete.
German Patent 176,885, Dec. 25, 1904.
APPENDIX NO. I 133
KRAUSS.
Max Krauss, Miinchen (Germany).
In this system of floors, the pieces of falsework remain,
forming the under part of the floor slab; one of the ends
rests on the lower flange of the supporting I-beam, and the
free ends cross each other and are held apart by a short
wedge under the free end. The concrete is placed on top
of the falsework.
German Patent 172,046, Feb. 26, 1905.
KUHLMEYER.
In this system of stairways the main supports are either I-
or L- sections. The parts forming the staircase are so con-
nected with the wall, that they form a continuous hollow
construction. For the reinforcement of the treads, iron
rods crossed, or wire webbing or perforated sheets are
used.
LANG.
Lang & Fils, Ave. de la Bourdonnais 17, Paris.
Round bars are used for reinforcement.
LANZONI.
Lanzoni, Galli & Co.
A system of doors, windows, etc., in which small rods are
used for reinforcement.
LEFORT.
In this floor system, the concrete slab is reinforced with two
groups of wires spaced in pairs, one over the other. The
concrete beam is reinforced with an upper and lower round
rod, the former passing between the above pair of wires ;
also a third rod midway between the two, to care for the
shearing stress.
LESCHINSKY.
Paul Leschinsky, Berlin (Germany).
In this floor system, the main reinforcing bar, of I or other
* convenient section, and anchored at the ends in each wall,
is placed as low in the depth of the floor as possible, the
bar is strong enough to ultimately withstand the load, but
134 REINFORCED CONCRETE IN EUROPE
until the concrete is added, it is supported below by a
framed falsework.
German Patent 173,953, Feb. 12, 1905.
LILIENTHAL.
G. Lilienthal, Gr. Lichterfelde b/Berlin (Germany).
This floor system is only applicable to light loads or short
spans. Over the upper flanges of the row of supporting
I-beams is laid a netting of galvanized wire, which is
allowed to sag down for a distance equal to one tenth the
length of the span. On this netting, paper is laid, and on
which the concrete is deposited. A thin top finishing
layer is added after setting, and this sometimes contains a
light reinforcement of lightly drawn wire netting.
German Patent 100,194, Sept. 3, 1897.
LINDSAY.
W. Lindsay & Co., 23 Queen Anne's Gate, London, S. W.
A system of floors in which the slabs are reinforced by
round steel bars in pairs, the bars passing alternately over
and under the joists and crossing at the middle of each
panel, thereby forming a trussed construction.
LOCHER.
Locher & Co., Zurich (Switzerland).
The beams of this system are entirely different from any
other, in that the reinforcements are placed so as to follow
the direction of the lines taken by the combined tensile
stresses in a beam freely supported at the ends. The
reinforcements consist of flat bars laid on the widest side.
They are placed in layers, each bar being horizontal
through the centre of the span, and are bent up at a dif-
ferent distance from the supports.
XOLAT.
Gustav Lolat, Kaiserallee 65, Berlin-Friedenau (Germany).
In the walls is placed an anchorage of flat or angle iron form-
ing a framework. Over this framework are laid hooked
pieces of wire with eyes projecting from the walls into
which the bent ends of the carrying rods are inserted.
APPENDIX NO. I 135
German Patents 151,093, June I, 1901, 183,341, Nov. 22,
I905-
LUIPOLD.
Luipold and Schneider, Stuttgart (Germany).
In this system of beams, round reinforcing rods are put in
both the upper and lower parts, so as to take up the neg-
ative moments in the centre of the beam ; usually there are
two upper and five lower rods. The connecting stirrup
consists of a long round rod, so bent as to pass around each
of the upper and lower rods.
LUND.
Norway.
A system devised by Ing. Lund in which round rods are
used.
MACIACHINI.
Ing. A. Maciachini, Milan (Italy).
The object of this system is to obtain for beams the advan-
tage gained in the Considere method of hooping columns.
The efficient hooping of a beam is difficult because the
moulding must be done horizontally if formed in situ, and
the fabrication of a beam in advance, causes the loss of
many advantages. Maciachini uses hooping wires of suit-
able diameter and as long as possible ; these are bent* up
and down before being placed in position, the height being
that of the width or depth of the beam less about 1.6
inches to allow for a covering of 0.8 inch of concrete on
all sides. The bottom and side transverse hoopings are
looped together, and four corner rounds constitute the
longitudinal reinforcement,
de MAN.
This consists of a special twisted or crimped flat bar, the
usual size being from J4 to 1^2 inches wide, by i/io to
Y^ inch thick. It is intended for use in floor slabs made
of cinder concrete.
MANKE.
M. Manke, Spandau (Germany).
An arrangement of reinforcement adapted to massive floors
136 REINFORCED CONCRETE IN EUROPE
and consisting chiefly in rigidly holding the round rein-
forcing bars which extend from one supporting beam to
the other, by driving into the beam, iron wedges, one on
each side of the bar.
German Patent 153,430, May 19, 1901.
MANNSTAEDT.
L. Mannstaedt & Cie, A. G., Kalk, bei Koln (Germany).
This company rolls 12 special shapes used in reinforced con-
crete construction.
MATRAI.
Matrai, Gfreret & Grossman, Budapest (Hungary).
Steel suspension wires, sometimes twisted into cables, anchor-
ed at the ends and given the curve which they would
naturally take under the load. The arrangement of the
wires is varied according to the application and often is
of a spider like form.
German Patent 83,939, Feb. 3< l895-
MELAN.
Pittel & Brausewetter, Frankenberggasse 13, Vienna (Aus-
tria).
I-beams, T's, four angles latticed, or other forms of light
built-up girders, wedged tightly against the webs of the
supporting beams and embedded in the concrete of the
arch.
METAL LADDER TAPE
The Metal Ladder Tape Co.? Ltd., 84 Newhall vStv. Birming-
ham (England).
A system of thin partitions and walls in which the rein-
forcement consists of thin steel strips split at intervals
into a ladder-like form and furnished in long coils.
MELANKOVITCH.
Ed. Ast & Co., Lichtensteinstrasse 41, Vienna (Austria).
MOLLER.
Drehhahn & Sidhop, Braunschweig (Germany).
This floor slab is reinforced with rolled I-beams and is
APPENDIX NO. I 137
supported by fish-bellied beams usually spaced 4 feet apart.
These latter consist of flat bars firmly anchored into the
walls by pieces of angle iron riveted thereto. Short pieces
of angle iron of the same length as the width of the flat
iron, are riveted thereto at equal distances, to resist the
longitudinal shear of the flat bars.
MOLLARET ET CUYNAT.
Mollaret et Cuynat, 17 rue Augerau, Lyon (Rh6ne)
(France).
Round rods are used for reinforcement.
MONIER.
This inventor was the first to employ reinforced concrete in
a large way. His first Patent is dated July 16, 1867. He
died on March 13, 1906, at the age of 83, almost unknown,
almost forgotten and in unfortunate circumstances. His
German Patents which have lapsed were purchased in
1884 by Freytag & Heidschuch, (now Weyss & Freytag),
and also Martenstein & Josseaux, who later requested Ing.
G. A. Weyss to develop the patent into a System of
general application. This was done with the assistance of
Prof. Bauschinger of Munich, and the Monier System was
introduced in Germany in 1887 by the publication of
Weyss' Book on the Monier System.
The Monier trellis consists of two series of parallel round
rods, crossing each other at right angles. The lower
rods, called the carrying rods or resisting rods, are placed
in the direction of the span of the slab and form the
'resisting elements. The upper rods, called distribution
rods, perform the two-fold function of holding the resist-
ance rods at proper intervals apart and of distributing
the load to them. The rods are tied together by wrapping
the intersections with annealed wire.
Many modifications of the Monier trellis have been intro-
duced, as well as many devices of securing a rigid con-
nection at the intersections.
MULLER.
Miiller, Marx & Co., Greifwalterstrasse 212-213, Berlin.
138 REINFORCED CONCRETE IN EUROPE
I-beams with zigzag reinforcements made of flat bars, placed
on edge, and tied together with thin clips.
de MURALT.
Ing. de Muralt, Engineer of the Corps des Fonts et Chaus-
sees, Zierikzee (Holland).
A system particularly applicable for dykes and sea de-
fences, and in which expanded metal, and to some extent
round rods are used.
NEVILLE.
This system, applicable to large floor slabs consists in a
double netting reinforcement, the top and bottom main
longitudinal netting being jointed by transverse pieces of
netting so fastened that when all is coated with concrete,
triangular hollow spaces are left in the slab.
NIVET.
Ingenieur a Marans, pres La Rochelle (Charante Inferieure)
(France).
Use round rods for reinforcement.
ODORICO.
Societa Odorico et Cie., Milan (Italy).
OPELT & HENNERSDORF.
This is a construction for shallow floors, but it can be used
also for walls. Shallow slabs with annular holes, tongue
and grooved edges, and a ribbed surface on the lower side,
are used ; they are made in advance. They rest on the
lower flanges of the supporting I-beams, grooved side
down, and which grooves insure the layer of plaster stick-
ing firmly to the slab. Along the edges is a reinforcement
of band iron.
PARMLEY.
Bars with bent edges, to place in the sides of a conduit or the
haunches of an arch to resist tension.
PAVIN de LAFARGE.
Societe Pavin de Lafarge, Joseph Colomb, 49 rue de Prov-
ence, Paris (France).
APPENDIX NO. I 139
In its application to beams, this system is similar to that of
Coignet The double reinforcements are tied together by
transverse reinforcements, consisting of wires wrapped
around each rod or of strips bent zigzag, and fastened by
tight loops to the upper and lower rods. In the other
applications of this system, round rods, wires and some-
times flats are used.
PERFECTOR.
The Perfector Bar Co., Queen Anne's Chambers, London,
S. W.
A system of beams, partitions and walls in which the re-
inforcement consists of a rolled round bar with flat flange
below, which is slotted horizontally or at an angle of
45 degrees for the rigid insertion of stirrups at any
angle or spacing desired.
PERRAND.
A system much resembling that of Monier.
H. PICQ.
A .construction of reinforced beams, similar to Matrai, in
which the rolled sections or the latticed supports are forti-
fied with square tension rods.
PIKETTY.
Paul Piketty, Quai de la Rapee 88, Paris (France).
This constructor claims to adapt his reinforcements to suit
the exigencies of the case, and beyond adhering to certain
general principles he cannot be said to work by any special
"system." He prefers round rods to flat bars or hooped
iron, as the flats separate the concrete for a greater
width. He uses a double reinforcement tied with round
stirrups, set at varying angles from vertical at the centre
to the greatest inclination near the supports.
PINKEMEYER.
(Germany).
German Patent 113,744.
POTSCH, also called "Massivdecke Gennania."
This system of flooring known as Massive German Floors
I4O REINFORCED CONCRETE IN EUROPE
(Massivdecke Germania) is much used in Westphalia.
It consists of wedge-shaped slabs containing three annular
holes which are made in advance from cement and ashes;
they are 300 mm. long and vary in height according to
the load which the floor must resist. The reinforcement
consists either of solid triangular cast iron blocks, or
hollow triangularly shaped sheets not quite meeting in the
base, and which latter are filled with cement-mortar before
use. The wedge-shaped slabs are placed between the
triangular blocks and the top and the intervening spaces
filled with concrete.
POHLMANN.
F. Pohlmann, Schoneberg, b/Berlin (Germany).
Consists of rolled bulb iron, like that used for ship ribs, in
the web of which are cut octagonal holes at frequent inter-
vals and in which are fitted hooped stirrups set at any
angle or spacing desired.
German Patent 170,117, June 14, 1902.
POTTER.
Potter & Co., Ltd., 66 Victoria Street, London, S. W.
A long established system of general application in which the
reinforcement consists of corrugated tension rods with
rolled steel joists when required.
PRATT.
A beam similar to the Visintini beam. Round rods are used
for main reinforcement, and sometimes flats are used for
reinforcing the diagonals. Applicable for deep girders
spanning between columns.
PRUSS.
Pruss'sche Patentwande aus Stein, Zement & Eisen, G.m.b.
H., Schonebergerstrasse 18, Berlin, S. W. (Germany).
In this system of walls the reinforcement consists of vertical
and horizontal strips, 1^x26 mm., stretched tightly and
formed into a mesh 530 mm. square. Any kind of bricks
or else concrete can be used to embed the reinforcement,
and skilled labor is not required.
AIM'KNDIX NO. I 141
RABBITZ.
Herr Rabbitz, Berlin (Germany).
Galvanized wire network having either diamond or hexagon-
ally shaped meshes.
KAMISCH.
Prof. Ramisch, Breslau (Germany).
This is a floor system in which the supports may be I-beams,
reinforced beams or brick walls. The spans can be as
long as 6 meters, with a thickness of floor from 100 to 130
mm. The novelty consists in the arrangement of the
upper and lower reinforcing round rods; the upper are
hooked over the top flanges of the I-beams, but extend
only about one-third of the length of the span, the lower
rods are placed in the central two-thirds of the span, and
are supported by hangers on the upper rod; the ends of
both rods are bent up at right angles to avoid shear. It
is claimed that thus the expansion of the cement due to
variation in temperature is equalized and cracking pre-
vented.
RIBERA.
J. Eugen Ribera, Spanish Engineer (Spain).
This system which is similar to Melan, is only applicable for
arched bridges. The reinforcement, which can of itself
bear the load, consists of longitudinal angles running near
the edges of the arches, and which are connected by braces
as required.
RIDLEY-CAMMELL.
M. Noel Ridley, 2 Esmond Road, Bedford Park, London, W.
A system of general application in which the reinforcement
usually consists of rounds, but also flats and angles with
dovetailed corrugated sheeting.
ROSSI.
In this system of floor slabs, light wires are used, placed
near together, and in the opposite direction, light T-sec-
tions connected together so as to maintain equal spacing.
142 REINFORCED CONCRETE IN EUROPE
SACHSE.
Oskar Sachse, Schoneberg b/Berlin (Germany).
This invention consists simply of a ring and a metal piece of
special wedge-shape which together hold firmly in position,
two or more reinforcing rods.
German Patent 173,257, Nov. n, 1904.
SANDERS.
Amsterdamische Fabriek von Cementijerwerken, 108 Wit-
tenbergerstratt, Amsterdam (Holland).
The main reinforcement consists of top and bottom round
rods, with smaller transverse round rods extending in a
sinuous form across the whole width of beam or floor slab.
SCHLUTER.
Firma Schliiter, Dortmund (Germany).
A modification of the Monier System, in which the rods are
placed diagonally. They are tied occasionally and varied
in size and sometimes woven into a metal webbing.
SCHNELL.
Janesch & Schnell, Wieder Hauptstrasse 45, Vienna (Aus-
tria).
SCHWEITZER.
Eisenbeton Schweitzer, Augustenstrasse 37, Munich (Ger-
many).
SIEGWART.
International Siegwart Beam Co., Lucerne (Switzerland).
Hollow concrete floor beams, moulded in advance and rein-
forced with round rods; the corrugated open spaces
between the beams are filled with cement grout.
SKELETON.
William Heuman, The Sideolith Co., 72 Victoria Street,
London, S. W.
A system of partitions, lintels, beams and floors in which
the reinforcement consists of a special skeleton, split and
expanded from bars or bands into girder-like forms..
SOHNIUS.
'Heinrich Sohnius, Saarbrucken (Germany).
APPENDIX NO. I 143
SOMERVILLE.
D. G. Somerville & Co., 72 Victoria Street, London, S. W.
A system of floors and roofs in which- the reinforcement
consists of rolled steel joists or frames constructed of
round or square rods.
STAFF.
This is a form of reinforcing bar consisting of flats, usually
placed on edge, and along the length of which at equal
and frequent spacings small circular depressions are pro-
duced during rolling, first on one side, and then on the
other, the object being to somewhat "deform" the bar so
as to increase the mechanical bond.
STRAUSS & RUFF,
called " Drahtziegel " bauweise ; said to be first introduced in Germany.
This is a special form of reinforced wire netting, known as
"Drahtziegel," made in advance, by pressing a cruciform
clay brick over each cross section, so that the wires are
completely embedded. It is used for dome-shaped ceilings,
where it rests on a lattice work of heavy wires, or light
round rods, to which it is fastened by binding wires. It is
also used for short span floors in which case it is covered
with a plain wire netting before depositing the concrete.
Where resistance to sounds are desired, two layers of the
drahtziegel are used.
STOLTE,
Deut. Cementbau Gesellschaft Paul Stolte, Berlin (Ger-
many).
Reinforced hollow concrete blocks, moulded in advance
and laid across between I-beams, which form the beams
for the floor. The reinforcement consists of flat bars
laid upright.
German Patent 150,320, Dec. I, 1901.
THURL.
(Said to be so far only used in Vienna.)
Herr. Thurl, Stadtbaumeister, Vienna (Austria).
This system of beams is like Visintini's. In spans over 6
144 REINFORCED CONCRETE IN EUROPE
meters, the beam consists of an arched part and also a
flat part member. Each are reinforced with four round rods
or else wires of 2 to 3 mm. in diameter. The beams are
usually 20 cm. wide.
U. K.
United Kingdom Fireproofing Co., Ltd., 47 Victoria Street,
London, S. W.
A system of floors consisting of elliptically-shaped hollow
tubes with flat bottoms, with chamfered edges which rest
on concrete inverted T's, which latter are reinforced with
three round rods. Both the tubes and the T's rest on the
main I-beams.
de VALLIERE.
de Valliere & Simon, i Place de la Cathedrale, Lausianne
(Switzerland).
Floor slabs and beams of T-sections with one or more round
rods, forming the bottom main reinforcement and which
pass through the transverse reinforcement, which latter
consists of heavy wire bent up and down and pulled out
forming a zigzag arrangement of any spacing desired.
VIENNOT.
L. Viennot, 9 Bd. de Demain, Paris (France).
Uses round rods for reinforcement.
VISINTINI.
Franz Visintini, Dohlinger Hauptstrasse 33, Vienna (Aus-
tria).
Shallow cored beams moulded in advance, the embedded
reinforcement consisting of light latticed girders.
German Patents 163,838, Sept. 9, 1902, 179,366, May 4,
1905.
WALSER-GERARD.
The beams are T-shaped, and have upper and lower round
bars for main reinforcements, the number of top rods
being always one in excess of the number of bottom rods ;
the transverse wire reinforcement is bent around both
series of rods. For floor slabs the arrangement is some-
APPENDIX NO. I 145
what different, but is also such as to give excellent mutual
support.
WAYSS.
Waves & Freytag, A. G. Sendlingerstrasse, Munich (Ger-
many).
G. A. Wayss & Co., Mollwaldplatz 4, Vienna (Austria).
For floors, Wayss has improved on the Monier System, in
his arrangement and bending of the round reinforcing
rods. He has developed a flexible floor in which the rein-
forcement is hinged at the negative points of the moments.
For piles, the system includes many variations of the
principle of vertical reinforcing rods, near each edge held
in position by looped light rods, placed at frequent in-
tervals.
WELLS.
E. P. Wells, Civil Engineer & Surveyor, 94 Larkspur Rise,
Clapham, London, S, W.
A system of general application in which the reinforcement
consists of two rods held together by a thin diaphragm,
so that when one-half is cranked, it does not form a loose
member. The arrangement facilitates the fixing of the
stirrups on hangers in the correct position.
WEYHE.
also called "Victoria Decke."
Hansa, G.m.b.H. (Wilckens & Ruhl) Bremen (Germany).
A system of floors in which the reinforcing rods passing
from one supporting I-beam to the other are first bent in
a convex and then in a concave form.
German Patents 81,135, March 14, 1894, 82,941, March 14,
1894.
WILKINSON.
-W. B. Wilkinson & Co., Ltd., Townsmead and Imperial
Roads, Fulham, London, S. W.-;
A long established system of floors and general application,
in which the reinforcement consists of longitudinal rolled
rounds bent up towards supports with similarly shaped
transverse bars laid at intervals between supports.
146 REINFORCED CONCRETE IN EUROPE
WILLIAMS.
Samuel Williams & Sons, Ltd., Dagenham Dock, Essex
(England).
A system applicable to beams, piles, quays, jetties, and
Piers in which the reinforcement consists of small rolled
I-sections or standard joists with vertical round bars hav-
ing split ends to withstand the shear.
WISSEL.
Wilh. Wissel, Hannover (Germany).
This invention consists of using a light latticed frame to tem-
porarily connect the upper and lower members of a beam
containing reinforcing rods.
German Patent 175,655, Nov. i, 1904.
WOLLE.
Cementgeschaft Rud. Wolle, Leipzig (Germany).
This system of floors is similar to that of Weyhe. Upper
and lower reinforcing round rods are used which are
hooked over the top flanges of the supporting I-beams, or
firmly anchored in the walls. Vertical stirrups connect the
rods at each end of the span, where the concrete is arched,
but not in the thinner middle part. Spans up to 6 meters
can be built; falsework is always necessary.
WUNSCH.
Robert Wiinsch, Budapest (Hungary).
T-sections, embedded in the floor and ceiling concrete slabs,
which latter rests upon the upper or lower flanges of the
supporting I-beams. The T-sections are sometimes riveted
to the I-beams.
ZIEGLER.
Herr. Ziegler, Bauinspector (Germany).
In this system of reinforced pipes, a provision is also made
which secures tight joints, so that the pipes are applicable
for fluids, gases and steam under high pressure. The
wall of the pipe consists of an inner layer of concrete,
around which is a sheet mantle : over this is a second con-
crete mantle, reinforced with round longitudinal rods.
APPENDIX NO. I 147
A rubber washer is used at the overlapping of the joints,
which, with the sheet mantle, gives a gas tight pipe.
ZIMMER.
Winklemann & Braums, G.m.b.H., Albrechtstrasse i, Wiss-
baden (Germany). ^
ZOLLNER.
P. Zollner & Co., Berlin (Germany).
Wayss & Freytag, A. G. and
Windschild & Langelott, G.m.b.H.
Two systems for the reinforcement of flat floors are used.
One in which wires are strung between the walls, being
tightly anchored at each end. In the middle of the span
these wires are either wound round a rod or clamped on
to a small I-beam, and which rod or I-beam is moved so
that the wires assume an oblique direction and are thereby
more tightly stretched.
In the other system, hollow blocks are used, laid with space
for a concrete joint. Above and below these blocks are
longitudinal reinforcing rods, hooked at the free ends and
connected near the walls with diagonal stirrups.
German Patent 119,651, Aug. 12, 1897.
APPENDIX NO. 2.
COMPARISON OF THE REQUIREMENTS OF FOURTEEN FOR-
EIGN CEMENT SPECIFICATIONS, UNDER THE FOLLOW-
ING HEADINGS:—
1. Fineness.
2. Chemical Composition.
3. Specific Gravity.
4. Weight.
5. Soundness or Constancy of Volume.
6. Distortion in Cold and Hot Water.
7. Setting Time.
8. Mode of Gauging.
9. Neat Test (Tensile Strength).
10. Sand Test (Tensile Strength).
11. Compressive Strength.
12. Blowing Test.
13. Coolness.
CEMENT USED IN REINFORCED CONCRETE. THE CHIEF
REQUIREMENTS OF FOREIGN CEMENT SPECIFICATIONS
COMPARED.
INTRODUCTION.
The chief requirements of 14 Specifications for Artificial
Portland Cement, representing current practice in Eng-
land, France, Germany, Austria, Switzerland, and Russia
and also the International Standard Recommendations, are
classified under 13 Headings.
For brevity, references were omitted to instructions relating
to the manufacture, the sampling, and the preparation of
the sample for testing and analysis; also references to
packing, branding, storage and the conditions governing
the acceptance of the consignments which the sample rep-
resents.
•
ENGLAND.
Seven (7) Specifications as follows: —
APPENDIX NO. 2 149
(a) British Standard or "Engineering Standards" Commit-
tee's Specification of June, 1907, (still in force).
(b) Bertram Blount's suggested modifications of July, 1908.
(c) David B. Butler's suggested modifications of July, 1908
(d) J. S. de Visian's Specification of Nov., 1907, (Agent or
the Hennebique Co.).
(e) Canadian Soc. of Civil Engineers' Specification of May,
1903.
(f) D. G. Somerville & Co.'s Specification of 1907.
(g) Marsh and Dunn's Specification of Feb., 1908.
Xote on the importation into England and its Colonies of
bogus Portland or "Natural" Cement.
FRANCE.
Government Specification of June, 1902 (still in force).
GERMANY.
Government Specification of Feb. 19, 1902, (still in force).
Association of German Portland Cement Mfgrs., Specification
of Feb., 1908.
AUSTRIA.
Austrian Engineering and Arch. Asso. Rules. April 27,
1907 (now in general use).
SWITZERLAND.
Federal Testing Station Standard Specification of 1901,
(still in force).
RUSSIA.
Ministry of Public Highways' Specification of April 15, 1905
(still in force).
INTER. ASSO. FOR TESTING MATERIALS.
Recommendations of Brussel's Congress of Sept., 1906.
COMPARISON OF THE CEMENT SPECIFICATIONS.
The requirements of the fourteen (14) Cement Specifications
are classified under the following 13 Headings: —
1. Fineness.
2. Chemical Composition.
3. Specific Gravity.
150 REINFORCED CONCRETE IN EUROPE
4. Weight.
5. Soundness or Constancy of Volume.
6. Distortion in Cold and Hot Water.
7. Setting Time.
8. Mode of Gauging.-
9. Neat Test (Tensile Strength).
10. Sand Test (Tensile Strength).
11. Compressive Strength.
12. Blowing Test.
13. Coolness.
i. FINENESS.
In each of the following quotations, it is assumed that thor-
oughly dried sieves are used.
BRITISH STANDARD, JUNE, 1907.
Residue on a sieve 76 X 76 = 5,776 meshes per sq. inch shall
not exceed J.oo per cent.
Residue on a sieve 180 X 180 = 32,400 meshes per sq. inch
shall not exceed 18.00 per cent.
BERTRAM BLOUNT, JULY, 1908.
Residue on a sieve 76 X 76 = 5,776 meshes per sq. inch
shall not exceed i.oo per cent.
Residue on a sieve 180 X 180 = 32,400 meshes per sq. inch
shall not exceed 10.00 per cent.
J. S. E. DE VESIAN, NOVEMBER, 1907.
Residue on a sieve 180 X 180 shall not exceed 20.00 per cent.
CANADIAN SOCIETY OF CIVIL ENGINEERS, MAY, 1903.
Residue on a sieve of 10,000 meshes per sq. inch shall not
exceed 10.00 per cent.
The whole of the Cement shall pass through a sieve of
2,500 meshes per sq. inch.
D. G. SOMERVILLE & CO., 1907.
Residue on a sieve 180 X 180 (No. 47^2 B. S. Wire Gauge)
must not be, after gently shaking, more than 15 per cent.
The whole of the cement must pass through a 76 X 76 sieve.
APPENDIX NO. 2 I5S
FRENCH GOVERNMENT, JUNE, 1902.
The fineness test shall be made on 100 grams.
Three sieves shall be used as follows: —
Sieve of 324 meshes per sq. cm., wires 2/10 mm. thick.
Sieve of 900 meshes per sq. cm., wires 15/100 mm. thick.
Sieve of 4900 meshes per sq. cm., wires 5/100 mm. thick.
Residue left on Cement for sea Cement for other
sieve of water work uses
324 mesh not over 2%
900 mesh not over 10%
4900 mesh not under 40% not over 30%
GERMAN GOVERNMENT, FEBRUARY, 1902.
Portland cement must be ground so fine that not more
than 10 per cent, of residue is left after a sample of the
same has been passed through a wire sieve of 900 meshes
to the square centimeter (5806 per square inch). The
thickness of the wire of the sieve should be equal to one-
half of the width of the opening of the mesh.
ASSOC. OF GERMAN PORTLAND CEMENT MFGRS., FEBRUARY, 1908.
Portland cement must be ground so fine that not more than
5 per cent, of residue is left on a sieve of 900 meshes per
square centimeter. The width of the mesh being 22 mm.
100 grams of cement should be used for each determina-
tion.
AUSTRIAN ENG. & ARCH. SOC., 1907.
Portland cement shall be ground as fine as possible.
The residue on a sieve with 4900 meshes per I cm.2 and
•made of 0.05 mm. wire shall not be more than 30 per
cent.
The residue on a sieve with 900 meshes per i cm.2 and
made of o.io mm. wire shall not be more than 5 per
cent.
SWISS FEDERAL TESTING STATION STANDARD, 1901,
Portland cement must be ground fine enough, so that the
residue on a sieve with 900 meshes per cm. square and
made of o.i mm. wire, shall not be over 5 per cent.
6
I52 REINFORCED CONCRETE IN EUROPE
RUSSIAN MINISTERIAL REGULATIONS, 1905.'
Portland cement shall be ground as fine as possible.
The residue on a sieve with 4900 meshes per i cm.2 and
made of 0.05 mm. wire shall not be more than 50 per cent.
The residue on a sieve with 900 meshes per I cm., made of
o.io mm. wire shall not be more than 15 per cent.
INTER. ASSOC. TEST. MAT. BRUSSELS, 1906.
(a) The fineness of grinding is measured with the aid of
the following set of sieves having rectangular meshes.*
No. of meshes No. of wires Thickness of Width of meshes
per sq. cm. per cm. wires in mm. in mm.
900 30 o.io 0.23
2500 50 0.07 0.13
49OO 70 O.O5 0.09
The fineness of grinding should preferably be determined
mechanically as it is very difficult to obtain thoroughly con-
cordant results by hand-sieving. A machine for the pur-
pose should be as simply and strongly built as possible and
should shake the sieves a definite number of times in a
given interval of time.
(b) The substances to be tested should be separated into
three portions . by means of two sieves as follows :
r 900 meshes
Portland cement on sieves with \
( 4900 meshes
r 900 meshes
Other cements and hydraulic lime • • j
( 2500 meshes
(c) Amounts of 100 grams should be taken for each ex-
periment.
(d) The result of passing the material through each sieve
is expressed in terms of the proportion of the total
material which is retained on that sieve.
2. CHEMICAL COMPOSITION,
BRITISH STANDARD, JUNE, 1907.
The cement shall comply with the following conditions as
* Sieves having wires and apertures uniform in size are difficult to procure ; but the
dimensions specified above should be adhered to as closely as possible, until such time as
sieves constructed of wires or perforated sheet metal are better made than at present.
APPENDIX NO. 2 153
to its chemical composition. There shall be no excess
of lime, that is to say, the proportion of lime shall not be
greater than is necessarv to saturate the silica and alumina
present.* The percentage of insoluble residue shall not
exceed 1.50 per cent.; that of magnesia (MgO) shall not
exceed 3.00 per cent. ; and that of sulphuric anhydride
(SO3) shall not exceed 2.75 per cent.
BERTRAM BLOUNT, JULY, 1908.
Same as British Standard except that the percentage of
insoluble residue shall not exceed i.o per cent.
CANADIAN SOCIETY OF CIVIL ENGINEERS, MAY, 1903.
The manufacturer shall, if required, supply chemical analyses.
of the cement.
D. G. SOMERVILLE & CO., 1907.
This is a most important point, and should be carefully em-
bodied in every specification for reinforced concrete work.
Lime 58 to 62%
Silica 21 to 23%
Alumina 6 to &%
Ferric oxide " 3 to 4%
Magnesia not more than 1.26%
Sulphuric anhydride not more than 1.6 %
Insoluble residue not more than i.i %
Alkalies not more than 1.6 %
FRENCH GOVERNMENT, JUNE, 1902.
Quality. The cement shall be of uniform quality and com-
position. It shall contain no unburnt or foreign matter.
The maximum allowable percentages of certain ingredients
are as follows:
Cement for sea Cement for
water work other uses
Sulphuric anhydride i>5O% 3«oo%
Magnesia 2.00% 5.00%
Alumina 8.00% 10.00%
Sulphides Only traces permitted in both cases.
* NOTE.— The proportion of lime to silica and alumina shall not be greater than the
OaO
ratio (calculated in chemical equivalents) represented by —. — 2.85.
SiOj -f- Al*O3
Molecular weight of lime (CaO) = —56; silica (SiO2) = 60; and alumina (A12O3) = 102.
154 REINFORCED CONCRETE IN EUROPE
For cement for -Sea Water Work the index of hydraulicity;
that is to say, the proportion between the weight of the
combined silica and alumina on the one part, and the
weight of lime and magnesia on the other part, shall be
at least 0.47 for a percentage of 8 per cent, of alumina
with a diminution of 0.02 for each I per cent, of alumina
below 8 per cent.
RUSSIAN MINISTERIAL REGULATIONS, 1905.
The sum of percentages of Lime, Soda and Potash (CaO
Na2O K2O) divided by the sum of the percentages of
Silica, Alumina and Ferric Oxide (SiO2 ALO3 Fe2O3)
must fall between 1.7 — 2.2 per cent.
The quantity of Sulphuric Acid and of Magnesia in the
finished Portland Cement (». e. after the addition of any
foreign substances to the burned product) must not be
more than 1.75 and 3.00 per cent, respectively.
3. SPECIFIC GRAVITY.
The specific gravity determination can not in itself be con-
sidered an indication of the adulteration of Portland Ce-
ment, until placed in comparison with other tests indicat-
ing quality.
BRITISH STANDARD, JUNE, 1907.
Not less than 3.15 when fresh burnt and ground, or not less
than 3.10 after 28 days from grinding.
BERTRAM BLOUNT, JULY, 1908.
Not less than 3.15 when fresh burnt and ground, or not
less than 3.10 after 28 days from grinding.
CANADIAN SOCIETY OF CIVIL ENGINEERS, MAY, 1903.
Not less than 3.09 nor over 3.25 for fresh cement ; the term
"fresh" being understood to apply to such cements as are
not more than two months old.
D. G. SOMERVILLE & CO., 1907-
Not less than 3.16 nor more than 3.27 with new cement, or
not less than 3.09 after 24 hours exposure to air in a tys
inch layer.
APPENDIX NO. 2 155
RUSSIAN MINISTERIAL REGULATIONS, 1905.
Shall not be less than 3.05.
INTER. ASSOC. TEST. MAT. BRUSSELS, 1906.
Apparent Density.
(a) The apparent density is determined by filling a cylin-
drical measure (with or without shaking) which holds
i litre and has a height, equal to its diameter.*
(b) The measure is preferably filled with the aid of the
apparatus illustrated, the various dimensions of the latter
being shown in the drawing.
Half way up, the funnel is fitted with a sheet of perforated
metal, having holes, roughly, 2 mm. in diameter. The cy-
lindrical measure is placed 50 mm. below the lower edge
of the funnel. Cement is then introduced into the funnel
in small quantities of 300 to 400 grams, and made to pass
the sieve by stirring it with a spatula.
The filling of the measure is stopped as soon as the base
of the cone of cement powder, which is formed in the
vessel, reaches its upper edge. ,The excess of cement is
then struck off, and the weight of material remaining in
the measure is determined.
(c) For Determining the weight of the powder when
shaken down in the measure, an equable percussion move-
ment should be imparted to it. The application of a
machine for this purpose is desirable.
4. WEIGHT.
FRENCH GOVERNMENT, 1902.
Instead of specifying Specific Gravity, these Specifications
state that for Sea Water Work, Portland Cement must
weigh at least 1200 grams per litre and for other uses,
at least noo grams per litre.
The weight shall be determined by gently pouring the
cement, without shaking, into a metal measure, cylindrical
in form, having a capacity of I . litre and a height of 10
cm. The cement contained in the measure shall be weighed ;
* A vessel of this sort is not in accordance with the German weights and measures
law.
156 REINFORCED CONCRETE IN EUROPE
the average results of three successive operations shall be
taken as the weight of the sample.
In case of dispute, the rilling of the measure shall be effected
by means of a funnel containing a sieve of perforated
plate having holes of 2 mm. ; this funnel shall be placed
in such a manner that the bottom of the tube shall be 5
cm. above the measure. The cement shall be poured in
without shaking or jarring of any kind. When the meas-
ure overflows, the material in excess shall be removed by
scraping it off with a straight-edge held vertically.
5. SOUNDNESS OR CONSTANCY OF VOLUME.
BRITISH STANDARD, JUNE, 1907.
As tested by the Le Chatelier method and apparatus (de-
scribed in detail in the Specification) the cement shall in
no case show a greater expansion than
10 mm. after 24 hours aeration, and
5 mm. after 7 days aeration.
BERTRAM BLOUNT, JULY, 1908.
By above method, cement for reinforced concrete should
not show over
6 mm. after 24 hours aeration, and
3 mm. after 7 days aeration.
J. S. E. DE VESIAN, NOVEMBER, 1907.
Same as the recommendation of Bertram Blount.
D. G. SOMERVILLE & CO., 1907.
The Constancy of Volume is also most important, and the
following test should be applied :
After air-slaking cement for 24 hours in a layer T/2 inch
thick, a pat of 3 inches diameter, Y^ inch thick at centre
and reduced to fine edges, mixed for between 3 and 6
minutes on a non-absorbent surface, with 22^2 per cent,
of water, shall be placed on a glass plate, and allowed
to set under a damp cloth for 24 hours ; it shall then be
placed in cold water, which shall be raised to boiling
point and kept boiling for 3 hours. There should be no
signs of warping or cracking.
APPENDIX NO. 2 157
GERMAN GOVERNMENT, FEBRUARY, 1902.
Portland cement should be constant in its volume. [The de-
cisive test of this property shall be, that a pat of neat
cement, made on a glass plate and kept in a damp atmos-
phere for twenty-four hours, and afterwards immersed in
water, shall not show any signs of warping or cracking at
the edges, even after the lapse of a considerable period.
In carrying out this test, the pat prepared for determin-
ing the time of set should be placed under water at
the end of twenty-four hours, in the case of slow-
setting cements, but in any case only after it has become
set. This may be done much sooner in the case of quick-
setting cements. The pats especially in the case of slow-
setting cements, must be well protected from draughts,
and the direct rays of the sun, until after they have be-
come set. The best method is to place them in a closed
box, or cover them with damp cloths. Hair cracks which
are caused by shrinkage, due to rapid drying, will thus be
avoided. These generally appear in the centre of the pat,
and are often mistaken by the uninitiated for cracks caused
by blowing. If the cement shows any crumbling, or cracks
are visible during the process of hardening while under
water, this is a certain indication of the blowing of the
cement ; that is to say, the cement becomes cracked in con -
sequence of an increase of volume, and a gradual disrup-
tion of the particles previously connected takes place,
which may ultimately lead to the total destruction of the
mass. These symptoms of expansion usually appear with-
in three days, but an observation extending over twenty-
eight days is always sufficient.
ASSOC. OF GERMAN PORTLAND CEMENT MFGRS., FEBRUARY, 1908.
The Rules state that "Portland Cement must be constant in
its volume. The decisive test of this property shall be,
that a pat of neat cement, prepared on a glass plate and
kept in a damp atmosphere for 24 hours, and afterwards
immersed in water for 24 hours shall show no signs of
curvature or cracking on the edges, even after the lapse
of a considerable period."
158 REINFORCED CONCRETE IN EUROPE
AUSTRIAN ENG. & ARCH. SOC., 1907.
Portland cement shall have the same constancy of volume in
air as under water.
The volume of Portland Cement is often constant under
water but not in air, or vice versa. Hence it must be
tested under both conditions. It is not safe to use Port-
land Cement which has not the same Constancy of Volume
in air as under water.
SWISS FEDERAL TESTING STATION STANDARD, igoi.
Hydraulic binding materials shall have the same constancy
of volume in air as under water.
RUSSIAN MINISTERIAL REGULATIONS, 1905.
Mortar made from neat Portland Cement must have the
same Constancy of Volume in air as under water.
Briquettes of such mortar must not show any crimping or
any radical cracks on the edges after being exposed in the
air, to a temperature of I2O°C. for one hour, nor after
having laid in water for 27 days.
These tests shall be made on at least two briquettes.
6. DISTORTION IN COLD AND HOT WATER.
FRENCH GOVERNMENT, JUNE, 1902.
Pats of neat cement, after being kept 24 hours in a damp
atmosphere, are immersed in either sea-water or fresh
water, depending upon the use to which the cement is to
be put.
In each case a temperature of ioo°C. is maintained for 3
hours.
In the sea-watei; test, the distance between the points of
the needle shall not exceed 5 mm. ; in the fresh water not
over 10 mm.
The tests for distortion in the cold shall be made with pats
of cement gauged with fresh water into a stiff paste. The
pats, being about 10 cm. diameter and 2 cm. thick, shall
be thinned out on the edges and placed on glass plates;
the pats shall be immersed under the conditions stipulated
by the specification adopted and kept in water until the
cement ha« been definitely accepted.
APPENDIX NO. 2 159
None of the pats shall show the least trace of blowing,
buckling or bursting; the edges of the pats shall remain
firmly fixed to the glass and shall not show any signs of
lifting.
The tests for distortion in the hot shall be determined with
cylindrical test pieces, of a diameter and depth of 30 mm.
•moulded in a brass tube, ^2 mm. in thickness, split verti-
cally and carrying, soldered to each end of the slit, a
needle of 150 mm. in length.
Twenty-four hours after being set, these test pieces shall
be immersed in water which shall be gradually raised to
the temperature fixed by the specification, and maintained
at that temperature during the time, likewise fixed by the
specification; then cooled to the initial temperature. The
increase of distance between the points of the needles shall
not exceed the figure indicated by the specification adopted.
None of the pats and test pieces shall show the least trace
of blowing or distortion, such as cracks, buckling or burst-
ing. The edges of the pats shall remain firmly fixed to
the glass without any sign of lifting.
The water in which the pats and test pieces are kept shall
be maintained at temperatures of between 12 and i8°C.
INTER. ASSOC. TEST. MAT. BRUSSELS, 1906.
Cold Deformation Tests.
(a) The cold tests for permanency of form are conducted
with the standard paste.
(b) The paste is spread out on glass plates. On these it
forms cakes, run out thin at the edges, of about 10-15 cm.
in diameter and 1^2-2 cm. thick.
(c) The cakes, after hardening for 24 hours in, moist air,
are placed in water of i5-i8°C.
(d) The tests consist in noting the condition of the pats
at the dates when the tensile and compression tests are
being carried out.
7. SETTING TIME.
The requirements quoted cover the time within which "initial"
set shall take place and the limits of time within which
"final" or "hard" set must occur.
l6o REINFORCED CONCRETE IN EUROPE
BRITISH STANDARD, JUNE, 1907.
For this test the "pats" shall be mixed as described under
"Mode of Gauging." The cement shall be considered as
finally "set" when a "needle" of the prescribed form, hav-
ing a flat end 1/16 inch square, weighing in all 2^ Ibs,,
fails to make an impression when its point is applied gently
to the surface.
There shall be three distinct graduations of setting time,
which shall be designated as "Quick," "Medium" and
"Slow."*
Quick: The final setting time shall not be less than 10
minutes, nor more than 30 minutes.
Medium: The final setting time shall not be less than
30 minutes, nor more than 2 hours.
Slow: The final setting time shall not be less than 2
hours, nor more than 7 hours^
BERTRAM BLOUNT, JULY, 1908.
He recommends the adoption of the above requirements.
MARSH & DUNN'S MANUAL, FEBRUARY, 1908.
Recommends that Portland Cement for reinforced concrete
should be manufactured from proper materials and pre-
ferably calcined in rotary kilns ; it must, satisfy in every
respect the conditions specified in the British .Standard
Specification (of 1907) and they recommend in addition,
that the initial set shall not take place under 30 minutes,
nor the final set under 3 hours or over 10 hours, when
mixed with 22% per cent, of water.
DAVID B. BUTLER, JULY, 1908.
Recommends the conditions specified in the British Standard
Specification (of 1907) except as regards the "Setting
Time." He considers that the initial set should not take
place under 30 minutes, nor the final set under 5 hours.
D. G. SOMERVILLE & CO., 1007.
"This is a somewhat vexed question, as different makers and"
constructors vary in their estimates as to what gives the
* NOTK. — When a specially slow setting cement is required the minimum time of
final setting shall be specified.
APPENDIX NO. 2 l6l
most satisfactory results. Our feeling is, however, that
a slow setting cement is preferable as the work being
usually constructed in layers has more chance of becoming
incorporated."
"Test. — The initial set shall not take place under 15 minutes
nor the final set under 4 or over 8 hours, the pat being
covered with a damp cloth between testing."
FRENCH GOVERNMENT, JUNE, 1902.
Cement, for Sea Water Work, immersed in fresh water shall
not commence to set in less than 20 minutes.
The set shall be completely finished within a period not
less than 3 hours nor more than 12 hours.
Cement, for other Uses, immersed in fresh water shall not
commence to set in less than 20 minutes.
The set shall be completed within a period of not less than 2
hours nor more than 12 hours.
The cement shall be gauged with potable water into a stiff
paste, and shall be made in the form of a pat about 4 cm.
thick, immediately immersed either in fresh water or in
sea water according to the conditions of the particular
specification adopted. The cement, water, and immersion
tank shall be of a temperature of at least I5°C. when it is
desired to determine the maximum rapidity of set, and at
most I5°C. when it is desired to ascertain the minimum.
The commencement of set shall be when a Vicat needle
having a section of I square mm. and weighing 300 grams,
does not wholly penetrate the pat.
The final set shall be the time when the surface of the pat
supports the same needle without appreciable penetration,
such as a one-tenth mm.
In case of dispute, the term ''stiff paste" shall be estimated
as follows. When gauged in the proportion of five min-
utes per kilogram, this paste, in a box 4 cm. deep, shall
be penetrated to within 6 mm. of the bottom of the box
by a consistence plunger of I cm. diameter and 300 grams
weight.
GERMAN GOVERNMENT, FEBRUARY, 1902.
Portland Cement can be furnished to set slowly or quickly
1 62 REINFORCED CONCRETE IN EUROPE
according to the purpose for which it is required. Ce-
ments which take two hours or more to set, may be de-
scribed as slow-setting cements.
In order to ascertain the time of set of slow-setting cements,
take a sample of neat cement and mix for three minutes
with water to a stiff paste ; for quick-setting cements only
one minute's mixing is required. The mixture is then
spread on a glass plate, at a single operation, in the form
of a pat 1^2 cm. thick (about ^4 inch), and tapering
towards the edges.
The consistency of the gauged cement should be such that
a few taps on the glass plate will cause the mass, which
was placed thereon with a spatula, to flow towards the
edges. From 27 to 30 per cent, of water is generally
sufficient for this purpose. When the pat becomes hard
enough to withstand a slight pressure with the finger nail,
the cement may be considered as set.
To ascertain accurately the exact time of set, and to deter-
mine the commencement of setting, which is of the great-
est importance with quick-setting cement (as it must not
be worked after it begins to set), a standard needle of
300 grams (10^ oz.) weight is used, with a diameter of
I mm. (.039 inch) and a flat point. A metal ring 4 cm.
(about i*/2 inches) in height, and having 8 cm. (3 inches)
clear diameter, is placed upon a glass plate and filled with
gauged cement of the above-mentioned consistence, and
tested at intervals with the needle. The exact moment
when the needle fails to penetrate the entire depth of the
mass, is considered as the commencement of setting. The
time which elapses between the gauging and the moment
at which the normal needle leaves no visible impression
on the surface of the pat, is the time taken to set. In
order to obtain uniform results in determining the setting
of cement, it is of importance to carry out the tests at <*
mean temperature of both air and water of 15° to i8°C.
(59° to 64° F.), as the setting is influenced by the tem-
perature of the air and of the water used in gauging; a
high temperature quickens the setting, a low temperature,
on the other hand, retards it.
APPENDIX NO. 2 163
Slow-setting cements should not materially increase in tem-
perature during setting, whereas with quick-setting ce-
ments a marked increase is permissible. Portland Cement
is rendered slower settting by long storage, and its tensile
strength is increased if kept in a dry place free from
draughts. The opinion frequently prevailing, that Port-
land Cement deteriorates by long warehousing is there-
fore an erroneous one, and contract clauses which specify
the use of fresh cement only, should be discarded.
ASSOC. OF GERMAN PORTLAND CEMENT MFGRS., FEBRUARY, 1908,
The initial set of normal Portland Cement shall not take
place in less than one hour after gauging. For particular
purposes a quicker setting Portland Cement can be pre-
pared; such cement, however, shall be so marked on the
package.
The initial set of normal Portland Cement should require at
least one hour, because the beginning of the setting is
important; on the contrary, if a definite interval of time
is required for the hard set it is of less value in the use
of Portland Cement, if the process of hardening is com-
pleted in a shorter or longer time. Possibly specifications
concerning the setting time should, therefore, not be limited
too closely.
AUSTRIAN ENG. & ARCH. SOC., 1907.
There shall be three grades of setting time for Portland
Cement known as QUICK-, MEDIUM- and SLOW-set-
ting.
Cements hardening within 10 minutes are QUICK-setting
SLOW-setting cements are those which begin hardening
after 30 minutes.
MEDIUM-setting cements are those which harden between
10 and 30 minutes.
Quick-setting cement is only to be used when specially
ordered.
SWISS FEDERAL TESTING STATION STANDARD, 1901.
There shall be three grades of setting time for hydraulic
binding materials known as QUICK-, MEDIUM- and
SLOW-setting.
£64 REINFORCED CONCRETE) IN EUROPE)
Those which begin setting promptly and in which final set
ting time is not over 30 minutes shall be called "QUICK"
setting.
Those which take over 3 hours to become finally set shall
be termed "SLOW'-setting.
"MEDIUM"-setting materials are those in which the final
, setting is between 30 minutes and 3 hours.
RUSSIAN MINISTERIAL REGULATIONS, 1905.
Portland Cement must be slow-setting.
It must not begin to set before 15 minutes after the water
has been added. The final setting time shall not be less
than i hour nor more than 12 hours.
INTER. ASSOC. TEST. MAT. BRUSSELS, 1906.
Setting tests.
(a) The setting tests are to be undertaken with the normal
paste described in 3. Whilst mixing, the water and air
should have a temperature of between 15° and i8°C.
(b) The test consists in ascertaining the commencement
and the end of the setting process.
(c) As soon as it is filled, the mould should be placed in
a damp situation where the temperature is maintained
between 15° and i8°C.
(d) For the test is employed a metal needle (Vicat's nee-
:dle) that is cylindrical, smooth, clean, and dry, and at
the lower end cut off sharp at right angles to its axis. Ii
should be I sq. cm. in section, 1.13 cm. in diameter,
and should weigh 300 grams.
(e) The commencement of setting is regarded as being the
moment at which the needle, carefully placed upon the
surface, no longer passes vertically through the paste to
the bottom of the mould.
The end of the setting is the moment when the surface of the
paste is hard enough to support the same needle, without
allowing it to penetrate to an appreciable depth. ,
'The times in question are calculated from the moment when
the water is brought into contact with the cementitiouy
material.
APPENDIX NO. 2 l5
(f ) In hot countries, the mechanism of the setting test must
be specially studied, in order that due allowance may be
made for the effect of a high temperature upon the time
occupied in setting.
8. MODE OF GAUGING.
BRITISH STANDARD, JUNE, 1907.
The quantity of water used in gauging shall be appropriate
to the quality of the cement, and shall be so proportioned
that when the cement is gauged it shall form a smooth,
easily worked paste, that will leave the trowel cleanly in
a compact mass. Fresh water shall be used for gauging,
and the temperature thereof, and that of the test room
at the time the said operations are performed, shall be
from 58° to 64° F.
BERTRAM BLOUNT, JULY, 1908.
He recommends the above mode of gauging but lays particu-
lar stress on the fact that the gauged cement shall leave
the trowel cleanly and in a compact mass, and explains
that this does not mean that the trowel shall be scraped
off or otherwise handled to clean it from the gauged
cement.
FRENCH GOVERNMENT, JUNE, 1902.
The following statements refer, in general, to both the Neat
and Sand Test, of the French Government Specification.
The tests for tensile strength shall be made on a stiff paste
of pure cement and on a plastic mortar of cement gauged
with fresh water. They shall be carried out by means of
test pieces in the form of a figure 8, having a section in
the centre of 5 sq. cm.
The moulds in which the 'test pieces are to be made shall
be filled in one operation ; they shall be first shaken to
expel air-bubbles, the paste or the mortar shall then be
pressed with a trowel, but not rammed, then with the edge
of the trowel, the excess material shall be scraped off
and the surface of the test piece smoothed off.
The briquettes, after having been kept in damp air and
l66 REINFORCED CONCRETE IN EUROPE
sheltered from draughts and the direct rays of the sun,
during the time fixed by the specification adopted, shall be
removed from the moulds and immersed in fresh or sea
water, according to the condition of the specification; in
any case, the water shall be renewed every seven days.
In case of dispute, the stiff paste of neat cement shall be
that designated by the previous clause, and the plastic
cement mortar shall be a mortar composed of Leucate
shore sand, furnished by the Administration, and gauged
with a quantity of water equal to I kilogram of material to
70 grams plus % P, — P being the weight of water neces-
sary to make I kilogram of cement into a stiff paste.
GERMAN GOVERNMENT, FEBRUARY, 1902.
In order to ensure the necessary uniformity in carrying out
the tests, it is advisable to employ the apparatus and
machines used at the Royal Testing Station at Charlotten-
burg, Berlin.
To arrive at consistent results, sand of the same size of grain
and of the same kind should be used in all cases. The
normal sand is obtained by washing pure quartz sand as
clean as possible, drying it, and passing it through a sieve
of 60 holes per sq. cm. (387 per sq. inch) in order to
separate the coarser particles ; the sand thus obtained is
again passed through a sieve of 120 holes per sq. cm.
(775 per sq. inch), to free it from the finer particles. The
thickness of the wire of the sieves should be 0.38 and 0.32
mm. (.014 and .012 inches) respectively.
Since all quartz sands do not always give the same results
when similarly treated, it should be ascertained whether
the normal sand employed will give results consistent with
the normal sand supplied for testing purposes under the
direction of the Committee of the German Cement Manu-
facturers' Association, and which is also used by the Royal
Testing Station of Charlottenburg, Berlin.
As in testing the same cement, a great deal depends on
consistent results being obtained at different places, the
subjoined rules should be strictly adhered to.
APPENDIX NO. 2 167
In order to secure accurate results, the average of at least
ten tests should be made at each date.
The mixing of the mortar of one part by weight of cement
to three parts by weight of standard sand, shall be carried
out as follows, with a Steinbruck-Schmelzer mortar mix-
ing machine. 500 grams of cement and 1500 grams of
standard sand shall be mixed together dry for half a min-
ute in a mortar with a light spoon. The amount of water
previously determined is then to be added to the dry mix-
ture. The moist mass is again mixed for half a minute,
then eventually turned into the mortar mixing machine
and worked for 20 revolutions.
The determination of the water is affected by the use of a
cube mould in the following manner: — The dry mortar in
the above specified quantities, is mixed in the mortar mixer
as before described, with 160 grams of water as the first
experiment (8 per cm.), and when necessary 200 grams
(10 per cm.) as the second experiment.
860 grams of the ready mixed mortar are filled into the
cube mould, the filling box of which is provided on the
under edge with two holes as shown in the sketch, and
struck 150 blows with a Bohme hammer apparatus fitted
with a Marten's clamp.
According to the state of the mortar during the blows, an
opinion can be formed as to which of the above extreme
limits of percentage of the water is nearest the correct
one, whereupon experiments shall be undertaken with dif-
ferent percentages of water.
The percentage of water is correct when, after between
90-110 blows, the liquid cement begins to flow out through
both of the holes.
The mean of three test blocks, with the same proportion of
water, determines the correct proportion, and this propor-
tion is to be used as the proportion for both tensile and
crushing test pieces.
The extrusion of the liquid takes longer when a dry filling
box is used than when it has been once used, therefore,
the result of the first use of the filling box is incorrect.
1 68 REINFORCED CONCRETE IN EUROPE
The estimation of the percentage of water by the extrusion
of the liquid from the tensile test pieces is unreliable.
The preparation of test pieces from normal mortar, for ten-
sile and crushing tests, shall be carried out as follows: —
Of the mortar mixed as previously described, 180 grams
shall be filled into the standard "briquette moulds, and
860 grams into the standard cube mould's, the moulds
.placed under the Bohme hammer apparatus, fitted, with
the Marten's clamp, and subjected to 150 blows with the
hammer.
The mortar produced from 500 grams of cement and 1500
grams of standard sand is sufficient for the preparation of
two briquettes and two cubes.
The test pieces, with their moulds resting on a non-porous
bed, shall be covered with a box lined with damp cloth; the
briquettes shall be removed from the moulds in about half
an hour and the cubes in about twenty hours ; twenty-
four hours after moulding, the test pieces shall be taken
out of the box, and placed in water of 15° to i8°C., where
they shall remain until due for testing, and shall be tested
immediately on being taken out of the water.
INTER. ASSOC. TEST. MAT. BRUSSELS, 1906.
Standard Paste:1
(a) The standard paste used for testing should answer the
following requirements:
(b) A weight of 0.40 kilo of cement or lime is placed in
the shape of a ring on a non-absorbent slab, and the quan-
tity of water necessary2), to satisfy clause (e) below, is
'poured into the centre without stopping. The whole is
then thoroughly mixed together with a trowel for three
minutes (or for one minute if the cement is quick-setting),
counting from the moment when the water is poured on.
' (c) A conical metal vessel with a flat bottom, 8 cm. in
diameter at the base, 9 cm. at the top, and 4 cm. deep,
is immediately filled with the paste, and the excess is
1 By the term paste is understood a cement or lime gauged with water, no sand being
present. . .
2 This quantity should be ascertained by repeated tests.
APPENDIX NO. 2 l6()
struck off with the trowel, pressure on the paste and agi-
tation being avoided.
(d) In the centre of this mass and normal to its surface,
a parallel needle is caused to descend slowly into the paste,
until it comes to rest. The needle should weigh 300 grams,
be i cm. in diameter and be constructed of clean, polished,
and dry metal. Its end should be cut off sharply at right
angles to its length. The apparatus is known as a con-
sistence probe, and is so designed as to show exactly the
thickness of the paste remaining between the bottom of
the vessel and the lower end of the needle.
(e) The thickness of the paste should be such that, at the
moment at which the needle stops sinking in, the thickness
between the bottom of the vessel and the end of the needle
is 5 to 6 mm.
9. NEAT TEST. (TENSILE STRENGTH.)
BRITISH STANDARD, JUNE, 1907.
For the following minimum requirements, the average ten-
sile strength of six briquettes, of the standard shape re-
commended, and of a minimum section of I inch square,
shall be taken as the accepted tensile strength for each
period.
7 days (i day in moist air, 6 days in water of 58°-64°F.)
400 Ibs.
28 days (i day in moist air, 27 days in water of 58°-64°F.)
500 Ibs.
The increase from 7 to 28 days shall not be less than: —
25.% when' the 7 day test falls between 400-450 Ibs.
20% when the 7 day test falls between 450-500 Ibs.
i$% when the 7 day test falls between 500-550 Ibs.
10% when the 7 day test falls between 550-600 Ibs.
5% when the 7 day test is 600 Ibs. or upwards.
BERTRAM BLOUNT, JULY, 1908.
He considers the "Neat Test" an unimportant and, there-
fore, unnecessary requirement, in a specification governing
• the acceptance of Portland Cement for reinforced con-
crete work.
I7O REINFORCED CONCRETE IN EUROPE
CANADIAN SOCIETY OF CIVIL ENGINEERS, MAY, 1903.
For the following minimum requirements, the average ten-
sile strength of five briquettes, made of neat cement mixed
with about 20 per cent, of water, by weight, shall be taken.
3 days ( I day in moist air, 2 days in water)- 250 Ibs.
7 days (i day in moist air, 6 days in water) 400 Ibs.
28 days (i day in moist air, 27 days in water) 500 Ibs.
Any cement showing a decrease in tensile strength, on or
before the twenty-eight day shall be rejected.
D. G. SOMERVILLE & CO., 1907.
Briquettes of neat cement mixed with 22^2 per cent, water,
after being in moulds for 24 hours, must have the follow-
ing maximum tensile strengths:
2 days after gauging, at least 230 Ibs. per square inch.
4 days after gauging, at least 350 Ibs. per square inch.
7 days after gauging, at least 450 Ibs. per square inch.
28 days after gauging, at least 570 Ibs. per square inch.
FRENCH GOVERNMENT, JUNE, 1902.
Briquettes of neat cement, immersed in sea-water after 24
hours shall withstand: —
After 7 days at least 15 kilos per sq. cm. (213 Ibs. per sq.
inch).
After 28 days at least 30 kilos per sq. cm. (427 Ibs. per sq.
inch).
The strength developed shall also increase at least 3 kilos
per sq. cm. (43 Ibs. per sq. inch), from 7 to 28 days.
Briquettes of neat cement, immersed in fresh water after
24 hours shall withstand: —
After 7 days at least 25 kilos per sq. cm. (356 Ibs. per sq.
inch).
After 28 days at least 35 kilos, per sq. cm. (498 Ibs. per sq.
inch).
The strength developed shall also increase at least 3 kilos
(43 Ibs. per sq. inch) from 7 to 28 days.
In both cases the Engineer can increase the above required
tests of neat cement after 7 days and after 28 days, after
APPENDIX NO. 2 171
he has satisfied himself that the manufacturers are able
to supply what he specifies.
In both cases six briquettes must be tested and the tensile
strength shall be the mean of the four best results.
GERMAN GOVERNMENT, FEBRUARY, 1902.
The tensile test at 28 days serves as a controlling test of
cement delivered. If, however, a decision is to be arrived
at after 7 days, it may be made with a given sample, after
the ratio of tensile strength between the 7 days and the 28
days has been determined. This preliminary test mav
also be carried out with neat cement, after having ascer-
tained the relation between the strength of the neat cement
at 28 days and that mixed with three parts of sand.
Briquettes of neat cement should be made by rubbing the
insides of the moulds with a little oil, placing them on a
metallic or glass plate (without blotting paper) ; then
weigh off looo grams (35.3 oz.) cement, add 200 grams—
200 cc. (7.06 oz.) water, and work the mass for five
minutes (this is best done with a pestle), fill the moulds
heaping full, and proceed as in making hand briquettes
of cement and sand. The moulds, however, must, not
be removed till the cement is sufficiently hardened. As in
beating in neat cement, briquettes are required, a very
fine or very quick-setting cement will require a corre-
spondingly larger quantity of water. The amount of water
used should always be mentioned in giving the results of
such tests.
In order to ensure the necessary uniformity in carrying out
the tests, it is advisable to employ the apparatus and ma-
chines used at the Royal Testing Station at Charlotten-
burg, Berlin.
RUSSIAN MINISTERIAL REGULATIONS, 1905.
For the following minimum requirements, the average of
the 4 best results, out of 6 briquettes tested, shall be the
accepted tensile strength for each period.
After 7 days (i day in moist air, 6 days in water), 20 kilo>
per cm.2 (284 Ibs. per sq. inch).
172 REINFORCED CONCRETE IN EUROPE
After 28 days (i day in moist air, 27 days in water), 25
kilos per cm.2 (356 Ibs. per sq. inch).
INTER. ASSOC. TEST. MAT. BRUSSELS, 1906.
(a) The tensile strength tests of cements should be carried
out on the standard paste (neat), and on 1:3 standard
cement mortar ; tests of hydraulic limes upon i 13 and 1 15
standard mortars.
(b) The test pieces for the tests should have the shape of
the figure 8. These pieces are termed standard briquettes,
they have a cross section in the middle, of 5 sq. cm.
The general appearance is shown by the accompanying
sketch.
(c) The 1 13 briquettes should be prepared with the aid of
a machine giving the same number of blows, and exerting
the same pressure on all samples.
(d) The iron or bronze moulds in which the briquettes of
neat cement are allowed to set, should be placed on a
table of marble or polished metal. Both moulds and slab
should be well cleaned, and rubbed over with a greasy
cloth.
Knough of the gauged cement is placed in each mould with-
out stopping to cause it to overflow.
Pressure is applied with the fingers so as to ensure that no
part is left unfilled, and the mould is struck several times
with the trowel on each side in order to let the material
settle well in, and to facilitate the escape of air bubbles.
When the cement has set a little, it is scraped off nearly
horizontal to the edges of the mould with a straight knife
blade, so that all the superfluous material is removed with-
out putting any pressure upon it. Finally the surface is
smoothed off by means of a knife resting on the edges of
the mould.
(e) Another method consists in making a mixture of
cement with a small quantity of water till the whole attains
the consistency of moist earth ; this is pressed into the
mould with a spatula. The two processes give different
results.
(f) For a period of twenty-four hours, counted from the
APPENDIX NO. 2 173
commencement of gauging, the briquettes are kept on
their supporting slabs in an atmosphere saturated with
moisture, in a place protected from draughts and the
direct rays of the sun, and at a temperature of between
'15° and i8°C.
The briquettes are then slid on to glass plates covered with
bibulous paper, and the moulds are removed from them.
Briquettes made with standard sand are removed from
their moulds about half an hour after being gauged. Bri-
quettes of hydraulic lime mortars should remain in the
moulds for 2, 4, or 7 days.
(g) At the expiration of the above mentioned periods of
time, the briquettes are plunged into potable water ; but the
depth of liquid in the vessel should not exceed I'm.
The water must be renewed each week and kept at a tem-
perature of i5°-i8°C.
(h) The breaking apparatus should work in such a way
that the increase in load takes place regularly and equally
at the rate of 5 kg. per second.
The form and method of securing the test pieces in position
by means of grappling claws, is shown in the previous
illustration.
(i) Breaking tests are carried out on batches of 10 bri-
quettes at the end of 7 and 28 days, etc., counting from the
date of gauging.
The average of the figures given by 10 briquettes is to be
taken as the result of the test; but if any individual fig-
ures differ from the mean of all the 10 samples by more
than 20 per cent., those figures are to be rejected as er-
roneous.
10. SAND TEST. (TENSILE STRENGTH.)
BRITISH STANDARD, JUNE, 1907.
For the following minimum requirements, the average ten-
sile strength of six briquettes, of the standard shape re-
commended, and of a minimum section of I inch square,
shall be taken as the accepted tensile strength for each
period.
174 REINFORCED CONCRETE IN EUROPE
The briquette shall be prepared from a mixture of one part
of cement to three parts of weight of dry standard sand;
the proportion of water used shall be such that the mixture
is thoroughly wetted, and there shall be no superfluous
water when the briquettes are formed.
7 days (i day in moist air, 6 days in water, 58°-64°F.)
150 Ibs.
28 days (i day in moist air, 27 days in water, 58°-64°F.)
250 Ibs.
The increase from 7 to 28 days shall not be less than 20 per
cent.
BERTRAM BLOUNT, JULY, 1908.
7 days (i day in moist air, 6 days in water, 58°-64°F.)
200 Ibs.
28 days (i day in moist air, 27 days in water, 58°-64°F.)
300 Ibs.
CANADIAN SOCIETY OF CIVIL ENGINEERS, MAY, 1903.
The briquettes are to be formed in suitable moulds. The
sand and cement shall be thoroughly mixed dry, in the pro-
portion of one of cement to three of sand, and then about
10 per cent, of their weight of water shall be added.
The sand for standard tests shall be clean quartz, crushed
so that it passes through a 400 mesh sieve and is retained
on a sieve of 900 meshes per sq. inch.
7 days (i day in moist air, 6 days in water) 125 Ibs.
29 days (i day in moist air, 28 days in water) 200 Ibs.
Sand and cement briquettes shall not show a decrease in
tensile strength at the end of 28 days, or subsequently.
D. G. SOMERVILLE & CO., 1907.
Briquettes of cement and clean sharp sand, in proportions
of i of cement to 3 of sand with 10 per cent, of water after
48 hours, must have the following maximum tensile
strengths : —
7 days after gauging, at least 180 Ibs. per sq. inch.
26 days after gauging, at least 260 Ibs. per sq. inch.
APPENDIX NO. 2 175
FRENCH GOVERNMENT, JUNE, 1902.
Briquettes made of i part of cement to 3 of dry sand, by
weight, gauged with fresh water shall show the following
minimum strength, the mean of the best four out of six
briquettes, being the accepted figure.
The sand used shall be composed of equal parts of grains
of three sizes, separated by four sieves of perforated iron
having holes of ^, I, 1^2 and 2 mm. in diameter.
Briquettes immersed in sea-water after 24 hours shall with-
stand : —
After 7 days, at least 6 kilos per sq. cm. (85 Ibs. per sq.
inch).
After 28 days, at least 12 kilos per sq. cm. (171 Ibs. per sq.
inch).
The strength developed shall also increase 20 kilos, per sq.
cm. (28 Ibs. per sq. inch) from the 7th to the 28th day.
Briquettes immersed in fresh water, after 24 hours shall
withstand : —
After 7 days, at least 8 kilos per sq. cm. (114 Ibs. per sq.
inch).
After 28 days, at least 15 kilos per sq. cm. (213 Ibs. per sq.
inch).
The strength developed shall also increase 2 kilos per sq.
cm. (28 Ibs. per sq. inch) from the 7th to 28th day.
In both cases the Engineer can increase the above required
tests of sand and cement mortar briquettes after 7 and
after 28 days, after he has satisfied himself that the manu-
facturers are able to supply what he specifies.
GERMAN GOVERNMENT, FEBRUARY, 1902.
Slow-setting cement, when tested with 3 parts by weight of
standard sand to i part of cement, must attain after 28
days (i day in air and 27 days in water) a tensile strength
of at least 16 kilograms per sq. cm. (227.5 Ibs. per sq. inch).
With quick-setting cements, the tensile strength at 28 days
is generally less than that above mentioned. The time
of set should, therefore, be stated when specifying the
tensile strength required.
176 REINFORCED CONCRETE IN EUROPE
All test pieces must be tested immediately after being taken
out of water. !Since the sp^ed at which the strain is ap-
plied has an influence on the result, in testing for tensile
strength the increase of weight shall be at the rate of
100 grams (3.53 oz.) per second. The average of the ten
best results shall be taken as the tensile strength developed.
ASSOC. OF GERMAN PORTLAND CEMENT MFGRS., FEBRUARY, 1908.
Slow-setting Portland Cement shall show at least 160 kilos
per cm.2 (2275 Ibs. per sq. inch) compressive strength
when tested with 3 parts by weight of standard sand to
i part of cement, after 28 days hardening (i day in air
and 27 days in water). The tensile strength shall be at
least 16 kilos per cm.2 (227.5 Ibs. Per scl- inch).
With quick-setting cement, the tensile strength, after 28
days, is generally less than that above mentioned. The
setting time should, therefore, be stated when specifying
the tensile strength required.
To arrive at consistent results, sand of the same size of grain
and of the same kind should be used in all cases. This
normal sand is obtained by washing pure quartz sand as
clean as possible, drying it, and passing it through a sieve
jof 60 holes per sq. cm. (387 per sq. inch) in order to
separate the coarser particles; the sand thus obtained is
again passed through a sieve of 120 holes per sq. cm. (775
per sq. inch), to free it from the finer particles. The
thickness of the wire of the sieves should be 0.38 and
0.32 mm. (.015 and .013 inch) respectively.
Since all quartz sands do not always give the same results
when similarly treated, it should be ascertained whether
the normal sand employed will give results consistent with
the normal sand supplied for testing purposes under the
direction of the Committee of the German Cement Mfgrs.
Association, and which is also used by the Royal Testing-
Station of Charlottenburg, Berlin.
AUSTRIAN ENG. & ARCH. SOC., 1907.
For the following minimum requirements the average of
the 4 best results out of 6 briquettes tested, shall be the
accepted tensile strength for each period.
APPENDIX NO. 2 177
In all cases the briquettes shall be prepared of a mixture
of i part of cement and 3 of standard sand.
Slow- and medium-setting Cement: —
After 7 days (i day in moist air, 6 days in water), 12 kilos
cm.2 (171 Ibs. per sq. inch).
After 28 days (i day in moist air, 27 days in water), 18
kilos cm.2 (256 Ibs. per sq. inch).
Quick-setting Cement : —
After 7 days (i day in moist air, 6 days in water), 8 kilos
per cm.2 (114 Ibs. per sq. inch).
After 28 days (i day in moist air, 27 days in water), 18
kilos per cm.2 (171 Ibs. per sq. inch.)
SWISS FEDERAL TESTING STATION STANDARD, 1901.
For the following minimum requirements the average of
the 4 best results, out of 6 briquettes tested, shall be the
accepted tensile strength for each period.
The briquettes shall be prepared from a mixture of i part
of cement and 3 of standard eand.
After 7 days (i day in moist air, 6 days in warm water),
22 kilos ,per cm.2 (313 Ibs. per sq. inch).
After 28 days (i day in moist air, 27 days in cold water),
22 kilos per cm.2 (313 Ibs. per sq. inch).
RUSSIAN MINISTERIAL REGULATIONS, 1905.
For the following minimum requirements, the average of the
4 best results, out of 6 briquettes tested, shall be the ac-
cepted tensile strength for each period.
In all cases the briquettes shall be prepared of a mixture
of i part of cement and 4 of standard sand.
After 7 days (i day in moist air, 6 days in water), 7 kilos
per cm.2 (100 Ibs. per sq. inch).
After 28 days (i day in moist air, 27 days in water), 10
kilos per cm.2 (143 Ibs. per sq. inch).
INTER. ASSOC. TEST. MAT. BRUSSELS, 1906.
Standard Sand.
(a) Standard cement mortars should be made with stand-
ard sand.
178 REINFORCED CONCRETE IN EUROPE
It has been ascertained by numerous experiments that quartz
sands procured from different localities give very differ
ent results when used in tension tests, even when their
particles are of known size, and even if their particles have
almost the same appearance and possess practically the
same composition.
It is therefore desirable that some sand should be agreed
upon for international purposes, and that it should be
screened with sieves constructed of perforated metal hav-
ing holes of specified diameter.
Standard Cement and Lime Mortars.
(a) Standard hydraulic mortars used for testing purposes
should be composed as follows : (1)1:3 cement and hy-
draulic lime, 250 g. cement or lime mortars, 750 g. sand.
(2) 1 15 hydraulic lime mortar only, 167 g. of lime, 835
g. of sand.
The mixtures should be gauged in a smooth vessel with a
spatula having a rounded end.
It is desirable that experiments should be carried out in
order to ascertain whether standard samples of cement
mortar cannot be produced, suitable for submission to
bending and to compression tests ; the samples being either
prepared mechanically with a consistency equal to that of
natural soil, or gauged in a plastic state, and finally
moulded into prisms.
ii. COMPRESSIVE STRENGTH.
J. S. E. DE VESIAN, NOVEMBER, 1907.
Test blocks of 4 inch cube are required to stand the com-
pressive strength of 600 Ibs. per square inch at the age
of 28 days.
GERMAN GOVERNMENT, FEBRUARY, 1902.
The crushing strength must be at least 160 kilograms per
sq. cm. (2275 Ibs. per sq. inch). The standard test of
strength is the crushing test at 28 days, it being impossi-
ble to accurately determine the cementing power, when
comparing different kinds of cement, in a shorter period
APPENDIX NO. 2 179
of time. Thus, for instance, the strength of various sam-
ples of cement may be alike after 28 days, whereas there
may be a material difference in the strength of the samples
after only 7 days.
In testing for crushing strain, in order to get a uniform
result, the pressure should always be exerted on the side
surfaces of the cube, and not on the bottom and upper
troweled surface. The average of the ten best results
shall be taken as the crushing strength of the sample.
In order to insure the necessary uniformity in carrying out
the tests, it is advisable to employ the apparatus and ma-
chines used at the Royal Testing Station at Charlotten-
burg, Berlin.
ASSOC. OF GERMAN PORTLAND CEMENT MFGRS., FEBRUARY, 1908.
The compression strength must be at least 200 kg. per <sq.
cm. (2,844 Ibs. Per sq. inch) by testing after I day in
moist air, 6 days in water and 21 days in air of a tem-
perature of from 15° to 30° C. (59° to 86° F.), the tensile
strength shall be at least 20 kg. per sq. cm. (284 Ibs. per
sq. inch).
Compression tests may be made at an earlier time than after
i day in moist air and 6 days, in water when compressive
strength shall be at least 120 kg. per sq. cm. (1,760 Ibs.
per sq. inch).
AUSTRIAN ENG. & ARCH. SOC., 1907.
For the following minimum requirements, the average of
the 4 best results, out of 6 briquettes tested, shall be the
accepted tensile strength for each period.
In all cases the briquettes shall be prepared of a mixture
of i part of cement and 3 of standard sand.
Slow- and medium-setting cement, after 28 days (i day in
moist air and 27 days under water) shall have a com-
pressive strength of 180 kilos per cm.2 (2560 Ibs. per
sq. inch).
Quick-setting cement, after 28 days (i day in moist air and
27 days under water) shall have a compressive strength
of 120 kilos per cm.2 (1707 Ibs. per sq. inch).
l8o REINFORCED CONCRETE IN EUROPE
SWISS FEDERAL BESTING STATION STANDARD, 1901.
For the following minimum requirements, the average of
the 4 best results out of 6 briquettes tested, shall be the
accepted tensile strength for each period.
The briquettes shall be prepared from a mixture of I pare
of cement and 3 of standard sand: —
After 7 days, (i day in moist air, 6 days in warm zvater),
220 kilos cm.2 (3130 Ibs. per sq. inch).
After 28 days, (i day in moist air, 27 days in cold water),
220 kilos cm.2 (3130 Ibs. per sq. inch).
INTER. ASSOC. TEST. MAT. BRUSSELS, 1906.
(a) The pressure tests are carried out with cube-shaped
test pieces, each surface of which is 50 sq. cm.
(b) The test pieces should be made by machinery.
(c) The cubes should remain for at least 24 hours in the
moulds. Five cubes should be crushed; but in case of
disputes, ten must be tested.
(d) Compression tests are to be carried out at the same
period of time after gauging as the tensile tests (Section
7, i), and should be performed on 5 cubes.
12. BLOWING TEST.
CANADIAN SOCIETY OF CIVIL ENGINEERS, MAY, 1903.
Mortar pats of neat cement thoroughly worked, shall be
troweled upon carefully cleaned 5 -inch by 2 y2 -inch ground-
glass plates. The pats shall be about y2 inch thick in the
centre and worked off to sharp edges at the four sides.
They shall be covered with a damp cloth and allowed to
remain in the air until set, after which they shall be placed
in vapor in a tank in which the water is heated to a tem-
perature of I3O°F. After remaining in the vapor 6 hours,
including the time of setting in air, they shall be immersed
in the hot water and allowed to remain there for 18 hours.
After removal from the water the sample shall not be
curled up, shall not have fine hair cracks, nor large ex-
pansion cracks, nor shall they be distorted. If separated
from the glass, the sample shall break with a sharp,
crisp ring.
APPENDIX NO. 2 l8l
13. COOLNESS.
D. G. SOMERVILLE & CO., 1907.
Cement should on no account be used when freshj and should
be spread out on delivery in thin layers and turned over
at least once a week. It should then be subjected to the
following test: — After mixing for 3 to 4 minutes with
22 per cent, of water there must not be more than 6°F.
rise in temperature in one hour.
It is certainly more costly to air-slake the cement, but you
thereby obtain almost complete immunity from after
expansion in the work.
APPENDIX NO. 3.
LISTS AND DESCRIPTION OF FOREIGN GOVERNMENT AND
PRIVATE TESTING STATIONS, CONGRESSES, TECH-
NICAL INSTITUTIONS, ASSOCIATIONS, AND COMMIT-
TEES, WHO HAVE ENDORSED REINFORCED CONCRETE
AS A MATERIAL OF CONSTRUCTION OR WHO HAVE
ADOPTED RESOLUTIONS, SPECIFICATIONS, OR RULES
RELATING THERETO.
NOTE: — All references are here omitted to the Text of the adopted Specifi-
cations for Cement, Concrete, and the Metal used and the Rules for Rein-
forced Concrete Construction, because four subjects are discussed elsewhere
and separately in this Report.
INTERNATIONAL.
List.
CONGRES INTERNATIONAL DES METHODES D'ESSAI DES MATER-
IAUX DE CONSTRUCTION. PARIS, 1900.
INTERNATIONAL ASSOCIATION FOR TESTING MATERIALS.
Methods for the Testing of Hydraulic Cements recommend-
ed by the IVth Congress held at Brussels, September
3-6, 1906.
INTERNATIONAL COMMISSION ON CEMENT.
Appointed by the International Association for Testing
Materials.
INTERNATIONAL COMMISSION ON REINFORCED CONCRETE.
Appointed by the International Association for Testing
Materials. Prof. F. Schiile, Chairman, Federal Polytech-
nic, Zurich, Switzerland.
INTERNATIONAL RAILWAY CONGRESS OF 1905.
INTERNATIONAL CONGRESSES OF ARCHITECTS OF 1906 and 1908.
INTERNATIONAL FIRE SERVICE CONGRESS OF 1906.
INTERNATIONAL.
Description.
CONGRES INTERNATIONAL DES METHODES D'ESSAI DES MATER-
IAUX DE CONSTRUCTION. PARIS, 1900.
The work accomplished at the Sessions of this Congress,
APPENDIX NO. 3 183
which were held during the Paris Exposition of 1900, has
been published in three volumes as follows: the subjects of
Reinforced Concrete, Concrete and Cement occupied consider-
able time during the sessions.
TOME I.— Etudes generates.
I. — Etudes sur la constitution moleculaire des corps et
leurs lois de deformation sous 1'application des efforts.
II. — Historique des methodes d'essai. Laboratoires et
appareils d'essai.
TOME II.- Premiere partie (metaux).
I. — Essais mecaniques.
II. — Etudes des essais de divers metaux et de certaines
pieces assemblies.
TOME III. — Deuxieme partie (materiaux autres queles metaux).
Liste des membres du Congres. Proces-verbaux des se-
ances.
INTERNATIONAL ASSOCIATION FOR TESTING MATERIALS,
Methods for the Testing of Hydraulic Cements recommend-
ed by the IVth Congress held at Brussels, September
3-6, 1906.
At the IVth Congress of this Association, held at Brussels
on September 3-6, 1906, Methods for testing Hydraulic Ce-
ments, proposed by the sub-committee were accepted in prin-
ciple by the main Committee and examined and sanctioned by
the Congress itself.
The features of these recommended Methods are quoted in
this Report under Cement Specifications.
INTERNATIONAL COMMISSION ON HYDRAULIC CEMENTS.
APPOINTED BY THE INTERNATIONAL ASSOCIATION
FOR TESTING MATERIALS.
At the 5th Congress of the International Association for Test-
ing Materials to be held at Copenhagen, Denmark, in Septem-
ber, 1909, the following so called "Principal Questions" in re-
ference to Hydraulic cements will take precedence in the dis-
cussions.
7
184 REINFORCED CONCRETE IN EUROPE
HYDRAULIC CEMENTS.
(g) Reinforced Concrete.
(h) Progress in the Methods of Testing (Cements).
(i) Cement in Sea Water.
(j) Constancy of Volume (of Cements).
(k) Tests (of Cement) by means of prisms and standard
sand.
(1) Weathering Resistance of Building Stones.
In addition, the following "Technical Problems" relating to
Cement, have been placed in the hands of Committees or Re-
ferees, with a request from the Council for Reports at the 5th
Congress.
PROBLEM NO. 9.
On rapid methods for determining the strength of hydraulic
cements. (Proposed at the Zurich Congress, 1895.)
PROBLEM NO. 10.
To digest and evaluate the resolutions of the conferences of
1884-1893, concerning the adhesive qualities of hydraulic ce-
ments. (Proposed at the Zurich Congress, 1895.)
PROBLEM NO. n.
To establish methods for testing puzzolanas with the object
of determining their value for mortars. (Proposed at the Zurich
Congress, 1895.)
PROBLEM NO. 12.
Investigation on the behavior of cements as to time of setting,
and on the best method for determining the beginning and the du-
ration of the process of setting. (Proposed at the Zurich
Congress, 1895, enlarged in conformity with the resolution of
the Budapest Congress, 1901.)
PROBLEM NO. 30.
Determination of the simplest method for the separation of
the finest particles in Portland cement by liquid and air pro-
cess. (Proposed at the Budapest Congress, 1901.)
PROBLEM NO. 31.
On the behavior of cements in sea- water. (Proposed at the
Budapest Congress.)
APPENDIX NO. 3 185
PROBLEM NO. 32.
On accelerated tests of the constancy of volume of cements.
(Decision of the Zurich Congress, 1895.)
PROBLEM NO. 33-
On the influence of the proportion of water and sand on
the strength of Roman and other cements. (Proposed at the
Budapest Congress, 1901.)
PROBLEM NO. 42-
Uniform tests of hydraulic cements by prisms, and determi-
nation of a standard <sand. (Proposed at the Brussels Con
gress, 1906.)
INTERNATIONAL COMMISSION ON REINFORCED CONCRETE
APPOINTED BY THE INTERNATIONAL ASSOCIATION
FOR TESTING MATERIALS.
At the XVIth Meeting of the Council of the International
Association for Testing Materials, held in Munich, February
nth and I2th, 1907, an "International Commission of Inquiry
on Reinforced Concrete" was appointed.
The Chairman of this Commission, Prof. F. Schiile, of the
Federal Polytechnic at Zurich, Switzerland, at a meeting in
October, 1908, explained that the object of the Commission is
to assemble and summarize the world's experience on Rein-
forced Concrete, and at least a Report of Progress will be made
at the next (the fifth) Congress of the Association to be held
in Copenhagen, Denmark, in September, 1909.
The Problem, assigned to this Commission, and known as
"Problem No. 41" was proposed at the Brussels Congress of
1906 and the Programme of work announces the four follow-
ing subjects:
A. Summary of Tests completed in different countries.
B. Summary of the Facts definitely established by these
tests.
C. Summary of the Chief Causes of difference of opinion
on questions relating to reinforced concrete.
D. Set of Standards for future tests.
l86 REINFORCED CONCRETE IN EUROPE
At the Meeting in Bale in November, 1908, the following mem-
orandum was presented by the Chairman, Prof. Schule: —
"The Application of reinforced concrete to all kinds of work in con-
nection with engineering and architecture has caused quite a number
of technical questions to be raised — some of them of a very complex
character — as to the safety and life of structures of this material.
In its early days, reinforced concrete — comprising materials of such
an utterly different character as iron and concrete — cannot be said to
have been very favorably received by those who occupied themselves
with the scientific aspects of building construction, and thus at the Inter-
national Congress on the Testing of Materials, held at Budapest in 1901,
reinforced concrete was but very casually mentioned in a short note by
Monsieur Considere. Since that time, however, numerous buildings in
reinforced concrete have been erected, and much experience has been
gained in the different countries, and the scientific aspects of reinforced
concrete have become matters of moment to all concerned.
It was in France that the initiative was taken of investigating rein-
forced concrete systematically. A French Commission of Inquiry was
formed by a Ministerial Order of December, 1900, which undertook a
series of experiments, and this investigation resulted in the Report of
October 20, 1906, which contained instructions regarding the use of
reinforced concrete pending ftuther experience being gained. (See "Con-
crete," Vol. I., Nos. 5 and 6.)
Other countries also realized the importance of having some rules or
recommendations upon which to base the calculation and execution of
works in reinforced concrete, and the following method was generally
adopted by the different nations concerned — namely: (i) Provisional
Rules were set up by the most competent and experienced public officials
or professional men conversant with the work ; (2) National Commis-
sions were created to pursue the studies and elucidate technical points.
The expenses incurred by these technical commissions are either borne
by the State or by funds subscribed by the industries concerned, or by
both.
In Germany and in the United States the research work is being car-
ried out on a vast scale, and large sums of money are expended on it.
In fact, a majority of the testing laboratories all over the world, but
••especially in the United States and Germany, have occupied themselves
ior some years so actively with experiments in reinforced concrete, that
•one can say with truth that at no period has there been such a number
•of engineers working to progress a branch of civil engineering as is the
•case at present with reinforced concrete.
The International Congress of Testing Materials, held at Brussels
in 1907, recognized the great international importance of reinforced
concrete, and thus arose the constitution of the International Commission
on Reinforced Concrete, the study of reinforced concrete on international
lines.
APPENDIX NO. 3 l7
Monsieur Considere, who, prior to his retiring from the official posi-
tion he held in France, occupied the chair in this Commission, issued
a memorandum to the members in which he proposed a number of
questions to be dealt with, embracing all points relating to the consti-
tution of reinforced concrete as distinct from its application. He pro-
posed as a preliminary the preparation and consideration of : —
A. A summary of tests completed in different countries.
B. A summary of the facts definitely established by these tests.
C. A summary of the chief causes of difference of opinion on
questions relating to reinforced concrete.
D. A set of standards for future tests.
There can be no doubt that this .programme, if put into execution,
would make a considerable difference in the science of reinforced con-
crete; but, as I mentioned in my memorandum when appointed to the
chair, upon Monsieur Considered resignation, the research work at
present in train is not sufficiently advanced to permit of data being
collated in time for the next International Congress on Testing Materials,
to be held at Copenhagen next year, and we must limit our work to
some preliminary matters for the present until we meet again at Cop-
enhagen next year."
INTERNATIONAL RAILWAY CONGRESS OF 1905.
At the seventh session of the Railway Congress, under Sub
ject IV "On the Question of Concrete and Embedded Metal,"
a Report was presented by W. Ast covering all Countries ex-
cept Russia and America. J. F. Wallace submitted a Report
on the experience in America.
These two Reports will be found in Vol. XIX for 1905, of
the English Edition of the Bulletin of this Congress, pages
363-450 and pages 451-455 respectively.
INTERNATIONAL CONGRESSES OF ARCHITECTS, 1906 AND
1908.
At the SEVENTH International Congress of Architects, held
in London in July, 1906, the following nine papers were pre-
sented dealing with Reinforced Concrete:
(1) REINFORCED CONCRETE.
"Communication from the Joint Reinforced Concrete Com-
mittee."
(2) E. P. GOODRICH, Mem. Amer. Soc. C. E.
"Reinforced Concrete and its Relation to Fire Protection."
1 88 REINFORCED CONCRETE IN EUROPE
(3) PROF. LOUIS CLOGUET, Central Society of Architecture of Belgium.
"The Employment of Reinforced Concrete in Architecture."
(4) GASTON TRELAT, Paris.
"Constructions in Steel and in Reinforced Concrete/'
(5) HENRY ADAMS, M. Inst. C. E.
"Perro-Concrete Construction."
(6) A. von WIELEMANS, Vienna.
"Reinforced Concrete Construction in Monumental Archi-
tecture."
(7) A. AUGUSTIN REY, Paris.
"Construction in Steel and in Reinforced Concrete."
(8) PETER B. WIGHT, Chicago.
"The use of Burned Clay Products in the Fire-Proofing
of Buildings in the United States of America."
(9) JOAQUIN BASSEGODA, Barcelona.
"Constructions in Steel and in Reinforced Concrete."
After the discussion of these Papers, the following RESOLU-
TIONS were adopted:
"That this Congress considers it desirable that an inquiry should be
made as to what failures have taken place in reinforced concrete build-
ings, and as to the causes of the failures."
"That this Congress is of the opinion that, where reinforced concrete
is intended to be fire-resisting, the greatest possible care should be taken
as to the nature of the aggregate and its size, and also as to the protec-
tion of the steel."
At the EIGHTH CONGRESS held at Vienna in May, 1908,
a number of papers on Reinforced Concrete were read, chief
among which was one by Prof. F. von Emberger, entitled "A
Review of the Present Position of Reinforced Concrete Gen-
erally" and another by Launer of the Prussian Ministry of Pub-
lic Works, Berlin, entitled "Accidents on Reinforced Concrete
Work and Proposals for their Prevention."
The following Resolutions were adopted by the Congress.
"That public and municipal authorities should publish official im-
partial reports on building accidents, so that the true facts of such acci-
dents, classified as far as possible according to the nature of the ma-
terial, should be at the disposal of those technically interested."
APPENDIX NO. 3 189
Besides the papers there were many informal discussions and
personal interchange of opinion and experience in reference to
reinforced concrete, which showed an enthusiasm as to its prac-
ticability and economy.
INTERNATIONAL FIRE SERVICE CONGRESS, HELD AT
MILAN IN 1906.
The subject of the Fire Resistance of Reinforced Concrete
was discussed by the International Fire Service Congress held
at Milan in 1906.
The following RESOLUTIONS were adopted on the sub-
ject of necessary safeguards to be observed in the use of Re-
inforced Concrete in buildings intended to be fire-resisting.
The resolutions have carried considerable weight as the Con-
gress consisted of over 500 representatives of men interested
in the protection of life and property from fire. There were
representatives present from nearly every country, including
the fire chiefs from the capital cities of France, Germany, Aus-
tria, and Italy. The text of the RESOLUTIONS is as follows •
"That the Congress considers that no reinforced concrete construction
should be permissible in buildings intended to be fire-resisting, unless
the aggregate be most carefully selected and applied in such a nnnner
as to give substantial protection to all metal parts."
"That it is advisable where reinforced concrete is intended to be fire-
resisting, that every portion of the metal rods .or bars contained therein
be covered by not less than 2 in. of concrete, the aggregate of which
must be able to pass through a sieve having a mesh of no more than
i in. diameter, and that Portland cement of great fineness only be used."
"That where feasible all external angles should be rounded."
"That any angle iron needed for mechanical protection should be held
in position independently of the concrete."
GREAT BRITAIN.
List of Committees, Associations, Etc.
JOINT COMMITTEE ON REINFORCED CONCRETE.
Formed under the auspices of the Royal Institute of Brit-
ish Architects.
9 Conduit St., London, W.
I9O REINFORCED CONCRETE IN EUROPE
SPECIAL COMMISSION ON CONCRETE AGGREGATES.
Formed by the Executive Board of the British Fire Pre-
vention Committee.
THE CONCRETE INSTITUTE OF GREAT BRITAIN.
I Waterloo Place, London, S. W.
INSTITUTION OF CIVIL ENGINEERS.
Committee on Reinforced Concrete appointed by the Coun-
cil in January, 1909.
BRITISH GOVERNMENT DEPARTMENTS OFFICIAL ENDORSEMENT
OF REINFORCED CONCRETE.
THE BRITISH FIRE PREVENTION COMMITTEE'S TESTS ON REIN-
FORCED CONCRETE CONSTRUCTION.
1 Waterloo Place, London, S. W.
FIRE OFFICES COMMITTEE OF LONDON.
Rules of 1905.
"LOCAL GOVERNMENT BOARDS." RULES AT PRESENT MILITATE
AGAINST THE USE OF REINFORCED CONCRETE FOR THE
CONSTRUCTION OF BUILDINGS IN GREAT BRITAIN.
MOST BRITISH MUNICIPAL BUILDING LAWS AT PRESENT
MILITATE AGAINST THE USE OF REINFORCED CONCRETE.
BRITISH ENGINEERING STANDARDS COMMITTEE ON CEMENT;
SPECIFICATIONS.
28 Victoria St., London, S. W.
BRITISH ENGINEERING STANDARDS COMMITTEE ON STRUCTURAL
STEEL.
28 Victoria St., London, S. W.
LIST OF TESTING LABORATORIES.
CEMENT USER'S TESTING ASSOCIATION.
2 Victoria St., Westminster, London, S. W.
BERTRAM BLOUNT F. I. C.
76-78 York St., Westminster, London, S. W.
KIRKALDY TESTING AND EXPERIMENTING WORKS,
99 Southwark Street, London, S. E.
APPENDIX NO. 3 191
HENRY FAIJA & CO.
Portland Cement Testing Works and Chemical Laboratories,
41 Old Queen St., Westminster, London, S. W.
BURSTALL & MONKHOUSE.
14 Old Queen St., Westminster, London, S. W.
ASSOCIATION OF PORTLAND CEMENT MFGRS., LTD.
Chemical and Mechanical Laboratory at their Works.
Office at Park House, Gravesend.
G. AND T. EARLE, LTD.
Wilmington Hull.
WM, CUBITT & CO.
Gray's Inn Road.
HARRY STANGER.
2 Broadway, Westminster, London, S. W.
NOTE : — There is no Official Laboratory in Great Britain devoted to the
testing of or experimenting with Reinforced Concrete, Concrete or Cement
nor even of any one Laboratory which enjoys Official support.
GREAT BRITAIN.
Description of Committees, Associations, Etc.
JOINT COMMITTEE ON REINFORCED CONCRETE FORMED UNDER
THE AUSPICES OF THE ROYAL INSTITUTE OF BRITISH
ARCHITECTS.
Early in 1906, the Royal Institute of British Architects of 9
Conduit St., Hanover Square, London, W., invited the co-oper-
ation of other English bodies in the formation of a Committee
"to consider and report on reinforced concrete and to draw up
regulations embodying the essential requirements for perma-
nence and stability." This was the first independent inquiry on
reinforced concrete inaugurated in Great Britain.
On the Committee finally appointed, were representatives,
besides the Royal Institute of British Architects, of His Majesty's
Admiralty, the War Office, the Institute of Builders, the Dis-
trict Surveyor's Association, and the Association of Municipal
.and County Engineers.
192 REINFORCED CONCRETE IN EUROPE
After many meetings and discussions, the Committee drew
up a unanimous Report setting forth the conditions under which
reinforced concrete should be used, and they found that under
these conditions the work would be trustworthy, and that decay
of the metal is not to be feared.
The Report was adopted at a General Meeting 'of the Royal
Institute of British Architects, held on May 27, 1907.
The Report is regarded as provisional, and although it does
not carry the official power to insist on the adoption of its recom-
mendations, in British reinforced concrete construction, such as
is the case with the Official Rules of Germany, France, and
some other Continental Countries, it still, however, has exerted
a strong favorable influence towards reinforced concrete in prom-
inent British circles.
The chief features of the Report are quoted in the Discus-
sion of the Specifications for Reinforced Concrete.
While the deliberations of the Committee were not made
public, the following quotations embodying the views of the
Council of their Science Standing Committee, and embodied in
a letter dated Dec. 9, 1907, from the Secretary, W. J. Locke,
to the first Commissioners of His Majesty's Office of Works,
show that the Royal Institute of British Architects now strong-
ly endorses Reinforced Concrete Construction.
"The Development of this type of construction from simple uses for
parts of buildings to its employment to-day for complete structures of
all sorts, road and railway bridges, sewers, water mains, reservoirs,
jetties, piles, dock walls, coast protection, warehouses, and other build-
ings etc., by Governments, municipalities, railway and dock companies,
and private owners, has been slowly built up step by step by practice
and experience aided in later years by scientific research, which research
in foreign countries has been largely undertaken by the initiative and
at the expense of the State."
"It is sometimes thought that the metal may perish, but all experience
shows that concrete is the best preservative for iron and steel known to
us. A bar of iron or steel slightly rusty embedded in properly made
concrete may be taken out after some months or after hundreds of
years, brighter than when it was put in. Perhaps I may quote an in-
stance—the experience of Mr. Somers Clarke, late Surveyor to St. Paul's
Cathedral, who being anxious as to the condition of the great chain
tie which binds the dome at its base, caused an opening to be made in
the concrete in which it has been embedded for over two hundred years,
APPENDIX NO. 3 193
and found the iron bright and perfect, notwithstanding the fears which
had naturally been felt because of the percolation of water from the
gallery over it. This is but one of many examples, showing not only
that metal reinforcements and concrete have been used by architects for
many years back, but that their confidence in the durability of concrete
and metal in combination is justified.
"The many instances of the anchor chains of suspension bridges be-
ing embedded in concrete as a provision against their deterioration through
the action of moisture, may also be cited as showing the reliance placed
on concrete by engineers for the protection of steel from corrosion.
"There appears to us to be no more reason to doubt the durability of
reinforced concrete in the walls, columns, floors, and roofs of buildings,
and basement walls in damp situations, than in retaining walls, piled
jetties, bridges, and other engineering structures.
"There is also every reason to believe that it is as durable as brick-
work or masonry for tanks, reservoirs, and similar structures, resisting
the pressure of water under moderate heads, even if there be a slight
sweating of water through the concrete, providing the metal is care-
fully embedded and thoroughly surrounded with a concrete of a moder-
ately wet consistency, and especially if the embedded metal has been
washed over with a cement grout before being placed in it.
"A still more severe test is afforded by works in sea water or works
in tidal waters, and by bridges, the piers and abutments of which are
exposed to abrasion by running waters. Constructions such as these are
more in the province of the engineer, but their behavior and the opinions
practically shown by engineers in ever increasing the use of reinforced
concrete are evidences of which we take account.
"The accidents and failures which have occurred in reinforced concrete
works have not arisen from a want of durability, but have almost in-
variably taken place when the centres are struck, as, contrary to ex-
perience in other materials, the strength of concrete increases with age.
Improper materials and imperfect design which produce failure after
completion would equally produce failures in other materials.
"My council is of the opinion that works in reinforced concrete which
comply with the requirements laid down in the report of the Committee
appointed by this Institute are at least as durable as brick or stone
buildings."
BRITISH SPECIAL COMMISSION ON CONCRETE AGGRE
GATES.
Formed by the Executive Board of the British Fire Preven-
tion Committee.
Late in 1906, the Executive Board of the British Fire Pre-
vention Committee, (of No. i Waterloo Place, Pall Mall, Lon-
194 REINFORCED CONCRETE IN EUROPE
don, S. W.) formed, from among its leading members and the
representatives of the public bodies who are subscribers to the
Committee, a "Special Commission on Concrete Aggregates."
The object of this Commission is to investigate the subject
of Concrete Aggregates, both as regards their resistance to fire,
and their capability to withstand stresses, and also to elaborate
specifications which will enable architects and engineers to ob-
tain what they want to carry out their designs, with more uni-
formity than at present. They will not include the cement to
be used, as the standardization of • cement specifications vs in
charge of the "Engineering Standards Committee."
The Commission's work has been divided into two sections,
in charge of two sub-Committees, one dealing with Specifications,
and the other with research Work and Tests.
An abstract of the "Interim Report" of this Commission, pre-
sented in December, 1908, is as follows: —
SPECIFICATION OF MATERIALS FOR AGGREGATES.
"The divergency of views as to the correct description of the actual
materials in use as aggregates has, however, led the Commission to the
decision of publishing at this stage, with this Interim Report the Sched-
ule A attached, comprising a series of Specifications for Artificial and
Natural Materials for Aggregates frequently used in this Country for
Concrete."
"The Specifications issued are for the following — namely: —
Artificial materials for aggregates. .Natural materials for aggregates.
(i). Coke breeze, (7). Volcanic Rocks.
.(2). Clinker. (a.) Basalts, traps, dense, lavas
(3). Blast furnace slag. etc.
(4). Broken brick. (b). Lavas and rocks of
(S)- (a)- Gault clay burnt. similar character,
(b). Ordinary burnt clay (c). Pumice, etc.
ballast. (8). Crushed granite,
(c). Broken terra-cotta : — (9). Sandstones, limestones,
(i). Porous. quartzites, and rocks of a
(2). Dense. similar character.
(6). Natural ballast (gravel).
"Trie Specifications may be deemed complete with the exception of
(a) the percentage of sulphur allowable in certain of the artificial ag-
gregates, (b) the weight limits for certain volcanic rocks, and (2) the
porosity of certain clay products, which points can alone be decided
after cohskterablfe further inquiry and test."
"The tests necessary prior to framing recommendations should be with
APPENDIX NO. 3 195
concretes in which aggregates complying with the Specifications as now
drafted alone will be used."
"The Specifications as they stand, even without any recommendations,
should be found useful, and may lead to standardization in the description
of aggregates."
"As to size to which aggregates should be used to fulfill different pur-
poses, etc., these are also matters for which further research is still nec-
essary prior to the recommendations being framed."
The following comprises the Schedule to the Report: —
ARTIFICIAL MATERIALS FOR AGGREGATES.
1. Coke Breeze. — Coke breeze for use as a concrete ag-
gregate shall be entirely coke taken from the gas retort, coke
oven, or special furnace. It shall be absolutely free from clink-
er, coal and all substances that will not float in water, and from:
any admixture of material taken from the retort furnace or
water-pan below it, and from cinder, ash, or other admixture.
The proportion of sulphur in coke breeze shall not be more
than per cent.
NOTE: — It was decided that the determination of the allowable amount
of sulphur should be the subject of future consideration.
2. Clinker. — Clinker for use as a concrete aggregate shall
be the thoroughly burnt and hard waste product of furnaces, free
from dust, shale, or free lime, and not having more than ....
per cent, of sulphur.
NOTE: — Pan breeze is included in this definition.
NOTE: — In this case, as in that of coke breeze, it was decided that the
determination of the allowable amount of sulphur should be the subject of
further consideration.
3. Blast Furnace Slag. — Blast furnace slag for use as a
concrete aggregate to be obtained and selected from pig iron
smelting furnaces (to the exclusion of basic slag), to be of
porous quality, to be washed to remove dust and sulphur, to
be without free lime, and not to contain more than . .
per cent, of sulphur.
NOTE: — In this case also, it was decided that the allowable amount of
sulphur should be the subject of further consideration.
4. Broken Brick. — Broken brick for use as a concrete ag-
gregate shall be from well-burnt and perfectly sound and har J
196 REINFORCED CONCRETE IN EUROPE
clay bricks, such as London stock bricks, or bricks of equal
quality, and shall be of the size specified and be free from old
mortar, and from dust or particles that will pass through a
sieve of 3^ m- mesh.
5. (a) Gault Clay Burnt. — Burnt gault clay for use as a
concrete aggregate shall be free from free lime and sulphur and
from unburnt particles, and shall be thoroughly hard, so that
pieces soaked in water for hours shall not disintegrate.
NOTE: — It was decided that the Tests Sub-Committee should be asked
to determine the length of time to be inserted in the clause.
5. (b) Ordinary Burnt Clay Ballast. — Ordinary burnt clay
ballast for use as a concrete aggregate shall be free from free
lime and sulphur and from unburnt particles, and shall be
thoroughly hard, so that pieces soaked in water for .... hours
shall not disintegrate.
NOTE: — It was decided that the Tests Sub-Committee should be asked
determine the length of time to be inserted in the clause.
5. (c) Broken Terra-Cotta. — (i) Porous: Broken, por-
ous terra-cotta for use as a concrete aggregate shall be (a)
from clean and well-burnt earthenware, unglazed, which has
been mixed before firing with some combustible material such
as sawdust, so that after firing it is of a porous or cellular
texture, or (b) from clean and well-burnt unglazed earthen-
ware which is capable of absorbing at least per cent.
of its own weight of water. (2) Dense: Broken, dense terra-
cotta for use as a concrete aggregate shall be from clean and
well-burnt earthen or stone ware, unglazed, and shall be incapa-
ble of absorbing more than per cent, of its own weight
of water.
NOTE: — It was decided that the Tests Sub-Committee should be asked
to determine the percentages to be inserted in these clauses.
NATURAL MATERIALS FOR AGGREGATES.
6. Natural Ballast (Gravel).— Natural ballast for use as a
concrete aggregate shall be gravel from river beds, sea coasts or
glacial deposits, washed, if necessary, to remove dirt, loam,
earthy or saline matter, clay, and other foreign substances.
APPENDIX NO. 3 197
7. Volcanic Rocks. — All rock of volcanic origin for use as
a concrete aggregate shall be entirely free from decomposed
parts and must show no signs of expansion, disintegration, or
dissolution after having been immersed in water for 72 hours.
Rocks of this nature may be divided into the following classes :
(a) Basalts, traps, dense lavas, etc., weighing not less than
...... Ibs. per cubic foot. These shall be dense, thoroughly
vitrified, not scoriaceous, show a clean fracture when broken,
be homogeneous and free from marked cellular structure.
(b) Lavas and rocks of similar character weighing not less
than Ibs. per cubic foot. These shall be hard and free
from all soft or organic matter, but they will not be so hard,
and will be more cellular than those of section (a).
(c) Pumice weighing not more than Ibs. per cubic
foot. It shall be hard, free from all organic matter, soft dust
or impurity, and show a bright silky structure when broken.
NOTE:— It was decided that the Tests Sub-Committee should be asked
to determine the weights to be inserted in these clauses.
8. Granite. — Granite for use as a concrete aggregate shall
be obtained from (here insert name of quarry), and
shall be reduced to the specified dimensions by crushing or
breaking, and shall be close, hard, and of even texture; free
from large crystals of feldspar, dirt, argillaceous or organic
materials, all decomposed particles, and from dust that will pass
through a 1/16 inch mesh.
9. Sandstones, Limestones, Quartzites and Rocks of Similar
Character. — Rocks of these characters for use as concrete ag-
gregates shall be dense, uniform, and homogeneous in structure
and composition. They shall have small even grains and crys-
talline texture.* Fractures shall be clean and free from large
flaws. The weight of the material shall not be less than 130
Ibs. per cubic foot, nor its crushing strength less than 200 tons
per square foot, and it shall not absorb more water than 8 per
cent, of its weight after immersion for 24 hours. The aggregate
after preparation shall be free from all dirt, decomposed rock,
argillaceous and organic material.
* This is not intended to exclude Oolites otherwise suitable.
198 REINFORCED CONCRETE IN EUROPE
THE CONCRETE INSTITUTE.
As an evidence of the recent rapid advance in the introduc-
tion of Reinforced Concrete in Great Britain, the following
quotation is made from the Constitution of "The Concrete Insti-
tute" formed early in 1908, by parties interested either pro-
fessionally or industrially in Concrete or Reinforced Concrete.
The objects of the Institute are: —
(a) To advance the knowledge of concrete and reinforced
concrete, and direct attention to the uses to which these
materials can be best applied.
(b) To afford the means of communication between per-
sons engaged in the designing, supervision, and execution
of works in which concrete and reinforced concrete are
employed (excluding all questions connected with wages
and trade regulation).
(c). To arrange periodical meetings for the purpose of dis-
cussing practical and scientific subjects bearing upon the
application of concrete and reinforced concrete, and to
conduct such investigations and to issue such publications
as may be deemed desirable.
The Institute consists of Members who have one or the ether
of the following qualifications : —
(a) Persons professionally or practically engaged in tlie
application of concrete or reinforced concrete and the
production of their constituents.
(b) Persons of scientific, technical or literary attainments
specially connected with the application of concrete, re-
• inforced concrete and their constituents.
There is also a roll of "Special Subscribers," comprising Pub-
lic Authorities, Corporations, Public Companies and Firms,
etc., desirous of assisting in the work of the Institute.
The Council of the Institute comprises a President, four Vice-
Presidents, a Chairman of the Executive, a General Secretary,
a Treasurer and twenty Members of Council. A proportion of
the Council retires annually and the vacancies are filled by postal
<ballot.
Arrangements for meetings, the selection and publication of
APPENDIX NO. 3 199
papers, and all technical matters, investigations, tests, questions
of management, etc.,, are in the hands of the Council.
Papers dealing with the subjects engaging the attention of
the Institute will be published under its auspices, and Members,
"Honorary Members," and "Special Subscribers" are entitled to
copies of these publications.
Arrangements will eventually be made for a reading room in
connection with the offices, and a reference library will be formed
there.
The first 100 Members and the first 25 "Special Subscribers"
will be known as the Founders of the Institute.
The membership in February, 1909, had exceeded 500.
Up to March, 1909, three meetings of the Concrete Institute
have been held at which important papers have been read and
discussed.
INSTITUTION OF CIVIL ENGINEERS.
The Appointment, in January, 1909, of a Committee on Re-
inforced Concrete by the Council of the Institution of Civil
Engineers, is a somewhat delayed, but nevertheless, an import-
ant evidence of the recognition in Great Britain of the import-
ance of Reinforced Concrete Construction.
The Personnel of this Committee is not yet completed (March,
1909,) and hence no recommendations have yet been made by
the Committee.
BRITISH GOVERNMENT DEPARTMENTS' OFFICIAL
ENDORSEMENT OF REINFORCED CONCRETE.
Several of the Departments of the British Government have,
in preference, adopted Reinforced Concrete Construction and
have furthermore officially admitted its economy and value.
Parties in Great Britain interested in Reinforced Concrete,
both professionally and industrially, look upon as a great endorse-
ment the fact that early in 1907, it was decided to execute the
extension of the General Post Office in London, in Reinforced
Concrete.
During 1907, the representatives of three of the Government
Departments have, in response to official inquiries, announced
to the House of Commons, that they are satisfied with the results
200 REINFORCED CONCRETE IN EUROPE
of the employment of Reinforced Concrete in the works under
their direction, both as regards economy and efficiency.
His Majesty's Office of Works has officially admitted that the
saving, by the use of Reinforced Concrete is 20 per cent.
Both the War Office and the Admiralty, have adopted Rein-
forced Concrete, in preference, in many important constructions,
and they furthermore consented to act through representatives, on
the important British Committees having the standardization of
Specifications relating to Reinforced Concrete under considera-
tion.
THE BRITISH FIRE PREVENTION COMMITTEE'S TESTS
ON REINFORCED CONCRETE CONSTRUCTION.
This Committee was founded in 1897 and incorporated in
1899.
Its independent investigations have done more to establish
standards of fire resistance, than that of similar bodies in other
countries. In fact its Standards of Fire Resistance were adopted
as "Universal Standards" by the International Fire Prevention
Congress, London, 1903.
All its tests are carried out entirely independent of any financial
interest, and its conclusions are received with confidence. The
members of its Committee serve gratuitously : the expenses of the
Committee are born by Subscribing members and by a scale of
fees charged for the different kinds of tests.
The purpose of the tests undertaken by the Committee is to
obtain reliable data, as to the exact fire resistance of the various
materials and systems of construction used in building practice,
and to give precise particulars regarding fire alarm, fire pre-
ventive or fire extinguishing Appliances.
The publications of the Committee to April, 1908, include
eleven Fire Tests on Reinforced Concrete Foors and Partitions.
A list of these, with prices, follows together with the "Red
Books" giving the Standards of Fire Resistance and the Testing
Arrangements, including many interesting illustrations of the
Committee's Testing Station.
APPENDIX NO. 3 2O I
THE BRITISH FIRE PREVENTION COMMITTEE'S
PUBLICATIONS RELATING TO:
(a) Methods and Standards for Fire Tests.
(b). Fire or Load Tests on Reinforced Concrete Construction.
The reference Numbers and Prices are quoted from a list of their "Red
Books" issued in April, 1908, from the office of the Committee, No. I,
Waterloo Place, Pall Mall, London, S. W., England.
Price
GENERAL.
65. The Testing Arrangements of the British
Fire Prevention Committee, London, 1902 . . 2/6
REPORTS.
82. The Standards of Fire Resistance of the
British Fire Prevention Committee, London,
1904 2/6
JOURNAL.
3. The Official Fire Tests of the British Fire
Prevention Committee as conducted at the
Committee's Testing Station, London, 1905 5/~
FIRE TESTS ON REINFORCED CONCRETE FLOORS.
14. A Floor by the Expanded Metal Co., Ltd.,
London i/~
78. A Floor of Concrete Beams, reinforced with
iron rods, by Messrs. Visintini & Weingartner,
Head Office, Dohlinger Hauptstr. 33, Vienna 2/6
1 06. A Floor of Reinforced Concrete, by E.
Coignet, Paris and London 2/6
109. A Floor by the New Expanded Metal Co.,
Ltd., London 2/6
112. A Floor of Reinforced Concrete, by Messrs.
E. Coignet, Paris and London 2/6
114. A Floor of Reinforced Concrete, by the
Patent Indented Steel Bar Co., Ltd., London 2/6
118. A Floor of Reinforced Brick & Concrete,
on the "Eggert Girderless System" by Messrs.
C. Simeons & Co., Ltd., London 2/6
119. A Floor of Reinforced Concrete, on the
2O2 REINFORCED CONCRETE IN EUROPE
Price
"Herbst Armocrete Tubular System" by W.
Herbst (Berlin), — The Armoured Tubular
Flooring Co., Ltd., London 2/6
LOAD TESTS ON REINFORCED CONCRETE FLOORS.
,125. Three Floor Slabs of Reinforced Concrete
on the "Herbst Armocrete Tubular System"
by W. Herbst (Berlin),— The Armoured
Tubular Flooring Co., Ltd., London 2/6
PARTITIONS.
53. A Partition known as the "Cunnah-Wright
Partition" by the Fireproof Partition Syndi-
cate, Ltd., London — (now out of business) . . 2/6
92. A Partition erected by the Adamant Co.,
Ltd., London & Birmingham 2/6
Total ;£ 1.16/0
FIRE OFFICES COMMITTEE OF LONDON. RULES OF 1905.
The following quotation from their Rules of 1905, refers to-
Reinforced Concrete :
"Concrete may be composed of sand and gravel that will pass through
a Z/^ in. mesh, or of the other materials mentioned in the Rule, but in
any case the cement used must be Portland (equal to> the British Stand-
ard Specification of December, 1904),* in the proportion of 6 cwt. of
cement to each cubic yard of concrete.
All structural metal work must be embedded in solid concrete so that
no part of any rod or bar shall be nearer the face of the concrete than
double its diameter, such thickness of concrete must be in no case less
than i in., but need not be more than 2 in."
« LOCAL GOVERNMENT BOARD " RULES AT PRESENT MIL-
ITATE AGAINST THE USE OF REINFORCED CON-
CRETE FOR THE CONSTRUCTION OF
BUILDINGS IN GREAT BRITAIN.
This branch of the British Government Bureaus, controls
the rate of interest, at which money shall be advanced, for the
construction of Buildings.
The present rulings, retard the adoption of reinforced concrete-
* Since superceded by Specification of 1907.
APPENDIX NO. 3 203.
in Great Britain, because they base their rates on the arbitrary
assumption that the life of reinforced concrete is only 50 per cent,
of that of ordinary building materials, that is, they allow a loan,
period of 30 years on timber roof trusses and timber floors in.
one building, and only 15 years on a building with reinforced
roof trusses or floors.
Numerous protests have been made during the past three
years, and the continuance of the Board's attitude has created
finally marked dissatisfaction from local authorities and their
technical officials, such as County, District, City, Borough and
Parish Councils, who, as they are dependent upon the funds
raised by rates, are restricted by regulations which are supposed
to safeguard the public interests.
It is explained that the Local Government Board particularly
fear accident during construction, and prominent interests have
suggested as a possible compromise, that the Board grant the
loan on the 15 year basis, and settle upon the additional loan
period after the completion. of the structure.
It is stated that such has been the demand for the adoption of
reinforced concrete on the part of Councils, who are desirous
to carry out their works with due regard to economy, that, in
spite of the restrictions above referred to, many buildings and
works have recently been constructed in Great Britain out of
reinforced concrete, out of the revenue, or even under the dis-
advantageous loan conditions above cited, and it is stated that,
the tendency to use reinforced concrete would certainly be in-
creased if these Councils had a free hand.
As an example of the best recent independent protest against
the present adverse rulings of the Local Government Board of
Great Britain, the following is submitted: —
The Royal Institute of British Architects, in a letter to the
first Commissioner of Works, dated Dec. 9, 1907, writes through
their Secretary:
"Though innumerable buildings in England have parts, such as floors,
roofs, 'and lintels, in reinforced concrete, comparatively few have been-
executed entirely in it, one reason being the difficulty of securing a
good artistic result, and another reason that our building by-laws, which
fix the thicknesses of walls in nearly all cities, towns, and urban dis-
tricts, prescribe certain minimum thicknesses for concrete walls, and no*
2O4 REINFORCED CONCRETE IN EUROPE
reduction is allowed even if strengthened by steel reinforcements. Ac-
cordingly, there is no advantage gained by the use of reinforced con-
crete for walls, except in the case of railway and dock companies and
Government departments not under control of local authorities. Such
bodies have built and are building largely in reinforced concrete."
"My Council would call attention to -this strange anomaly of public
authorities, which employ an economical method of construction, and yet
practically debar the private citizen from also using it under powers
which are conferred for the protection of the public interest."
"My council are of the opinion that works in reinforced concrete which
comply with the requirements laid down in the Report of the Committee,
appointed by this Institute, are at least as durable as brick or stone build-
ings. They think that any rearrangement of the rates, as suggested in
the proposal of the Local Government Board, which would limit the
period of loans for reinforced concrete work to less than the period for
brickwork would be a mistake, resulting in this country being largely
debarred from the advantages of modern and more economic methods
of construction employed, not only by foreign countries, but by bodies
not requiring the consent of the Board or free from the control of
building by-laws."
This was in response to a letter addressed to the Royal
Institute on July 31, 1907, announcing that His Majesty's Office
of Works had been informed that in the opinion of the "Local
Government Board," buildings constructed in "ferro-concrete"
are likely to prove less durable than those of bricks and mortar,
and that that Board was rearranging accordingly the rates at
which money is to be advanced for the erection of the "ferro-
concrete" buildings.
Another protest was addressed in July, 1908, to the President
of the Local Government Board by the Association of Municipal
and County Engineers.
Owing to some question of bias among the personnel of the
Local Government Board, this dignified protest was of no avail,
so that the unjust discrimination against the loan period for
reinforced Concrete Buildings in England still exists. A recent
reference to this Subject states : —
"Plainly stated the position still is that a timber roof can be accorded
a thirty years' loan period but a reinforced concrete roof only a period
of fifteen years. Groins of red deal are similarly accorded double the
loan period allowed to reinforced concrete groins. Further a local author-
ity putting up the simplest reinforced concrete structure costing £1,000 is
practically told by the Government that it must not expect it to last
longer than fifteen years, whilst hundreds of thousands of pounds are
APPENDIX NO. 3 2O5
being spent in reinforced concrete construction by the self-same Govern-
ment where works of permanent value are intended."
MOST BRITISH MUNICIPAL BUILDING LAWS AT PRESENT
MILITATE AGAINST THE USE OF REIN-
FORCED CONCRETE.
In addition to the restriction placed upon the application of
reinforced concrete to the construction of buildings, brought
about by the "Local Government Board" and elsewhere referred
to, it is also a fact that most of the Municipal British Building
Laws, as at present framed, are a serious hindrance to the
adaption of reinforced concrete construction in Great Britain.
Although the feeling in Great Britain to-day is becoming gen-
eral, that State interference with the construction of Build-
ings should be limited to matters of health or Public safety, still
at present, in all towns and cities in the British Islands, no
buildings can be erected unless in conformance with certain
local Rules, Codes or Acts, in most of which no account is taken
of the fact that by the use of reinforced concrete the minimum
thickness of external and party walls can be safely reduced.
Furthermore there is at present, in general, no provision made
for limiting the use or dimensions of reinforced concrete in any
other parts of the buildings such as columns, floors, beams, roofs,
etc.
This is an anomalous condition, because complete buildings have
been erected in Great Britain for Railway and Dock companies
and for Government Departments, which do not come under the
control of the local building acts.
While in time this unjust discrimination will undoubtedly
disappear, it is at present a serious hindrance in the adoption
of reinforced concrete in Great Britain.
Two important municipalities have already Bills in Parliament
which will probably lead to modifications in the present anti-
quated rules, and the London City Council will present a Bill
in November, 1909, amending the existing Rules.
BRITISH ENGINEERING STANDARDS COMMITTEE ON
CEMENT SPECIFICATIONS.
The formation of the Engineering Standards Committee dates
206 REINFORCED CONCRETE IN EUROPE
from January, 1901. It now has the support of several bureau*
of the British Government, as well as that of the following
British Institutions who are also represented on the Main and
Sub-Committees.
The Institution of Civil Engineers.
The Institution of Mechanical Engineers.
The Institution of Naval Architects.
The Iron and Steel Institute.
The Institution of Electrical Engineers.
The third Report on Work Accomplished,1 issued "by the Sec-
retary, Mr. Leslie S. Robertson, M. Inst. C. E., shows the large
number of subjects which have been, or are now under considera-
tion, with a view of recommending standard requirements.
The Committee on Cement was appointed at a meeting of the
Main Committee on March 27, 1903. Their first meeting was
held on June 12, 1903, and after 12 meetings a "British Stand-
ard Specification for Portland Cement" was adopted on Novem-
ber 23, 1904, and approved by the Main Committee on Decem-
ber 8, 1904.
Since then the Cement Committee has been considering the
question of making some stipulation as to Initial Setting Time,
and experiments have been and are being carried out with a view
to the inclusion of a Clause dealing with this point. The Com-
mittee are also making certain other investigations, the desirability
of which has been brought to their notice, but pending the com-
pletion of these experiments they issued a Revised Specification
which was approved by the Main Committee on June 6, I9O7.2
The chief requirements of this Specification, published by
permission of the Committee, will be found under the Discussion
of Cement Specifications.
Although important Bureaus of the Government are repre-
sented on the Committee, the requirements of this Specification
cannot be insisted upon in Concrete and Reinforced Concrete
Constructions in Great Britain, such as is the case with the Official
1 " Third Report on Work Accomplished, August, 1906, to July, 1907," London, Sep-
tember, 1907. Offices of the Engineering Standards Committee, No. 28 Victoria Street,
London, S. W.
2 British Standard Specification for Portland Cement, No. is, Revised June, 1907. Of-
fices of the Engineering Standards Committee, No. 28 Victoria Street, London, S. W.
Price, postpaid, 2/8.
APPENDIX NO. 3 207
Specifications for Portland Cement issued in Germany, Austria,
Hungary, Switzerland, Italy and France.
However, although not carrying the weight of official sanction,
this Specification is now recognized as a Standard and very gen-
erally adopted, and was recommended, as is elsewhere stated,
by the Joint Committee on Reinforced Concrete formed under
the auspices of the Royal Institute of British Architects.
BRITISH ENGINEERING STANDARDS COMMITTEE
ON STRUCTURAL STEEL.
The Sectional Committee on Bridges and General Building
Construction was appointed by the Main Committee on July
19, 1901.
This Committee prepared a Standard Specification for Struc-
tural Steel for Bridges and General Building Construction. The
draft of this Specification was submitted to the Science Standard
Committee of the Royal Institute of British Architects and cer-
tain suggested modifications were incorporated. The Specifi-
cation was then adopted by the Sectional Committee on May
23, 1906 and approved by the Main Committee at their meet-
ing held on June 19, 1906.
The principal requirements of this Standard Specification are
quoted, by permission of the Secretary, under the discussion of
the Metal used for Reinforcement.
FRANCE.
List of Commissions, Etc.
COMMISSION DU CIMENT ARME.
Appointed in 1901 by the French Minister of Public Works.
COMMISSION DES METHODS D'ESSAI DES MATERIAUX DE CON-
STRUCTION.
1895 and 1900.
MINISTERS DES TRAVAUX PUBLICS, Direction de la Navigation.
Paris.
List of Testing Laboratories.
LABORATOIRE DE L'ECOLE DES FONTS ET CHAUSSEES.
28 rue des Saints Peres, Paris.
208 REINFORCED CONCRETE IN EUROPE
LABORATOIRE DU CONSERVATOIRE NATIONAL DES ARTS ET
METIERS.
292 rue Saint-Martin, Paris.
LABORATOIRE MUNICIPALS D'ESSAIS DES MATERIAUX.
rue Brezin, Paris.
LABORATOIRE DES FONTS ET CHAUSSEES.
President R. Feret.
Boulogne sur Mer.
LABORATOIRE DE LECAMPREDON.
(Analyses et essais des Ciments, etc.)
5 rue Drouot, Paris IX.
FRANCE.
Description of Commissions, Etc.
COMMISSION DU CIMENT ARME.
The French Government, through its minister of Public Works,
appointed in 1901 a "Commission du Ciment Arme" to inves-
tigate the properties of Reinforced Concrete and prepare Regu-
lations to govern its use in Government Contracts.
The personnel of the Commission was as follows :
Lorieux, Inspecteur-General (Chairman).
Resal,
Rabut,
Bechmann,
Considere,
Ingenieures-en-chef Professeurs
a 1'Ecole des Fonts et Chaussees.
Harel de la Noe,
Mesnager,
Boitel, State Engineer Officer.
Hartman, Artillery Officer.
Gautier, Architect.
Hermant, Architect.
Candlot, \
Coignet, 5- Specialists or Contractors.
Hennebique, 3
After carrying out a comprehensive programme of research
work and holding numerous meetings, the conclusions of the Com-
APPENDIX NO. 3 2O9
mission were finally submitted to the Ministry in March, 1906, and
referred by them for approval by the Conseil General des Fonts
at Chaussees who selected three of their members to examine the
proposed rules.
This committee thoroughly inquired into every point, calling
upon the leading members of the "Commission du Ciment Arme"
to argue their cases personally, and hearing with deference the
arguments of the minority of the Commission who had so
strongly advocated the separation of the Instructions into two
parts, Rules and an explanatory "Circular."
The actual reason why the Rules are officially termed "Instruc-
tions" is due to their being considered provisional.
The Rules were signed by the Ministry of Public Works on
Oct. 20, 1906.
The full work of the Commission was published in 1907 as a
Broche, entitled "Experiences, rapports et propositions. Instruc-
tions ministerielles relatives a Temploi du beton arme (Ministere
des Travaux Publics des Postes et Telegraphes)."
It forms a volume of 481 pages with figures, and 8 plates and
is sold by Dunod & Pinat, 49 quai des Grands Augustins, Paris,
^t 27 francs 50.
The printed record of the work of the Commission is divisible
under three heads.
1. The "Instructions" (Rules) for the Design of Structures
in Reinforced Concrete.
2. Circular explaining the Instructions or Rules.
3. Report of the Commission appointed by the Conseil General
des Ponts et Chaussees.
A translation of the chief features of these Rules is embodied
in this Report when discussing Specifications for Reinforced
Concrete.
COMMISSION DES METHODS D'ESSAI DES MATERIAUX
DE CONSTRUCTION 1895 AND 1900.
This Commission held two Sessions, one in 1895 and the second
in 1900. The results of their deliberations form seven large
volumes, in each of wriich the subject of Reinforced Concrete,
Concrete or Cement is treated.
-2IO REINFORCED CONCRETE IN EUROPE
PREMIERE SESSION— 1895.
TOME I. — Documents generaux.
TOME II. — Rapports particuliers de la Section A — Premiere
serie-metaux.
TOME III. — Rapports de la Section A. deuxieme* serie-
metaux.
TOME IV. — Rapports particuliers de la Section -B — ma-
teriaux d'agregation de»s maconneries.
Le rapport general contient les rapports des deux sections ainsi
que les conclusions qui ont ete adoptees par la commission apres
discussion et lecture des rapports particuliers qui lui ont ete
communiques.
Pour chaque nature de materiaux il est donne des conclusions
qui sont en somme Tenonce des meilleures methodes a suivre
pour les essais, les analyses, etc.
DEUXIEME SESSION— 1900.
TOME I. — Documents generaux.
TOME II. — Section A. Rapports particuliers.
TOME III— Section B et A et B reunies. Rapports
particuliers.
MINISTERS DES TRAVAUX PUBLICS.
This Department of the French Government, a branch of the
''Direction de la Navigation," issued official Specifications for
artificial Portland Cement in June, 1902.
The chief requirements of this Specification are given in the
Discussion of Cement Specifications.
GERMANY.
List of the Scientific and Commercial Associations Devoted Entirely
or Prominently to Reinforced Concrete, Concrete and Cement.
DEUTSCHER VEREIN FUR TON-, ZEMENT- UND KALKINDUSTRIE,
E. V.
Office: Tonindustrie Zeitung G.m.b.H., Dreysestrasse 4,
Berlin, N. W. 21.
President : A. March, Charlottenburg bei Berlin.
APPENDIX NO. 3 211
German Society for the Glay, Cement and Lime Industries
(incorporated).
VEREIN DEUTSCHER PORTLAND ZEMENT FABRIKANTEN, E. V.
Director : P. Siber, Secretary, Bredow bei Stettin.
President: Kommerzienrat F. Schott, Heidelberg.
The Association of German Portland Cement Manufacturers
(incorporated).
Their Laboratory under direction of Dr. Fromm is located
at Karlshorst.
DEUTSCHER BETON VEREIN (e. V.).
Office: Biebrich am Rhein.
President: Kommerzienrat Eugene Dyckerhoff.
The German Concrete Association (incorporated).
Publish an annual Bericht iiber die Jahresversammlung.
VEREIN DEUTSCHER EISENHUTTENLEUTE.
Jacobistrasse 3-4, Diisseldorf.
Secretary: Herr Dr. Emil Schrodter.
German Society of Iron Manufacturers and Engineers.
Official Organ : Stahl und Eisen. A weekly Journal, edited
by Dr. E. Schrodter, 5 Jacobistrasse, Dusseldorf . Volume
for 1908 is No. 28. Price 30 marks per annum postpaid.
DEUTSCHER ARCHITEKTEN UND INGENIEUR VEREIN.
Hannover.
German Society of Architects and Engineers. (The Presi-
dent edits a bimonthly Journal.)
VEREIN DEUTSCHER INGENIEURE.
43 Charlottenstrasse, Berlin, N. W.
German Society of Engineers. (Publish a weekly Journal.)
ARCHITEKTEN VEREIN, BERLIN.
C. Heymanns Verlag, Berlin, W. 8.
Architectural Society of Berlin. (Publish a weekly Journal.)
DEUTSCHER BETON VEREIN IN VERBINDUNG MIT DEM
DEUTSCHEN ARCHITEKTEN UND INGENIEUR VEREIN.
President: Prof. Dr. C. von Bach, K. Tech. Hochschule;
Stuttgart.
212 REINFORCED CONCRETE) IN EUROPE
The Joint Committee of the German Concrete Association
(incorporated) and the Union of the German Architec-
tural and Engineering Societies.
VERBAND DER MASSIVBAU- UND DECKENINDUSTRIE.
President: Kgl. Baurat JafTe, Berlin, W.
(This Society has made special efforts to promote and popu-
larize reinforced concrete construction.)
GERMANY.
List of the Government Testing Stations for Reinforced Concrete,
Concrete and Cement Mostly in Connection with High Schools.
KONIGLICHES MATERIAL-PRUFUNGSAMT DER KONIGLICH TECH-
NISCHEN HOCHSCHULE.
Gross-Lichterfelde-West bei Berlin.
Direktor Geh. Reg.-Rat Prof. Dr. Ing. h. c. A. Martens.
(Also Prof. M. Gary.)
Station for testing materials at the Royal Technical High
School at Gross-Lichterfelde-West near Berlin. (Issue a
Journal in 6 to 8 parts annually.)
KONIGLICH SACHSISCHE TECHNISCHE HOCHSCHULE.
Abteilung: Mechanische technieche Versuchsanstalt,
Dresden.
Direktor Reg. Rat Prof H. v. Scheit.
The Mechanical Engineering Testing Station of the Royal
Saxon Technical High School at Dresden. (Issue no
separate Journal.)
KONIGLICH TECHNISCHE KOCHSCHULE.
Abteilung: Mechanisch technieches Laboratorium, Miinchen.
President: Prof. Dr. A. Foppl.
The Mechanical Engineering Laboratory of the Royal Tech-
nical High School at Munich. (Issue no separate Jour-
nal.)
MATERIALPRUFUNGSANSTALT DER KONIGLICH TEGHNISCHEN
HOCHSCHULE.
Stuttgart.
Director: Konigl. Baudirektor Prof. C. von Bach.
APPENDIX NO. 3 213
Station for testing Materials at the Royal Technical High
School at Stuttgart.
The Reports of their Investigations are published in the
"Zeitschrift des Vereins Deutscher Ingenieure."
PRUFUNGSANSTALT FUR BAUMATERIALIEN AN DEN TECHNI-
SCHEN STAATSLEHRANSTALTEN.
Chemnitz, Schillerplatz.
President : Baurat Prof. A. Gottschaldt.
Testing Station for Building Materials of the Technical
Government School. (Issue no separate Journal.)
GROSSHERZOGLICHE CHEMISCH-TECHNISCHE PRUFUNGSANSTALT
ABTEILUNG FUR BAUMATERIALPRUFUNG.
Karlsruhe.
President: Geh. Hofrat Prof. Dr. Bunte.
Vice President: Prof. R. Maars.
Second Laboratory President: Dr. P. Eitner.
The Department for Testing Building Materials of the Grand
Ducal Chemical Technical Testing Station. (Issue no
separate Journal.)
PRUFUNGSANSTALT FUR BAUMATERIALIEN AN DER KONIGL.
BAUGEWERKSCHULE.
Privatstr. 2, Dresden, N.
President : Prof. P. Kayser.
Testing Station for Building Materials of the Royal Archi-
tectural School.
The Reports of their Investigations are published in the
"Zeitschrift Zivilingenieur."
HERZOGLICHE TECHNISCHE HOCHSCHULE.
Braunschweig.
Prof. M. Moller.
Ducal Technical High School.
Deliver a course of Lectures on Reinforced Concrete and
have a Testing Laboratory. (Issue no separate Journal.)
GERMAN COMMISSION ON REINFORCED CONCRETE AP-
POINTED BY THE PRUSSIAN MINISTRY
OF PUBLIC WORKS.
This important Commission was appointed in response to a
214 REINFORCED CONCRETE IN EUROPE
memorial addressed to the Chancellor on April 24, 1905, by the
Union of the German Architectural and Engineering Associa-
tions.
This Commission includes representatives of the German State
Departments, the larger German States, the Material Testing
Stations, the German Concrete Association, the Association of
German Portland Cement Manufacturers, the Union of German
Architectural and Engineering Associations, the Association of
German Engineers and the Association of German Iron Masters.
GERMANY.
List of the Private Testing Stations for Reinforced Concrete,
Concrete and Cement.
CHEMISCHES LABORATORIUM FUR "TONINDUSTRIE VEREIN" UND
LABORATORIUM DES VEREINS DEUTSCHER FABRIKEN
FEUERFESTER PRODUKTE.
Dreysestrasse 4, Berlin, N. W. 21.
Prof. Dr. H. Seger, E. Cramer.
Chemical Laboratory for Companies connected with the Clay
Industry and the Laboratory of the Society of the Ger-
man Manufacturers of Refractory Materials.
LABORATORIUM FUR ALLE CHEMISCHEN UND TECHNISCHEN UN-
TERSUCHUNGEN VON HYDRAULISCHEN BINDEMITTELN.
Ferdinand M. Meyer, Malstatt-Burbach, bei SaarBrucken.
CHEMISCH-TECHNISCHE PRUFUNGSANSTALT.
Dr. C. Schoch, Courbierstr. 6, Berlin, W. 62.
CHEMISCH-TECHNISCHE VERSUCHSSTATION.
Dr. Hermann Passow, Blankenese, a.d. Elbe.
LABORATORIUM DES VEREINS DEUTSCHER PORTLAND-ZEMENT-
FABRIKANTEN.
President, Dr. Fromm, Karlshorst.
CHEMISCH-TECHNISCHES LABORATORIUM FUR HYDRAULISCHE
BINDEMITTEL NEBST PRUFUNGSANSTALT FUR BAUMA-
TERIALIEN.
Dr. Michaelis, Friedenstr. 19, Berlin, N. O.
Founded in 1872.
APPENDIX NO. 3 215
CHEMISCH-TECHNISCHE VERSUCHSTATION.
(Laboratorium des Vereins Eisenportlandzementwerke.)
Dr. Hermann Passow* Blankenese, a.d. Elbe.
GERMANY.
Description of the Committees, Associations, Etc.
The three long lists just preceding, giving the Scientific and
Commercial Associations, etc., and the Government and the Pri-
vate Testing Laboratories, are evidences of the characteristic
thoroughness of the study which Germany has devoted and is still
giving to all matters in relation to Reinforced Concrete.
Lack of space prevents including a detailed Description of the
personnel and the special objects of each of these Associations,
Committees, etc., but a general reference to those of most im-
portance will be made.
The greater majority of the German Manufacturers of Port-
land Cement are now members of the "Association of German
Portland Cement Manufacturers." This Association holds An-
nual Meetings at which Papers are read and discussed and prizes
are offered to stimulate original research. It conducts its own
testing Laboratory and its members are required to periodically
submit samples of their Cement for test. The standing of the
Association is evidenced by the following Declaration issued to
the Trade.
A. The members of the Union of German Portland Cement
Manufacturers undertake to bring into the market, under the
denomination of "Portland Cement," only a product formed from
a mixture of calcareous and argillaceous substances forming the
principal ingredients, calcined to incipient vitrification, and re-
duced to a fine powder.
Any material produced by any other method than that stated
above, or to which foreign bodies are added, either during or be-
fore calcination, will not be acknowledged by 'them as "Portland
Cement," but rather, the sale of such products under the term
"Portland Cement" will be considered as an imposition on the
buyer.
This declaration has no reference to trifling additions made for
8
2l6 REINFORCED CONCRETE IN EUROPE
regulating the setting of Portland Cement, which are allowed to
the extent of 2 per cent.
B. Any member acting contrary to the obligation thus under-
taken shall be excluded from the Association, and his expulsion
made public.
C. The members, in giving this declaration, acknowledge the
duty of the Committee of the Union to see that the obligations
thus entered into, are strictly adhered to.
This Association has issued Standard Specifications for arti-
ficial Portland Cement, which compare favorably with those of
the Prussian Government Specification as revised February 19,
1902, and still in force.
Through the co-operation of the Technical, Commercial and
Official interests the chief requirements of the principal Specifica-
tions covering the Steel used in Germany for reinforcement, art
uniform.
As far back as 1881, the Association of German Iron Mas-
ters adopted a Classification, and Requirements for Iron and
Steel. They joined the Society of German Architects and Engi-
neers in 1886 and adopted a Specification. In 1889 they elabo-
rated and revised their own Classification of 1881.
In 1892 they joined the Society of German Architects and
Engineers and the Society of German Engineers, in framing a re-
vision of the Specification of 1886, which is still in force. The
Iron Masters Association met independently immediately after,
and revised their own Rules of 1889, printing them in Feb.,
1893. These they again revised in March, 1901, and which edition,
known as the "Rules for the Delivery of Iron and Steel," is still
in force (Sept., 1908).
The current official Specification containing the requirements
for Steel, was issued by the Prussian Government on November
.25, 1891.
Thus by a co-operation of interests, the Portland Cement and
the Metal used in Germany in reinforced concrete construction,
is to-day governed by uniform specifications.
The Aggregates with which the Cement is mixed in making
up the Concrete have also received the attention they deserve.
The German Concrete Association, founded on Dec. 5, i<
APPENDIX NO. 3 217
has by its annual meetings and its co-operation with other in-
terests done much to establish uniformity in requirements.
Through a Union of the German Architectural and Engi-
neering Associations and their co-operation with the German
Concrete Association, the Prussian Ministry was induced to
appoint a "Commission on Reinforced Concrete," the results of
whose deliberation will be of the utmost importance.
The "Union" and the Concrete Association first drafted and
adopted in August, 1904, "Preliminary Rules for the Preparation,
Erection and Testing of Reinforced Concrete Buildings. The
Prussian Ministry had also issued on April 16, 1904, Official
Regulations for the Employment of Reinforced Concrete Con-
struction in Buildings."
The "Union" and the Concrete Association next presented a
Memorial on April 24, 1905, to the Chancellor, which owing to*
the great interest which was being taken by the Prussian Gov-
ernment in Reinforced Concrete Constructions, led to the estab-
lishment by the Prussian Ministry of Public Works, of the above
mentioned Commission on Reinforced Concrete and which is
made up of representatives of the German State Departments, the
larger German States, the Material Testing Stations, the Ger-
man Concrete Association, the Association of German Portland
Cement Manufacturers, the Union of German Architectural and
Engineering Associations, the Association of German Engineers,
and the Association of German Iron-Masters.
The principal task of this Commission is to prepare, on the
basis of extensive scientific experiments, regulations for rein-
forced concrete work over all Germany, in order to prevent the
recurrence of the numerous accidents which have occurred in
the construction of reinforced concrete works, especially floors,
by unskillful persons. For such experiments the sum of £22,500
has been provided for the years 1907-1911 by the German and
Prussian Governments, and the Concrete, Cement, Engineers' and
Ironmasters' Associations. The first series of experiments com-
prise the adhesion of concrete and steel, taking into account
the influence of the amount of water used in mixing, the nature
of the surface of the steel, the best mode of provision against
shear, the protection of columns, the behavior of reinforced con-
2l8 REINFORCED CONCRETE IN EUROPE
crete in peat and sea-water, the action of electricity, the fireproof
character of reinforced concrete, etc.
These experiments are being carried out in the German ex-
perimental stations, attention being given to the results gained
from investigations in previous years. The completion of the
work of the Commission will be a landmark in the history of
concrete and reinforced concrete in Germany.
The work of this Commission has so far resulted in a Re-
vision, under date of May 24, 1907, of the Official Prussian
Regulations for Reinforced Concrete Construction.
AUSTRIA.
MECHANISCHE VERSUCHSANSTALT DER KAISERLICH KONIG-
LICHEN TECHNISCHEN HOCHSCHULE.
Lemberg. (Galizien).
Prof. Fiedler.
Prof. Dr. von Thullie.
Mechanical Testing Station of the Imperial Royal Technical
High School.
OESTERREICHER INGENIEUR- UND ARCHITEKTEN-VEREIN.
Wien.
Austrian Society of Engineers and Architects, Vienna. (Pub-
lish a weekly Journal.)
ALLGEMEINER INGENIEUR VEREIN.
Wien.
Universal Engineering Society, Vienna. (Issue a bimonthly
Journal.)
PRUFUNGSANSTALT FUR BAUMATERIALIEN AN DER I STADT-
GEWERBESCHULE.
Wien, I.
Schellinggasse 13.
President: Baurat Prof. A. Hanisch.
Testing Station for Building Materials of the First City
Architectural School of Vienna.
STADTISCHE MATERIAL PRUFUNGSSTATION.
Wien, I.
Rathous.
President: Bauinspector A. Greil.
City Testing Station for Materials of Vienna/
APPENDIX NO; 3 219
VERSUCHSANSTALT FUR BAU- UND MASCHINENMATERIAL DES
K. K. TECHNISCHEN GEWERBE-MTJSEUMS.
Wien, IX.
Wahringerstrasse 59.
Testing Station for Building Materials and Machinery of the
Imperial Royal Technical Industrial Museum.
OESTERREICHISCHER BETON HANDELS-VEREIN.
Vienna.
The Austrian Concrete Trade Association, formed about
1.907.
SWITZERLAND.
SCHWEIZERISCHER INGENIEUR- UND ARCHITEKTEN VEREIN.
Zurich.
The Swiss Society of Engineers and Architects.
EIDGENOSSENSCHAFTLICHE MATERIALPRUFUNGSANSTALT AM
SCHWEIZERISCHEN POLYTECHNIKUM.
Zurich.
Prof. F. Schiile.
The Station for the Testing of Materials of the Federal
Polytechnic at Zurich.
ANSTALT ZUR PRUFUNG VON BAUMATERIALIEN AM SCHWEIZER-
ISCHEN POLYTECHNIKUM.
Zurich.
The Station for the Testing of Building Materials of the
Swiss Polytechnic, Zurich.
Their Reports are published yearly in the "Mitteilungen der
Anstalt zur Priifung usw," published by Meyer & Ziller,
Zurich.
HUNGARY.
THE HUNGARIAN SOCIETY OF ENGINEERS AND ARCHITECTS.
Budapest.
ITALY.
ASSOCIATION ITALIENNE POUR L'ETUDE DES MATERIAUX DE
CONSTRUCTION.
Laboratorio per experienze sui materiali da construzione.
Direktor Prof. C. Guidi. Torino. Castillo del Valentino.
22O REINFORCED CONCRETE IN EUROPE
SPAIN.
LABORATOIRE D'ETUDES ET D'ESSAIS DES MATERIAUX DE
CONSTRUCTION.
Lisbon.
Direktor I. da P. Castanheira das Neves.
HOLLAND.
PROEFSTATION VOOR BOUWMATERIALLEN EN BUREAU VOOR
CHEMISCH ONDERZOEK KONING & BIENFAIT.
Amsterdam, Da Costakade 104.
DENMARK.
PRUFUNGSANTALT FUR BAUMATERIALIEN DER KCJNIGL. TECH-
NISCHEN HOCHSCHULE.
Copenhagen.
President : Prof. H. J. Hannover.
F. L. SMIDTH & CO. TECHN. BUREAU.
Bau und Lieferung samtlicher Maschinen fur die Zement-
fabrikation, Kalkbrennereien und Mortelfabriken.
APPENDIX NO. 4.
BIBLIOGRAPHY. BOOKS ON REINFORCED CONCRETE, CON-
CRETE AND CEMENT. ARRANGED UNDER COUNTRIES.
AND ALPHABETICALLY ACCORDING TO AUTHORS.
British and American Books
American Steel & Wire Co. Handbook and Catalog on Concrete
Reinforcement: Chicago, 1908. Gratis.
Andrews, H. B. Practical Reinforced Concrete. Standards for the
•design for reinforced concrete buildings. 8vo. 46 pp. Illus. New York,
1908. $2.00.
Atlas Portland Cement Co. Concrete Construction about the
Home and on the Farm. 8vo. 127 pp. Illus. New York, 1907. Gratis.
Atlas Portland Cement Co. Concrete Country Residences. 2nd
edition. 168 pp. Illus. New York, 1907. $1.00.
Atlas Portland Cement Co. Reinforced Concrete in Factory
Construction. New York, 1907. $0.50.
Baker, Ira 0. A Treatise on Masonry Construction. New York,
1907, $5.00.
Baker, W. H. The Cement Workers' Handbook. Covering more than
fifty most important subjects on cement and its uses in construction. Com-
piled to meet the requirements of the common workman. I2mo. 86 pp.
Akron, Ohio, 1905. $0.50.
Balet, Joseph W. Analyses of Elastic Arches, three hinged, two
hinged, and hingeless, of Steel, Masonry and Reinforced Concrete. 6x9.
316 pp. 184 diagrams, including 6 folding plates and 19 tables. New
York, 1908. $3.00.
Bleninger, A. V. The Manufacture of Hydraulic Cements, 4th series,
Bulletin No. 3. State Geological Survey of Ohio, 1904. (Chemistry of
cements and cement materials, and methods of manufacture.) $1.25.
Bottomley, C E. E. Asst. Secy. Asso. of Amer. Portland Cement
Migrs., 1232 Land Title Building, Philadelphia. Directory of Portland
Cement Mfgrs. in the U. S. Philadelphia, 1909. $1.00.
Brayton, Louis F. Brayton-Standards for the Uniform Design of
Reinforced Concrete. 2nd edition. Leather, pocketbook size. no pp.
Illus. New York, 1907. $300.
Brown, C. C. Directory of American Cement Industries and Hand-
book for Cement Users. 2nd edition, revised and enlarged. 8vo. 740
pp. Indianapolis, Ind., 1902. $3.00.
222 REINFORCED CONCRETE: IN EUROPE
Brown, C. C. Directory of American Cement Industries. 3rd edition,
revised and enlarged. 8vo. 734 pp. Indianapolis, Ind., 1904. $5.00.
Brown, J. G. Reinforced Concrete. Construction for Factories and
Warehouses. Catalog privately printed. Philadelphia, Witherspoon Bldg.,
1908. Gratis.
Buel, Albert W. and Hill, Chas. S. Reinforced Concrete Construc-
tion. 2nd edition, revised and enlarged, 8vo. 499 PP- Fully illus. Lon-
don and New York, 1906. $5.00.
Burnell, Geo. R. Rudimentary Treatise on Limes, Cements, Mor-
tars, Concretes, Mastics, Plasterings, Etc. Small 8vo. 136 pp. London,
1900. $0.60.
Burr, William H. The Elasticity and Resistance of the Materials of
Engineering. 6th edition, rewritten. 8vo. New York, 1903. (Chiefly
mathematical) $7.50.
Butler, David B. Portland Cement, Its Manufacture, Testing and
Use. 2nd edition. 8vo . 406 pp. 97 illus. London, 1905. (Gives English
methods and practice in manufacture and testing). $5.25.
Cain, Prof. W. Theory of Concrete Steel Arches, and of Vaulted
Structures with a Chapter on the Reinforced Concrete Dome. i8mo. 4th
edition, revised and enlarged, with illus. 212 pp. New York, 1906. $0.50.
Calcare. Cement Users' and Buyers' Guide. A book for the daily
use of all those, such as builders, contractors, surveyors, architects, etc.,
who are interested in any way in the buying, using or storing of Portland
Cement. 32mo. 115 pp. London, 1901. $0.60.
Carver, Geo. P. Instructions to Inspectors of Reinforced Concrete
Construction and Concrete Data. I2mo. 79 pp. Illus. New York, 1907,
$0.50.
Cement Industry, The. Descriptions of Portland and Natural Ce-
ment Plants of the United States and Europe with Notes on Materials
and Processes in Portland Cement Manufacture. Reprinted from "The
Engineering Record" 235 pp. Illus. New York, 1900. $3.00.
Chatelier, Le Henri (translated by Mack, J. L.) Experimental Re-
searches on the Constitution of Hydraulic Mortars. 8vo. 132 pp. New
York, 1905. $2.00.
Concrete Engineering, Concrete Construction. 8vo. 64 pp. Illus,
Cleveland Tech. Pub. Co., 1908. $1.00.
Condron, T. L. Tests of Bond Between Concrete and Steel. St. Louis,
Expanded Metal Co., 1907. Gratis.
Considere, A. (translated by Moisseiff, L. S.) Experimental Re-
searches on Reinforced Concrete, with an Introduction by the Translator.
2nd edition. 8vo. 242 pp. Illus. New York, 1906. $2.00.
Corrugated Bar Co. Designing Methods, Reinforced Concrete Con-
struction. (Monthly Bulletins) St. Louis, 1908. Gratis.
APPENDIX NO. 4 223
Crider, A. F. Cement and Portland Cement Materials of Mississippi.
Nashville, Tenn., 1908.
Cummings, Uriah American Cements. (Historical data, and discus-
sion of natural cements.) Now out of print. Boston, 1898. $3.00.
Dibdin, W. J. Lime, Mortar and Cement. Their characteristics and
analyses, with an account of artificial stone and asphalt. Small 8vo. 227 pp.
London, no date. $2.00.
Dobson, E. Foundations and Concrete Works. 3rd edition, revised by
Geo. Dodd, I2mo. 120 pp. lllus. London, 1872. $0.60.
Douglas, W. J. Practical Hints for Concrete Constructors. N. Y.
Eng. News, 1907. $0.25.
Eckel, Edwin C. Cement, Limes and Plasters; their Materials, Manu-
facture and Properties. 8va xxxiv+7io pp. 165 figures, 254 tables.
Xew York and London, 1905. $6.00.
Eno, Frank Harvey. The Uses of Hydraulic Cement. Geol. Survey
of Ohio, 4th Series, Bull. No. 2. 8vo. 260 pp. lllus. Columbus, Ohio,
1904. $1.00.
Faija, Henry. Portland Cements for Users. 5th edition, revised and
enlarged, by D. B. Butler. Crown 8vo. 120 pp. London, 1904. $1.20.
Falk, M. S. Cements, Mortars and Concretes. Their Physical Proper-
ties. 8vo. 176 pp. lllus. New York, 1904. $2.50.
Gatehouse, Frank B. The Analysis of Cement; A Handbook for
Cement Work Chemists. 8vo. London, 1908. $1.75.
Gilbreth, F. B. Concrete System. 8vo. 148 pp. 220 illus. Phila.,
1908. $5.00.
Gillette, Halbert P. and Hill, Charles S. Concrete Construction,
Methods and Cost. 8vo. 700 pages. 306 illus. New York, 1908. $5.00.
Gillette, Halbert P. Handbook of Cost Data, for Contractors and
Engineers. Morocco, i6mo. xii-f-6io pp. New York, 1905. $4.00.
Gillmore,- Q. A. Practical Treatise on Limes, Hydraulic Cements and
Mortars. 8vo. 334 pp. 56 illus. New York, 1902. $4.00.
Gillmore, Q. A. Notes on the Compressive Resistance of Freestone,
Brick Piers, Hydraulic Cements, Mortars and Concretes. New York,
1888. Now out of print. $3.75.
Gillmore, Q. A. Report on Beton Agglomere or Coignet-Beton and
the Materials of Which it is Made. Professional Papers U. S. A. No. 19.
Washington, D. C. 1871. Now out of print.
Godfrey, Edward. Concrete. Book II of Structural Engineering, 448
pp. Illus. Phila. 1008. $2.50.
Golinelli, L. (translated by Newberry, Spencer B.) How to use
Portland Cement ('Das kleine Cement Buch) Chicago, 1904. $0.50.
Goodrich, E. P. Cost Reduction of Reinforced Concrete Work. Amer.
Portland Cement Mfg. Asso., Phila., 1906. Gratis.
224 REINFORCED CONCRETE IN EUROPE
Gtant, John. Experiments on the Strength of Cement, chiefly in
reference to the Portland Cement used in the southern main drainage
works. (Reprinted from Papers read before the Institution of Civil
Engineers.) 8vo. 172 pp., with plates. London, 1875. Now out of print.
$2-75-
Hawkesworth, John and Almirall, R. F. , , Graphical Handbook of
Reinforced Concrete Design. With appendix containing the requirements
of the building code of N. Y. C. regarding Reinforced Concrete. Quarto,
70 pp. 15 plates, (folding). New York, 1906. $2.50.
Heath, A. H. Manual on Lime and Cement. London, 1902. $2.50
Heidenreich, E. Lee. Engineers' Pocketbook of Reinforced Concrete.
Roan, 7 x 4^, 1x^364 pp. Illus. Chicago and New York, 1909-
$3.00.
Hennebique Construction Co. Hennebique Armored Concrete System,
Patented Oct. 4, 1898. New York, 1908. $0.50.
Hodgson, F. Mortars, Plasters, Stuccos, Artificial Marbles, Concretes,
Portland Cements and Compositions. 8vo. 520 pp. Illus. New York,
1906. $1.50.
Hodgson, Fred T. Plaster and Plastering Mortars and Cements. How
to Make and How to Use. I2mo. 102 pp. Illus. New York, 1883.
Houses. Competitive Designs for Concrete Houses for Moderate Costs.
Association of American Portland Cement Manufacturers, Philadelphia,
1908. $1.00.
Howe, Malverd A. Symmetrical Masonry Arches, including Natural
Stone. Plain Concrete and Reinforced Concrete Arches. 8vo. x-J-
170 pp. Many illus. New York, 1906. $2.50.
Humphrey, R. L. Results of Tests Made in the Collective Portland
Cement Exhibit and Model Testing Laboratory of the Asso. of Amer.
Portland Cement Mfgrs. Phila., Reprint, 1906.
Hyatt, Thaddeus. An account of Some Experiments with Portland
Cement Combined with Iron as a Building Material. 1877. Out of print.
International Association for Testing Materials. Methods of Test-
ing Metals and Alloys ; Hydraulic Cements and Woods ; Clay, Stoneware
and Cement Pipes. Recommendations at the IVth Congress Brussels,
Sept., 1906. 8vo. Paper. 54 pp. London and New York, 1906. $0.25.
Jameson, Charles D. Portland Cement; Its Manufacture and Use.
(A concise treatise on the properties and methods of testing of Portland
Cement.) New York, 1898. Out of print. $1.50.
Johnson, J. B. The Materials of Construction. (Mathematical dis-
cussion, general description, anc1 much valuable data.) 3d edition, re-
vised and enlarged. Large 8vo. xv+795 pp. 650 illus. n plates.
New York, 1903. $6.00.
APPENDIX NO. 4 225
/
Kahn System Standards. A Handbook of Practical Calculation and
Application of Reinforced Concrete. 2nd edition. Leather. Trussed
Concrete Steel Co., Engineering Dept., Detroit, Mich., 1908. $1.50.
Ketchun, Milo S. The Design of Walls, Bins and Grain Elevators.
New York, 1907. $4.00.
Kidder, Frank E. The Architects' and Builders' Pocketbook. A hand-
book for architects, structural engineers, builders and draughtsmen. I4th
edition, rewritten. Crown 8vo. Leather. 1655 pp. 1000 illus. (See
Chapters XXIII and XXIV, pp. 726-882.) New York, 1906. $5.00.
Lamed, E. S. Regulation and Control of Concrete Construction. Asso.
Amer. Portland Cement Mfgrs., Phila., Pa., 1907. Gratis.
Lathbury, B. B. and Spackman, C. American Engineering Practice
in the Construction of Rotary Portland Cement Plants, designed and
erected by Lathbury and Spackman, Phila., Pa. 11x9. 206 pp. Illus.
Phila., 1902. $2.00.
Lesley, Robt. W. Concrete Factories. An illustrated review of the
principles of construction of reinforced concrete buildings, including
reports of the sub-committee on tests, the U. S. Geological Survey, and
the French Rules on Reinforced Concrete. Large 8vo. 152 pp. Illus.
New York, 1906. $1.00.
Lesley, F. D. Concrete Engineers' and Contractors' Pocketbook.
Cleveland Tech. Pub. Co., 1907. $1.00.
Marsh, Chas. F. and Dunn, Wm. Reinforced Concrete. 3d edition,
revised and enlarged. Royal 8vo. 654 pp. 618 illus. London and New
York, 1906. $7.00.
Marsh, Chas. F. and Dunn, Wm. Manual of Reinforced Concrete
and Concrete Block Construction. Pocket size. 290 pp. 52 tables. 112
diagrams. London, 1908. $2.50.
Meade, Richard K. Portland Cement, Its Composition, Raw Materials,
Manufacture, Testing and Analysis. 8vo. 2nd edition. viii-j-385 pp.
loo illus. Easton, Pa., 1908. $3.50.
Mensch, L. J. Architects' and Engineers' Handbook of Reinforced
Concrete Constructions. Small 8vo. 217 pp. Illus. and tables. Chicago,
1904. $2.50.
Moritz. E. A. Tests on Reinforced Concrete Beams. University of
Wisconsin, 1906. $0.30.
McCullough, Ernest. Reinforced Concrete. A manual of practice.
5x7^4 inches. 136 pp. New York, 1908. $1.50.
National Bridge Co. Reinforced Concrete Bridges. Luten Patents.
National Bridge Co., Indianapolis, 1908. Gratis.
Neuman, John. Notes on Concrete and Works in Concrete. London,
1887. Out of print.
226 REINFORCED CONCRETE IN EUROPE
Newberry, S. B. and W. B. The Constitution of Hydraulic Cements.
24 pp. $0.50.
Newberry, S. B. Hollow Concrete Block Building Construction, 25
pp. Illus. Cement and Engr. News, Chicago, 1905. $0.50.
Patton, W. M. A Practical Treatise on Foundations Explaining Fully
the Principles Involved, Supplemented by Articles on the Use of Concrete
in Foundations. 2nd edition. 8vo. xxviii+549 pp. 135 figures.
New York and London, 1907. $5.00.
Potter, Thomas. Concrete; Its Use in Building. 3d edition. Crown
8vo. London, 1908. $3.00.
Powell, George T. and Bauman, Fred. Foundations and Foundation
Walls; for all Classes of Buildings, Pile Driving, Building Stones and
Bricks. 5th edition. 8vo. Illus. 166 pp. New York, 1896. Out of
print. $2.00.
Prelim, C. Graphical Determination of Earth Slopes, Retaining
Walls, and Dams. New York, 1908. $2.00.
Radford, W. A. Cement Houses and How to Build Them. 157 pp.
Illus. New York, 1908. $0.50.
Redgrave, Gilbert R. and Spackman, Chas. Calcareous Cements;
Their Nature and Uses. With some observations upon cement testing.
2nd revised edition. 234 pp. 63 plates. London, 1905. $4.50.
Reid, Homer A. Concrete and Reinforced Concrete Construction. 8vo.
884 pp. 715 illus. 70 tables. New York, 1907. $5.00.
Reuterdahl, Arvid. Theory and Design of Reinforced Concrete Arch-
es. 8vo. 132 pp. . Illus. New York, 1908. $2.00.
Rice, H. H. and Torrance, Wm. M. The Manufacture of Concrete
Blocks and their Use in Building Construction. 8vo. 122 pp. Illus.
New York, 1906. $1.50.
Rice, H. H. Concrete Block Manufacture. Processes and Machines.
8vo. 152 pp. 45 illus. New York, 1906. $2.00.
Richey, H. S. Building Mechanics' Ready Reference. Cement Work-
ers' and plasterers' edition. 442 pp. Illus. New York, 1908. $1.50.
Richey, Harry G, Building Mechanics' Ready Reference. Stone and
brick masons' edition. 251 pp. 232 figures. New York, 1907. $1.00.
Sabin, Louis Carlton. Cement and Concrete. 2nd edition, revised
and enlarged. Illus. 8vo. 572 pp. 161 tables of tests. New York,
1907. $5-00.
Spalding, Frederick P. Hydraulic Cement, Its Properties, Testing and
Use. 2nd edition. 12 mo. x-f298 pp. 31 figures. New York and
London, 1906. $2.00.
Sutcliffe, George L. Notes on the Testing and Use of Hydraulic
Cement. 8vo. 376 pp. 66 illus. London. $1.00.
APPENDIX NO. 4 227
Sutcliffe, George L. Concrete; Its Nature and Uses. (Including
a chapter on reinforced concrete.) 2nd edition, revised and enlarged.
396 pp. Illus. London, 1906. $3-5°.
Talbit, A. N. Tests of Concrete and Reinforced Concrete Columns.
Urbana, University of 111., 1907. Gratis.
Talbot, A. N. Tests of Cast Iron and Reinforced Concrete Culvert
Pipe. University of 111., Urbana, 1908. Gratis.
Talbot, A. N. A Test of Three Large Reinforced Concrete Beams.
University of 111., Urbana, 1009. Gratis.
Taylor, W. Purves. Practical Cement Testing, 6x9 inches. 330
pp. 142 illus. 58 tables. A complete treatise on modern cement testing,
New York, 1906. $3.00.
Taylor, Fred W. and Thompson, Sanford E. A Treatise on Concrete r
Plain and Reinforced. Materials, construction, and design of concrete
and reinforced concrete with chapters by R. Feret, W. B. Fuller and
S. B. Newberry. 8vo. 585 pp. 176 illus. New York and London,.
1906. $5.00.
Thompson, Sanford E. Reinforced Concrete in Factory Construction,
250 pp. 159 illus. $0.50.
Tubesing, Wm. F. Concrete Engineers' and Contractors' Pockeibook.
Prepared by the editors of "Concrete Engineering" 192 pp. Illus. $1.00.
Tucker, R. F. Progress and Logical Design of Reinforced Concrete
Asso. of American Portland Cement Mfgrs., Phila., Pa., 1906. Gratis.
Turneaure, F. E. and Maurer, E. R. Principles of Reinforced Con-
crete Construction. 8vo. 317 pp. 130 illus. n plates. New York,
1907. $3-00.
Twelvetrees, W. Noble. Concrete Steel, A Treatise on the Theory and
Practice of Reinforced Concrete Construction. Second Impression, Crown
8vo. 218 pp. 73 illus. London and New York, 1906. $1.90.
Twelvetrees, W. Noble. Concrete Steel Buildings, being a companion
volume to the Treatise on "Concrete Steel." Crown 8va 408 pp. 331
illus. London, 1907. $3.25.
Vicat, L. J. A Practical and Scientific Treatise on Calcareous Mortars
and Cements, Artificial and Natural. Translated from the French by
Capt J. T. Smith. London, 1837. Out of print.
Warren, F. D. A Handbook on Reinforced Concrete, for Architects,
Engineers and Contractors. 2d edition, revised. Crown 8vo. 271 pp.
Illus. Tables and diagrams. New York, 1906. $2.50.
Waterbury, L. A. Cement Laboratory Manual. A manual of instruc-
tions for the use of students in cement laboratory practice. I2mo. vii-f
122 pp. 28 figures. New York, 1008. $1.00.
Watson, Wilbur J. General Specifications for Concrete Work as Applied
to Building Construction. Flexible cover. 6^ x gl/2. 46 pp. Cleveland,
1908. $1.00.
228 REINFORCED CONCRETE) IN EUROPE
Watson, Wilbur J. General Specifications for Concrete Bridges. Flex-
ible cover. 6^4 x gl/2. 75 pp. 13 tables. Cleveland, 1908. $1.00.
Webb, W. L. and Gibson, W. H. Masonry and Reinforced Concrete.
Half Morocco. 130 pp. 60 illus. Scranton, 1908. $3.00.
Winn, J., Lieut. Col. Concrete Steel Construction. London. Out of
print.
Withey, M. 0. Tests on Plain and Reinforced Concrete, in Two Parts.
University of Wisconsin, Series of 1906-07. $0.50.
Wittekin, D. H. Hollow Concrete Block Houses. Chicago, 1906. $1.00.
Bulletins of the United States Geological Survey
on Cement and Concrete.
T^o. 243. Eckel, E. C. Cement Materials and Industry of the United
'State. 8vo. 395 pp. 15 plates. 1905. $0.65.
No. 260. The American Cement Industry. 8vo. pp. 496-505. 1905. $0.40.
No. 324. Gilbert, G. K., Humphrey, R. L., Sewell, J. S. and Soule Frank.
The San Francisco Earthquake and Fire of April 18, 1906, and their
•^effects on Structures and Structural Materials. 8vo. 170 pp. Plates. 1907.
No. 329. Humphrey, R. L. Organization, Equipment and Operation of
trie Structural-Materials Testing Laboratories at St. Louis, Mo. 8vo.
85 pp. Plates. 1908.
No. 331. Humphrey, R. L. and Jordan, Wm. Portland Cement Mor-
tars and their Constituent Materials. Results of tests made at the Struc-
tural-Materials Testing Laboratories. 8vo. 130 pp. 1908.
No. 344. Humphrey, R. L. The Strength of Concrete Beams. 8vo.
59 pp. Illus. 1908.
.Mineral Resources of the United States, Published Annually
by the United States Geological Survey.
FOR 1901, 1902, 1903, 1904 and 1905. Cement. A series of annual articles
•on the Cement Industry and the Production of Cement in the United
States, by L. L. Kimball.
For 1906, 1907. The Cement Industry of the United States, by E. C.
Eckel.
French Books.
Association Internationale des Methodes d'Essai des Materiaux de Con-
struction. Serie comprenant environ une douzaine de proces-verbaux de
•cette association et plus specialement relatifs aux chaux et ciments. 1902
.a 1906. Dunot & Pinat, editeurs, 49 quai des Grands Augustins. Prix
variant de I a 3 francs le fascicule separe.
APPENDIX NO. 4 229
Baudot, A. de. ^'architecture et le ciment arme. Paris, 58 rue Saint-
Lazare. Prix : 2 francs.
Baudot, A. de. Etude sur le ciment arme. Paris, Librairie de la Con-
struction Moderne, 13 rue Bonaparte. Prix : 2 francs.
Baudson, Em. Connaissance, recherche, choix et essais des materiaux
de construction et de ballastage. Deuxieme edition revue et augmentee.
In vol. in-8. Paris, Ch. Beranger, 15 rue des Saints-Peres. Prix : relie, 10
francs. (Le chapitre premier de cet ouvrage intitule "materiaux divers""
traite des chaux, ciments, betons, etc.)
Barberot, E. Traite de constructions civiles. Troisieme edition revue
et augmentee. Vol. in-8, avec 1717 figures dans le texte, dessinees par
1'auteur. Paris, Ch. Beranger, 15 rue des Saints-Peres: Prix: relie, 20*
francs. (Le chapitre V de cet ouvrage est entierement consacre au beton
de ciment arme et les sous-titres sont les suivants: Ciment arme ma-
teriaux employes- donnees diverses- diverses parties de constructions en*
ciment arme, calculs de resistance.
Belelubsky, Prof. N. Les ciment. Vol in-8, 240 x 155, de 7 pages.
Saint Petersbourg.
Berger et B. Guillerme, V. La construction en ciment arme. Appli-
cations generates. Theories et systemes divers. Preface de M. E. Cand-
lot. Vol. in-8, 25 x 16, de viii-8oo pages avec 500 figures et atlas in-4
de 49 planches doubles. 1904, Paris. Dunod et Pinat, 49 quai des
Grands Augustins. Prix : broche, 40 francs. (Une nouvelle edition est
sous presse).
Boero, J. Fabrication et emploi des chaux hydrauliques et des ciments.
Vol. in-8 avec 148 figures dans le texte. Paris. Ch. Beranger, 15. rue
des Saints-Peres. Prix: cartonne, 10 francs.
Boitel, C. Les constructions en fer et ciment. Extrait de la revue du
genie. Un vol. in-8 avec 62 figures. 1896. Berger-Levrault, 5 rue des
Beaux- Arts. Prix : broche, 2 francs.
Bonnami, H. Fabrication et controle des chaux hydrauliques et des
ciments (theorie et pratique). Vol. in-8, de 276 pages. 1888, Paris,
Gauthier-Villars, 55 quai des Grands Augustins. Prix : 6 f r. 50.
Candlot, E. Chaux, ciments et mortiers (encyclopedic scientifiquc des
aide-memoire, publiee sous la direction de Leaute). Vol. in-8, 190 x no,
de 191 pages avec 51 figures. 1903, Paris. Gauthier-Villars, 55 quai
des Grands Augustins. Prix: broche^ 2 fr. 50.
Candlot, E. Ciments et chaux hydrauliques. Fabrication, proprietes,.
emploi. Troisieme edition revue et considerablement augmentee. Vol.
in-8, avec 144 fig., 531 pages et 24 tableaux graphiques dans le texte. 2
planches hors texte. 1906, Ch. Beranger, 15 rue des Saints-Peres, Paris.
Prix: relie, 16 francs.
Chabert, F. Le ciment arme dans les cuveries et les caves de conversa-
tion. Montpellier, 1006.
230 REINFORCED CONCRETE IN EUROPE
Christophe, P. Le beton arme et ses applications. (Deuxieme edition
epuisee). Nouvelle edition en preparation. Paris. Ch. Beranger, 15
rue des Saint-Peres. Prix: 37 francs.
Commission des Methodes d'Essai des Materiaux de Construction. 1900.
Tome I. Documents generaux. Methodes d'essai des materiaux. In-4, 22
x 32, de 86 pages avec figures. Paris, Dunod et Pinat, 49 quai des
Grands Augustins. Prix : 3 francs.
Commission du Ciment Arme. Experiences, rapports et propositions. In-
structions ministerielles relatives a Pemploi du beton arme". (Ministe're
des Travaux Publics, des Postes et Telegraphes). Vol in-4, 315 x 225, de
481 pages avec fig. et 8 planches. Paris, 1907, Dunod et Pinat, 49 quai
des Grands Augustins. Prix: broche, 27 fr. 50.
Congres de 1' Association Internationale Pour 1'Essai des Materiaux,
Bruxeles, 1907. Methodes d'essai des materiaux et des alliages, des
agglomerants, etc., et des ciments, recommandees par le congres. In-8,
15 x 22, de 48 pages avec 5 figures. Paris, 1907, Dunod et Pinat, 49 quai
des Grands Augustins. Prix : I f r. 25.
Congres International des Methodes d'Essai des Materiaux de Con-
structions. Communications presentees devant le congres international
des methodes d'essai des materiaux de construction tenu a Paris du 9 au
16 juillet, 1900. Tome II. Deuxieme partie. Materiaux autres que les
metaux. Vol. in-4, de 22 x 32, de 210 pages avec nombreuses figures et
six planches. Paris, Dunod et Pinat, 49 quai des Grands Augustins.
Prix : 12 francs.
Considere, A. Essai a outrance du Pont d'lvry. In-8, de 46 p. 10 fig. et
1 tableau. 1903, E. Bernard et Cie, i rue de Medicis. Prix : 3 francs.
Considere, A. Le beton frette et ses applications. In-8, 68 p. 12 fig.
Dunot et Pinat, 49 quai des Grands Augustins, Paris, 1907. Prix:
2 fr. 50.
Considere, A. Influence des armatures metalliques sur les proprietes des
mortiers et betons. 1899. Extrait du "Genie Civil."
Considere, A. Resistance & la compression du beton arme et du beton
frette. 1902. Extrait du "Genie Civil."
Constructions in Iron and Cement. Les "Annales de la Construction"
ont fait paraitre une serie d'e*tudes sur les constructions en fer er ciment
•et leur ensemble que Ton peut se procurer chez Beranger, 15 rue des
Saints-Peres, Paris, forme un total de 16 travaux differents representant
24 livraisons a deux francs soit 48 francs.
Daubresse, P. De Temploi des ciments Portland dans les constructions
civiles et industrielles. Bruxelles, 1897.
Debauve. Les materiaux de construction. In-8, 16 x 25, de 680 pages
avec 174 figures et atlas 24 x 31, de 30 planches 1894, Dunod et Pinat,
49 quai des Grands Augustins. Prix: 35 francs. (Un chapitre de cet
vouvrage est reserve aux chaux, ciments et mortiers).
APPENDIX NO. 4 231
Denfer, J. Magonnerie. Encyclopedic des travaux publics. Deux vol.
grand in-8, avec 794 figures dans le texte. Ch. Beranger, 15 rue des Saints-
Peres, Paris. Prix: 40 francs. (Le chapitre xi de cet important ouvrage
est entierment consacre aux chaux et ciments).
Dreschel, B. Le petit livre du ciment (extrait de la Revue des ma-
teriaux de construction et de travaux publics). In-8, 240 x 155, de 28 p.
Paris. Dunot et Pinat, 49 quai des Grands Augustins. 1906. Prix:
broche, I fr. 50.
Dubois, J. Notice sur les constructions en ciment arme. 2eme edition,
1898. Vol. in-8 avec figures. Paris, Dunod et Pinat, 49 quai des Grands
Augustins. Prix: 3 francs.
Duquesnay. Les mortiers et les ciments. In-8, 16 x 25, de 186 pages
avec 33 figures et J planches, 1883. Paris, Dunod et Pinat, 49 quai des
Grands Augustins. Prix: n francs.
Durand-Claye, Derome et Feret, R. Chinre appliquee a 1'art de 1'ingenieur.
Premiere partie — Analyse chimique des materiaux de construction.
Deuxieme Partie— ^tude speciale des materiaux d'agregation. (Encyclo-
pedic des travaux publics, publiee sous la direction de Lechalas). Vol.
grand in-8, de xiii — 585 pages, 2eme edition, 1897. Paris, Ch. Beranger,
15 rue des Saints-Peres. Prix: 15 francs.
Feret, R. Etude experimentale du ciment arme (encyclopedic indus-
trielle fondee par Lechalas). In-8, 255 x 165, de iv — 782 pages avec 197
figures. 1906, Paris, Gauthier- Villars, 55 quai des Grands Augustins.
Prix: 20 francs.
Feret, R. Addition de pouzzolanes aux ciments Portland dans les
travaux maritimes. Brochure in-8, avec I planche. Paris, E. Bernard
et Cie, i rue de Medicis. Prix: I fr. 50.
Kersten, C. La construction en beton arme. Guide theorique et
pratique. Traduit d'apres la troisieme edition allemande par P. Poin-
signon. Premiere partie. Calcul et execution des formes elementaires.
In-8, de 230 x 140, de 194 pages avec 119 figures, 1907. Prix: 6 francs.
Deuxieme partie. Applications a la construction en elevation et en sous-
sol. 280 pages avec 497 figures. 1908. Prix : 9 francs. Paris, Gauthier-
Yillars, 55 quai des Grands Augustins.
Lavergne, Gerard. Constructions en ciment arme. Etude de divers
systems. Principe, principaux avantages, applications. Inconvenient^
et essais du ciment arme, calcul des pieces, exemples de constructions en
ciment arme. In-S, avec 89 figures. 2eme edition, 1901. Paris, Ch.
Beranger, 15 rue des Saints-Peres. Prix: cartonne, 6 francs.
Le Chatelier. Recherches experimentales sur la constitution des mor-
tiers hydrauliques. Vol. in-8, 255 x 165, de iv — 196 pages avec 3 planches.
2eme edition, 1904. Paris, Dunod et Pinat, 49 quai des Grands Augustins.
Prix: broche, 6 francs.
232 REINFORCED CONCRETE IN EUROPE
Le Chatelier. Essai des materiaux hydrauliques. Vol in-8. 19 x 12, 1904,
Paris, Gauthier-Villars, 55 quai des Grands Augustins : Prix: broche^
2 fr. 50.
Leduc, E. Chaux hj'drauliques et ciments de grappiers. Vol. in-4, 315
x 245, de 20 pages avec 6 figures, 1906. Paris, Dunod et Pinat, 49 quai
des Grands Augustins. Prix : broche, 3 francs.
Leduc, E. Chaux et ciments (encyclopedic industrielle). Vol. in-i6,
180, 180 x 115, de 484 pages avec 119 figures, 1902. Paris, J. B. Bailliere,
19 rue Hautefeuille. Prix: cartonne, 5 francs.
Lefort, L. Calcul ties poutres droites et planchers en beton de ciment
arme. In-8, 250 x 160, de vi — 162 pages avec 48 figures et 7 abaques.
1899. Paris, Ch. Beranger, 15 rue des Saint-Peres. Prix: relie, 8 francs.
Liebeaux. Des applications du ciment arme. In-4, 23° x 32°> de 35
pages avec 38 figures, 1902. Paris, Dunod et Pinat, 49 quai des Grands
Augustins. Prix: 2 fr. 50.
Mahiels, Armand. Le beton et son emploi. Materiaux, chantiers, coff-
rages, prix de revient, applications. Benard, Liege, 15 francs.
Manufacture of Lime and Ciment. Dans les "Annales de la Construc-
tion" ont paru une serie d'articles sur la fabrication des chaux et ci-
ments, que Ton peut se procurer chez Beranger, 15 rue des Saints-Peres,
Paris. Ces articles forment un ensemble de 8 travaux differents, en
livraison a 2 francs soit 28 francs.
Materiaux Hydrauliques. Sous ce titre general, la maison Dunod et
•Pint, 49 quai des Grands Augustins, Paris, a edite un assez grand
nombre de petits fascicules se rapportant aux materiaux hydrauliques mais
qui sont, pour la plupart, la reproduction d'articles de journaux et de
periodiques. Ceux qui sont plus speciaux aux ciments sont au nombre
d'une douzaine environ et chacun d'entre eux est vendu & des prix variant
entre i fr. 50 et 10 francs. (Le catalogue de la Maison Dunod donne
1'enumeration complete de ces fascicules).
Merceron-Vicat. Chaux hydrauliques et ciments. Composition des chaux
hydrauliques et des ciments. Mode de durcissement des gangues hy-
drauliques. Petit in-8, 1885. Paris, Gauthier-Villars, 55 quai des Grands-
Augustins. Prix : i f r. 50.
Mesnager, A. Commission du ciment arme. Experiences, rapports,
propositions et intentions ministerielles. Paris, 1908, 8vo, 480 pp.
Morel, Marie-Auguste. Le ciment arme et ses applications (encyclo-
pedic scientifique des aide-memoire, publiee sous la direction de M.
Leaute). In-8, 190 x 120, de 158 pages avec 100 figures. 1902. Paris
Gauthier-Villars, 55 quai des Grands Augustins. Prix: broche, 2 fr. 50.
Nivet, A. Methodes de calcul du beton arme, avec baremes pour en
determiner les dimensions. In-8, de 168 pages avec 28 figures et nom-
breux tableaux. Paris, Dunod et Pinat, 49 quai des Grands Augustine.
Prix : broche, 7 francs ; cartonne, 8 f r. 25.
APPENDIX NO. 4 233
Noe, H. de la. Ciuicnt arme. Annales des Fonts et Chaussees, I. 1899,
p. I.
Oslet. Materiaux de construction et leur emploi. (Chapitre entiere-
ment consacre aux chaux et ciments). Vol. in-4, 20 x 30, de 668 pages avec
643 figures. Paris, Dunod et Pinat, 49 quai des Grands Augustins. Prix :
21 francs.
Ferret, Auguste. Chaux ciments et mortiers. (Encyclopedic pratique
de chimie industrielle, publiee sous la direction de M. F. Billon). 26eme
volume de la collection. In-8, 180 x 130, de 160 pages avec 38 figures.
1902. Paris, E. Bernard et Cie, I rue de Medicis. Prix : broche, i f r. 50.
Fillet, F. J. Trois nouvelles applications du ciment arme et de ses
derives, i — La construction navale. 2 — Le materiel roulant. 3 — La car-
rosserie automobile. Vol in-4, 300 x 200, de 25 pages avec 4 planches.
1901. Chez 1'auteur, 38 boulevard Garibaldi, Paris.
Planat, P. Recherches sur la theorie des ciments armes. (Resume
d'articles publiees dans le Journal. La construction moderne a partir de
decembre 1893). Grand in-8 de v — 226 pages. Paris, Librairie de l.'t
Construction Moderne, 13 rue Bonaparte.
Planat, P. Theorie des poutres droites en fer et ciment. (Bibliotheque
de la Construction Moderne). Grand in-8, de 126 pages. Paris, Aulanier
et Cie, 13 rue Bonaparte.
Planat, P. Voutes et b£ton arme, (troisieme volume d'un ouvrage en
5 volumes intitule: 1'Art de Batir). Paris, Librairie de la Construction
Moderne, 13 rue Bonaparte. Prix : 20 francs.
Prudhomme, L. Ccurs pratique de construction. (Un chapitre de cet
ouvrage est exclusivement consacre aux mortiers et aux betons). 2 vol.
in-8, avec 365 figures. Paris, Ch. Beranger, 15 rue des SaintsnPeres.
Prix : 16 francs.
Riboud. Notice ?ur un pont en beton arme, systeme Hennebique. con-
struit sur 1'Aisne a Soissons. Vol. avec fig. et i planche. Paris, E. Ber-
nard et Cie, i rue 1e Medicis. Prix : 7 f r. 50.
Simonet, E. Mac.onnerie. (Dans deux chapitres de cet ouvrage sont
traitees les questions des chaux et ciments et de la construction en fer et
ciment et ciment arme\ In-8, 12 x 18, de 442 pages avec 102 figures. 1897,
Paris, Dunod et Pinat, 49 quai des Grands Augustins. Prix : reliure
souple, 10 francs.
Stoffler, E. La pierre artificelle. Fabrication des briques en gres silico
calcaires. Paris, 1907.
Teescod, N. de ct Maurel, A. Traitee theorique et pratique de la re-
sistance des materiaux appliquee au beton et au ciment arme. In-8, de
250 x 1 60, de viii — 640 pages avec 199 figures. 1904, Pans, Ch. Be-
ranger, 15 rue des Saints-Peres. Prix: relie, 25 francs.
234 REINFORCED CONCRETE IN EUROPE
Tedesco, N. de et Forestier, V. Recue<l de types de ponts pour routes
en ciment arme calcules conformement a la circulaire ministerielle du 20
octobre, 1906. (Encyclopedic des travaux publics fondee par Lechalas).
In-8, 255 x 165, de iv— 307 pages avec 54 figures et atlas 320 x 160 de 8
planches 1907, Paris, Ch. Beranger, 15 rue des Saints- Peres. Prix:
broche, 25 francs.
Vierendeel, A. Cours de stabilite des constructions professe a 1'Uni-
versite de Louvain. Tome VI : Magonneries, f ondations, beton arme.
1907, Paris, Dunod, 49 quai des Grands Augustins. Prix : 16 francs.
German, Austrian and Swiss Books.
Amtliche Ausgabe. Oesterreichische Betonbestimmungen. 16 pages
Berlin, 1908. M.o.50.
Amtliche Ausgabe. Preussische Bestimmungen fur die Ausfuhrung von
Konstruktionen aus Eisenbeton bei Hochbauten. May 24, 1907. Berlin.
M.o.6o.
Amtliche Ausgabe. Kormen fiir die einheitliche Lieferung und Priifung
von Portlandzement. Runderlass vom 28/7, 1887, 23/4^ 1897, and 19/2,
1902. Berlin, 1902. M.o.30.
Ast, Feodor. Apparate und Cerate zur Priifung von Portland-zement.
1903. M.I.
Ast, Feodor. Herstellung der Zementrohre. 1905. M.2.25.
Ast, Feodor. Der Betonbaublock. Mit vielen Abbildungen. 1906.
M.I. 25.
Ast, Feodor. Der Beton und seine Anwendung. Mit 347 Abbildungen.
Berlin, 1907. M.io.
Ausstellung, Diisseldorf. Portland Zement und Beton-Industrie auf der
Diisseldorfer Ausstellung. 1903. M.3.5O.
Bach, C. v. Mitteilungen iiber Herstellung von Betonkorpern. I u.
II. Stuttgart, 1903. M.5.20.
Bach, C. v. Versuche uber den Gleitwiderstand einbetonierten Eisens.
Stuttgart, 1904. M.I.
Bach, C. v. Druckversuche mit Eisenbetonkorpern. Stuttgart, 1905. M.I.
Bach, C. v. Ueber Versuche mit einbetonierten Thacher Eisen. Stutt-
gart, 1907. I. Teil. M.I.
Bach, C. v. Uebor Versuche mit Eisenbetonbalken. Stuttgart, 1908.
II. Teil. M.3.
Bach, C. See "Forscherarbeiten auf dem Gebiete des Eisenbetons."
Barkhausen. Theorie der Verbundbauten in Eisenbeton und ihre An-
wendung. Mit 17 Textabbildungen. 1907. M.2.
Bazali, M. Tabellen zur Berechnung von Saulen aus Eisenbeton. :6
Abbildungen. 1907. M.i.6o.
APPENDIX NO. 4 235,
Bazali, M. Tabellen zur schnellen Bestimmung der Querschnitte^
Momente und Spannnng von Eisenbetonplatten. 36 Seiten. 1907. M.I.2O.
Bazali. Zahlenbeispiele fur Eisenbeton. Berlin, 1908. M.S.OO.
Bischof. Die feuerfesten Tone. 3 Auflage. 1904. M.I2.
Bosch, J. B. See "Forscherarbeiten auf dem Gebiete des Eisenbetons."
Boerner, F. Statische Tabellen. Belastungsangaben und Formeln zur
Aufstellung von Berechnungen fiir Baukonstruktionen. Mit Karte. 2
Auflage. 1907. M.3.50.
Bulnheim, M. Grundsatze fiir statische Berechnungen der Eisenbe-
tonbauten und Ersatzstofte. Dresden, 1907. M.5.OO.
Busing & Shumann. Der Portlandzement und seine Anwendung im
Bauwesen. (Verfasst im Auftrage des Vereins der Portlandzement-fabri-
kanten). 3 Auflage. Berlin, 1905. M.IO.SO.
Castner. Der Zement und seine rationelle Verwertung zu Bauzwecken.
Leipzig, 1900. M.I. 20.
Christophe, Paul. Der Eisenbeton und seine Anwendung im Bauwesen^
Mit vielen Abbildungen. 2 Auflage. Berlin, 1905. M.35.
Dewitz, H. Statische Untersuchung und Beschreibung einer Betonbo-
genbriicke mit Granitgelcnken. 1905. M.I.SO.
Dieck, Herm. Mortel. Mit Karte. 2 Auflage. 1904. M.I.SO.
Emperger, F. von. Graphische Berechnung von Balken aus Eisenbeton..
Mit Abbildungen & Karte. Berlin, 1903. M.2.
Emperger, F. von. Berechnung beiderseits armierter Balken. Mit vielen
Abbildungen. Berlin. 1903. M.S.
Emperger, F. von. See "Forscherarbeiten auf dem Gebiete des Eisen-
betons."
Emperger, F. von. Handbuch fiir Eisenbetonbau. In 4 Banden, der III
Band in 3 Teilen, der iV Band voraussichtlich in 2-3 Teilen.
i. BAND. "Entwickelungsgeschichte und Theorie des Eisenbetons."
Berlin, 1908. Umfang etwa 30 Bogen in Lexikonformat, mit 504 Textab-
bildungen. Preis, geheftet, etwa M.22. Preis, dauerhaft gebunden, M.25.
ii. BAND. "Der Baustoff und seine Bearbeitung." Berlin, 1908. Lexi-
konformat, mit 371 Textabbildungen und I Doppeltafel. Preis, geheftet,
M.I2. Preis, dauerhaft gebunden, M.is.
in. BAND. "Bauausfiihrungen aus dem Ingenieurwesen." Berlin, 1908.
i Teil, Lexikonformat mit 547 Textabbildungen and 4 Doppeltafeln. Preis,
geheftet, M.is. 2 Teil, Lexikonformat mit 503 Textabbildungen and i
Doppeltafel. Preis, geheftet, M.is. I und 2 Teil in einem Band, dauerhaft
gebunden. M-34. 3. T.M!, Lexikonformat mit 700 Textabbildungen und 3
Tafeln. Preis, geheftet, etwa M.25. Preis, gebunden, M.28.
iv BAND. (In Vorbereitung).
Emperger, F. von. Rolle der Haftfestigkeit im Verbundbalken. Ber-
lin, 1905. M.3.00.
236 REINFORCED CONCRETE IN EUROPE
Feret, R. Abhiingigkeit der Haftfestigkeit von Beton auf Eisen von
der Menge des zum Anmachen verwendeten Wassers. 1906. M.I.SO.
Finkelstein. Der armierte Beton. (System Hennebique). Czernowitz,
1901. M.2.
Folzer. Betoneisenkonstruktionen. 4 Auflage. Mit 18 Bildern und 10
Tafeln. Berlin, 1908. M.9.00.
Forchheimer, Ph. Die Berechnung ebener und gekriimmter Behalter
boden. 2 Auflage. Berlin, 1909. M.S.oo.
Forscherarbeiten auf dem Gebiete des Eisebetons. Part ist: — Kleinlogel,
Adolf. Die Dehnungsfahigkeit nichtarmierten und armierten Betons.
Wien, 1904. M.4.0D.
Part 2nd: — Weiske, Paul. Graphostatische Untersuchung der Beton-
und Betoneisentrager. Wien, 1904. M.4.oo.
Part 3rd : — Bmperger, Frits v. Die Rolle der Haftestigkeit in den Ver-
bundbalken. Berlin, 1905. M.4.OO.
Part 4th : — Grabowski, Kazimir. Formanderungsarbeit der Eisenbeton-
bauten bei Biegung. Berlin, 1906. M.4.oo.
Part 5th : — Emperger, Frits v. Die Abhangigkeit der Bruchlast vom
Verbunde. Berlin, 1906. M3OO.
Part 6th : — Probst, Emil. Das Zusammenwirken von Beton und Eisen.
Berlin, 1906. M.3.OO.
Part 7th: — Shitkewitsch, N. A. Monolitat der Betonbauten. Berlin,
1906. M.S.OO.
Part 8th : — Emperqer, Fritz. Versuche mit Saulen aus Eisenbeton und
mit einbetonierten Eisensaulen. Berlin, 1908. M.S.OO.
Part 9th : — Bosch, J. B. Berechnung der gekreuzt armierten Eisen-
betonplatte und deren Aufnahmetrager unter Beriicksichtigung der Kraf t-
wirkkungen nach zwei Richtungen. Berlin, 1908. M.3.6o.
Part 39th : — Grubler, M. Vergleichende Festigkeitsversuche an Kor-
pern aus Zementmortel. Forschungsarbeiten. Berlin, 1907.
Part 40th : — Bach, C. Versuche mit Eisenbetonbalken. Berlin, 1907*
Forster, M. Das Material und die statische Berechnung der Eisen-
betonbauten unter besonderer Beriicksichtigung der Anwendung im Bau-
ingenieurwesen. Leipzig, 1907. M.6.OO.
Gary, M. Prof. Die Zementrohren. 4 Auflage. Berlin, 1906. M.I.SO.
Gehler, W. Betonpfahle Patent Strauss mit 63 Abbildungen u. 16
Tafeln. Berlin, 1909. M.3.oo.
Goeldel, P. Praxis und Theorie des Eisenbetons. Mit 317 Abbildungen.
Berlin, 1008. M.S.oo.
Grabowski, Kaziimr. See "Forscherarbeiten auf dem Gebiete des Eisen-
betons."
Grohmann. Betonierungen unter Wasser bei der Schleusenanlage in
Nussdorf. 1903. M.3.25.
Grubler, M. See "Forscherarbeiten auf dem Gebiete des Eisenbetons."
APPENDIX NO. 4 237
Giinther. Berechnung von Eisenbeton 'und Steineisendecken, Platten-
balken und Steineisendecken, u. s. w. Berlin, 1908. M.3OO.
Gutzwiller. Die neue Easier Rheinbriicke. 1906. M.i.6o.
Haberkalt Karl, and Postuvanschitz, Dr. Fritz. Die Berechnung der
Tragwerke aus Betoneisen oder Stampfbeton. (Auf Grund der Vor-
schriften des k. k. Ministeriums des Innern vom 15 November). 1907. Z.
37,295. Wien. M.12.GO.
Haberstroh, H. Der Eisenbeton im Hochbau. Leipzig, 1908. M.S.OO.
Habianitsch, S. Neuere Zementforschungen. Berlin, 1908. 124 pages.
M.3.00.
Haimowici, E. Graphische Tabellen und Dimensionierung von Eisen-
betonplatten, Eisenbetondecken bezw. Balken. Mit 5 Tafeln. 1906.
M.I 5.00.
Hagn, H. Schutz der Eisenkonstruktionen gegen Feuer. Mit 163
Abbildungen. Berlin, 1004. M.2.0O.
Hambloch. Trass und seine praktische Verwendung im Baugewerbe.
1907. M.o.6o.
Hambloch. Der L'.'i-cittuff von Bell. 1904. M.o.6o.
Hambloch. Der rheinische Schwemmstein und seine Anwendung in der
Bautechnik. 1903. M.c.6o.
Hambloch. Der rheinische Trass als hydraulischer Zuschlag in seiner
Bedeutung fur das Baugewerbe. 1903. M.2.oo.
Heintel. Berechnung der Einsenkung von Eisenbetonplatten. Berlin,
1909. M.2:6o.
Herzan. Beton & Eisen in den modernen Bauten. (Tschechisch).
Prag, 1904.
Herzan. Betonoalkenbriicken und deren statische Berechnung.
(Tschechisch). Prag, 1904.
Herzan. Bauten moderner Art fur Wasserleitungszwecke. (Tschechisch).
Prag, 1904.
Hess. Leitfaden fur die Berechnung von Eisenbetonkonstruktionen r.
Berlin, 1908. M.3.8o.
Hilgard. Ueber neue Fundierungsmethoden mit Betonpfahlen. 1907.
M.I. 40.
Ingenieurs Taschenbuch. Herausgegeben v. akadem. Verein "Hiitte."
19 neu bearbeitete und verm. Aufl. 1905. In zwei Ganzlederbanden,
M. 18.00. In zwei Leinenbanden, M.i6.oo.
Jaray. Zu den Fragen von Betoneisenkonstruktionen. 1907. M.i.oo.
Jaray. Theorie der Aufgaben des Betoneisenbaues. 1907. M.i.70.
Johrens, Ad. HiUsmittel fur Eisenbeton-Berechnungen. Mit 22 Abbil-
dungen and ii Tafeln. Wiesbaden, 1907. M.4.6o.
238 REINFORCED CONCRETE IN EUROPE
Kaufmann, G. Tabellen fiir Eisenbeton-Konstruktionen. Zusammen-
gestellt im Rahmen des Ministerialerlasses vom 24 Mai, 1907. Mit Karte.
2 Auflage. 1907. M.4.5O.
Kersten, C. Der Eisenbetonbau. I Teil — Ausfiihrung und Berechnung
der Grundformen. Mit 170 Abbildungen. 5 Auflage. 1908. M.3.OO.
2 Teil — Anwendung im Hoch- und Tiefbau. Mit 447 Abbildungen. 3
Auflage. 1907. M.3.6o.
Kersten, C. Brucken in Eisenbeton. I Teil— Flatten- und Balkenbriick-
en. Mit 472 Textabbildungen. 1909. M.5.20.
Teil 2— Bogenbrucken. Mit 356 Textabbildungen. 1907. M.4.oo.
Kleinlogel, Adolf. See "Forscherarbeiten auf dem Gebiete des Eisen-
betons."
Koenen. Grundziige fur stat. Berechnung der Beton- und Betoneisen-
bauten. Mit n Abbildungen. 3 Auflage. 1906. M.I.SO.
Kolbe. Die wichtigsten Decken und Wande der Gegenwart. 1905. M.7.50.
Lederer, Arthur. Analytische Ermittelung und Anwendung von Einfluss-
linien einiger im Eisenbetonbau haufig vorkommender statisch unbestimm-
ter Trager mit 113 Textabbildungen u. 23 Seiten Tabellen. Berlin, 1909.
M.4.20.
Leibbrand. Betonbriicken mit Granitgelenk iiber den Eyach. Mit 10
Abbildungen and I Kupfertafel. 1898. M.2.0O.
Leibbrand. Neckarbriicke bei Neckarhausen. (Betonbriicke). Mit 24
Abbildungen and 2 Tafeln. 1903. M.2.0O.
Liebold, B. Zement in seiner Verwendung im Hochbau und der Bau
mit Zement Beton. Mit 143 Abbildungen and 5 Tafeln. 1875. M.7.OO.
Linse. Der eisenverstarkte Beton. (Sep. Abdruck aus "Stahl und
Eisen"). Dusseldorf. 1903. M.I.SO.
Liickemann, H. Der Grundbau. Mit 200 Abbildungen und 8 Tafeln.
Berlin, 1906. M.7.00.
Madsen, L. Friihzeitige danische Zementuntersuchungen und Versuche,
die Eigenschaften und Verwendbarkeit, besonders in der Kriegsbautechnik
des Portland-Zementbetons betreffend. 1906. M.I.SO.
Martens, Prof. A. Prufung der Druckfestigkeit von Beton. Mitteilung
aus der konigl. mechan. techn. Versuchsanstalt zu Charlottenburg. Mit
23 Abbildungen. 1906. M.o.75.
Melan. Die Beton-Eisenbrucke Chauderon-Montbenon in Lausanne. Mit
7 Abbildungen und j Tafeln. 1906. M.2.50.
Melan. Die Beton- Eisenbriicke iiber den Polcevera, Wildfluss bei
Genua. 1906. M.I.4O.
Merkbuch fiir den Zement, Beton- and Eisenbetonbau. Viele Abildung-
en. 1906. M.o.75.
Meyer, A. Ing. Studie iiber die Konstitution des Portland-zements.
1903. M.4.50.
APPENDIX NO. 4 239
Milankovich. Beitrag zur Theorie des Betoneisentragers. 1905. M.i.oo.
Modelltheater. Denkschrift iiber die Brandversuche im Wiener Modcll-
theater, durchgefiihrt vom Oesterr. Ingenieur & Architekten Verein im
Jahre 1905. Mit 2 Textabbildungen und I Tafel. 1906. M.3.0O.
Mohr. Abhandlungen aus dem Gebiete der technischen Mechanik. Mit
406 Textabbildungen. 1906. M. 15.00.
Moller, M. Untersuchungen an Plattentragern aus Eisenbeton. Berlin,
1907. M.6.00.
Morsch, E. Isarbriicke bei Grunwald. 1905. M.o.50.
Morsch, E. Schub- and Scherfestigkeit des Betons. 1905. M.0.4O.
Morsch, E. Berechnung von eingespannten Gewolben. 1906. M.o.6o.
Morsch, E. Der Eisenbeton, seine Theorie und Anwendung. Dritte
vollstandig neu bearbeitete und vermehrte Auflage. Herausgegeben von
Wayss & Freitag A. G. Stuttgart, 1908. M.6.5O.
Miiller, Portland-zementfabrikation in Amerika. 1905. M.S.OO.
Miiller, R. Eisenbeton-Balken iiber die Lage und das Wandern der
Nullinie und die Verbiegung der Querschnitte. Berlin, 1909. M.7.5O.
Muller-Wolle. Neue Versuche an Eisenbetonbalken. Berlin, 1909. M.7.5O.
Naske, K. Portland-zmentfabrikation. Mit 183 Abbildungen & Tafel.
Leipzig, 1903. M.io.oo.
Nitzsche. Materialbedarf und Dichtigkeit von Betonmischungen. 1907.
M.i.6o.
^ Nowak, A. Der Eisenbetonbau bei den neuen von der k. k. Eisenbahn-
baudirektion hergestellten Bahnlinien Oesterreichs. (Bedeutend erweiter-
ter Sonderabdruck aus der Zeitschrift "Beton & Eisen.") Mit 81 Textab-
bildungen und 6 Tafeln. 1907. M.4.oo.
Pilgrim. Theoretische Berechnung der Betoneisenkonstruktionen. Mit
78 Textabbildungen. 1907. M.2.8o.
Postuvanschitz, Dr Fritz. See "Haberkalt, Karl."
Probst, Emil. Einfluss der Armatur und der Risse im Beton auf die
Tragfahigkeit. M. 15.00.
Probst, Emil. See "Forscherarbeiten auf dem Gebiete des Eisenbetons."
Ramisch & Goldel. Bestimmung der Stiirken, Eisenquerschnitte und Ge-
wichte von Eisenbetonplatten. Berlin, 1906. M.3.OO.
Ritter. Bauweise Hennebique. Zurich, 1905. M.I.4O.
Rehbein. Monierbauweise. 2 Auflage. Berlin, 1894. M.7.50.
Rohland, Dr. P. Der Portlandzement vom physikalisch-chemischen
Standpunkt. 1903. M.3.6o.
Rohland, Dr. P. Der Stuck- und Estrichgips. 1904. M.2.25.
Rossle. Der Eisenbeton. 1907. M.o.So.
240 REINFORCED CONCRETE IN EUROPE
Saliger, Rudolf. Festigkeit veranderl. elastischer Konstruktionen, ins-
besondere von Eisenbetonbauten. Stuttgart, 1904. M.4.OO.
Saliger, Rudolf. Der Eisenbeton in Theorie & Konstruktion. Mit vielen
Abbildungen. Leipzig, 1908. M.S.OO.
Schellenberg, G. Eisenbeton Tabellen fiir Flatten und Unterziige. 1906.
M.io.oo.
Schmatolla. Brennofen. 1904. M.4.8o.
Schmid. Brenzbriicke bei Heidenheim. 1904. M.2.OO.
Schmidt, Dr. Oskar. Der Portlandzement. Auf Grund chemischer £
petrographischer Forschung. Mit 8" Abbildungen. 1906. M.4.OO.
Schmiedel. Die Statik des Eisenbetonbaues. Berlin, 1908. M.3.oo.
Schnyder, M. Ing. Armierter Beton. 1907. M.i.6o.
Schoch, Prof. Dr. C. Moderne Aufbereitung der Mortel-Materialien.
Mit 226 Abbildungea & 5 Tafeln. 2 Auflage. 1904. M. 15.00.
Scholer, R. Die Statik und Festigkeitslehre des Hochbaues, einschliess-
lich der Theorie der Beton-und Eisenbetonkonstruktionen. Fiir den Schul-
gebrauch und die Baupraxis. 2 Auflage. Mit 612 Textabbildungen & 13
Tafeln und 15 Tabeilen. Leipzig, 1908. M.S.OO.
Schonhofer. Statische Untersuchung von Bogen-und Wolb-Tragwerken
in Stein, Eisen, Beton oder Eisenbeton nach den Grundsatzen der Elastizi-
tatstheorie unter Anwendung des Verfahrens mit konstanten Bogengros-
sen. 1908. M.2.5O.
Schiile, Prof. F. . . Resultate der Unter suchungen von armiertem Beton,
auf seine Zugfestigkeit und auf Biegung unter Beriicksichtigung der Vor-
gange beim Entladen. Zurich, 1906. M.io.oo.
Schiile. Resultate der Untersuchung von Eisenbetonbalken und Ergeb-
nisse der Priifung von Portlandzementen und hydraul. Kalken. M.7.OO.
Schuliatschenko. Einwirkung des Meerwassers auf hydraulische Ze-
mente. 1903. M.2.oo.
Schweizerischer Ingenieur- und Architeken- Verein. Provisorische Nor-
men fiir Projektierung, Ausfiihrung und Kontrolle von Bauten in armier-
tem Beton, nebst eineni erlauternden Berichte von Prof. Schule. Zurich,
August, 1903. (Gratis).
Schybilsky. Tabellen fiir Eisenbetonplatten. Zusammengestellt gemass
den Bestimmungen des Kgl. Preuss. Ministeriums der offentl. Arbeiten
vom 1 6 April, 1904. M.i.oo.
Scriba, E. Moderne Decken und Gewolbe. Eine Sammlung muster-
giiltiger Ausfiihrungen. Mit 27 Tabellen und mit einem erlauterndem
Bericht. 1906. M.Hoo.
Shitkewitsch, N. A. See "Forscherarbeiten auf dem Gebiete des Eisen-
betons."
Spitzer. Berechnung der Moniergewolbe. Mit 14 Abbildungen und 3
Tafeln. 1896. M.2.8o.
APPENDIX NO. 4 241
Stampfbeton. Leitsatze fur die Vorbereitung, Ausfiihrung und Priifung
von Bauten aus. 1905. M.O.SO.
Stern, 0. Das Problem der Pfahlbelastung. 1908. M.7.oo.
Thullie, Max R. von. Versuche mit exzentrisch belasteten betoneisernen
Saulen. Berlin, 1909. M.6.OO.
Tolkmitt, G. Leitfaden fiir das Entwerfen und die Berechnung ge-
wolbter Briicken. Zweite Auflage von A. Laskus. Mit 37 Abbildungen.
1902. M.6.OO.
Tormin, R. Kalk, Gips, Zement; Ihre Bedeutung und Anwendung zu
baulichen, gewerblichcn & landw. Zwecken. 4 Auflage. Leipzig, 1905.
M.3.OO.
Turley, Er. Bezlehungen zwischen Spannungen und Abmessungen von
Eisenbetonquerschnitten. Berlin, 1905. M.i.oo.
Turley, Er.. . Anleitung zur stat. Berechnung armierter Betonkonstruk-
tionen unter Zugrundf legung des Systems Hennebique. Leipzig, 1902.
M.i.oo.
Turley, Er. Der Eisenbeton. Formeln, Tabellen & Grundsatze zum Ge-
brauch fiir die Berechnung von Eisenbeton-Bauausfiihrungen berechnet
und zusammengestellt. Berlin, 1906. M.2.5O.
Unger. Entwickelutig der Zementforschung. 1904. M.2.oo.
Unna. Bestimmung rationeller Mortelmischung, unter Zugrundelegung
der Festigkeit, Dichtigkeit & Kosten des Mortels. Koln, 1903. M.2.oo.
Waldegg, v. Kalkbrennerei & Zementfabrikat. 5 Auflage. 1903. M.io.oo.
Waldegg, v. Ziegel- und Rohrenbrennerei. 5 Auflage. 1901. M.2O.OO.
Wayss'schen Rohrzellen, Die. Die Wayss'schen Rohrzellen und ihre
Fabrikation; die Wayss'schen Rohrzellendecken ; Tabellen zur Bestim-
mung der Abmessungen. 1907. Beide Hefte, M.4.0O.
Wayss & Freitag. Der Betonbau, seine Anwendung und Theorie. Mit
227 Abbildungen. 2 Auflage. 1906. M.6.50.
Weder, R. Leitfaden des Eisenbetonbaues. Fiir Baugewerk & Tief-
bauschulen. Mit 213 Textabbildungen. 1906. M.S.OO.
Weese, Rgbmstr. Zahlentafeln fiir Flatten, Balken und Plattenbalken
aus Eisenbeton, zusammengestellt in Uebereinstimmung mit den minister-
ialen Bestimmungen vom 24 Mai, 1907, aus den Leitsatzen des Deutschen
Beton-Vereins. Teil I and II. 1908. M.I4.OO.
Weiske, P. Dr. Ing. See "Forscherarbeiten auf dem Gebiete des Eisen-
beton s."
Weiske, P. Dr. Ing. Die Berechnung der Betoneisentrager auf Grund-
lage der preuss. Normen vom 16 April, 1904. Berlin. M.o.6o.
Weiske, P. Dr. Ing. Die Berechnung von Betoneisenbauten. 1907.
M.I. 50.
Zement- & Beton- Adressbuch Deutschlands. Ausgabe, 1908. Berlin.
M.8.00.
342 REINFORCED CONCRETE IN EUROPE
Zimmerman. Rechentafel nebst Sammlung haufig gebrauchter Zahlen-
werte. 5 Auflage. 1907. M.S.OO.
Zipkes, S. Kontinuierl. Balkenbriicken aus Eisenbeton in Theorie &
Ausfiihrung. Mit So Abbildungen & 2 Tafeln. Zurich, 1907. M.4.50.
Zipkes, S. Scher- & Schubfestigkeit des Eisenbetons. 1906. M.o.So.
Zschokke, B. and Moser, Dr. R. Resultate der technologischen Unter-
suchung der schweizerischen Tone. Mitt, der Edig. Materialpfgsanst.
Zurich, II Heft. Zurich, 1907.
Zwick, H. Hydraulischer Kalk & Portland-zement. 2 Auflage. Mit
50 Abbildungen. Wicn, 1892. M.5-3O.
Journals or Periodicals Devoted Entirely or Prominently to
Reinforced Concrete, Concrete and Cement.
INTERNATIONAL.
Proceedings of the International Association for Testing Materials.
Edited by General Secretary, 50 Nordbahnstr., Vienna, Austria. Pub-
lished at irregular intervals in an English, French and German edition.
No. i, May, 1908, price I2c; No. 2, May, 1908, price I2c; No. 3, Dec.,
1908, 24c. Published by E. & F. N. Spon; 57 Haymarket, London, and
123 Liberty St., New York.
ENGLAND.
Concrete and Constructional Engineering. A bi-monthly journal fo>r
engineers, architects and surveyors, contractors and builders, and all
workers in cement, concrete, reinforced concrete, and constructional
steel. Vol. I., March, 1906 to Jan., 1907, inclusive. Vol. II., March,
1907, to Jan., 1908, inclusive. Vol. III., March; 1908, to Jan., 1909, In-
clusive. Offices, 57 Moorgate St., London, E. C. Subscription, £0.7/6
per annum, postpaid.
The Concrete Institute. As elsewhere referred to, more in detail, this
Institute was formed early in 1908, by parties interested either profes-
sionally or industrially in concrete or reinforced concrete, and its list of
officers and charter members is ample evidence of the present interest
taken in England in reinforced concrete construction.
The Builders* Journal and Architectural Engineer. Published every
Wednesday at Caxton House, Westminster, London, S. W. Subscrip-
tion, 17/4 per annum, postpaid. They publish every three weeks supple-
ments devoted to "Concrete and Steel" and to "Fire-Resisting Con-
struction."
Specification, with which is incorporated the municipal engineers'
specification for architects, surveyors and engineers when specifying, and
for all interested in building. Issued annually (No. n, 1908-9). Pub-
lished by "The Builders' Journal and Architectural Engineer," Caxton
House, Westminster, S. W. Price, 3/6d. Special chapter entitled "Con-
cretor," No. n, 1908, pp. 175-226.
APPENDIX NO. 4 243
Bulletin of the International Railway Congress of 1905. (English
edition). Vol. XIX, 1905. "On the question of concrete and embedded
metal (Subject IV. for discussion at the 7th session of the Railway Con-
gress)." Report No. 2 (all countries except America and Russia) by W.
Ast. pp. 363-450. Report No. 3 (America), J. F. Wallace, pp. 451-545.
The Following Journals Frequently Publish Important
Articles on Reinforced Concrete :
Building News. Published weekly by the "Strand Newspaper Co., Ltd.,"
Clements House, Strand, London, W. C. Subscription, £i.6/- postpaid.
Reinforced concrete occupies, regularly, a considerable space in their
reading and advertising columns.
The Builder. A journal for the architect, engineer, operative and artist.
(Established in 1842). Published every Friday at No. 4 Catherine St.,
London, \Y. C. Subscription 26/- per annum, postpaid. Reinforced con-
crete occupies, regularly, a considerable space in their reading and ad-
vertising columns.
The Engineer. Published weekly at No. 33, Norfolk St.. Strand. Lon-
don, W. C. (Established in 1856). Subscription, £i.i6/- per annum,
postpaid. (During 1907 this leading engineering periodical contained 17
articles on reinforced concrete).
Engineering. Published weekly at No. 35-36 Bedford St., Strand, Lon-
don, W. C. Subscription j£i.i6/- per annum^ postpaid. (During 1907, this
leading engineering periodical contained 14 articles on reinforced con-
crete).
Journals Devoted Entirely or Prominently to Cement,
Concrete and Reinforced Concrete.
UNITED STATES.
Cement and Engineering News. Monthly. Volume for 1908 is 20. Wil-
liam Seafert, publisher, 22 Fifth Avenue, Chicago. Subscription, $2.00.
Cement Age. A n;agazine devoted to the uses of cement. Monthly.
Volumes for 1908 are 6 and 7. Cement Age Company, 225 Fifth Ave.,
New York. Subscription, $1.50.
Cement. A journal of advancement, engineering, architecture, concrete-
steel construction and fire-proofing. Monthly. Volume for 1008 is 5.
Progress Publishing Company, 13 Park Row, New York. Subscription, $i.
Cement Era. Devoted to cement, concrete, and related machinery.
Monthly. Volume for 1909 is 7. The Cement Era Pub. Co., 141 Fifth
Ave., Chicago. Subscription^ $1.00.
Concrete. Monthly. Volume for 1908 is 8. Newberry Bldg., Detroit,
Mich. Subscription, $1.00.
244 REINFORCED CONCRETE) IN EUROPE
Concrete Age. Monthly. Volume for 1909 is 8. Atlanta, Georgia. Sub-
scription, $1.00.
Concrete Engineering. For engineers, architects and contractors.
Monthly. Volume for 1909 is 4. Caxton Bldg., Cleveland, Ohio. Sub-
scription, $1.00.
Concrete Review. A guide to the intelligent and proper use of concrete.
Monthly. Volume for 1908 is 3. Association of American Portland Ce~
ment Mnfrs., Land Title Bldg., Phila., Pa. Subscription, $0.50.
Proceedings of National Association of Cement Users. Yearly. Volume
for 1908 is 4. George C. Wright, Secy., Harrison Bldg., Phila., Pa.
Subscription^ $3.00.
Journals Frequently Publishing Articles on Cement, Concrete
and Reinforced Concrete.
Engineering-Contracting. A weekly "Methods and Cost" journal for
civil engineers and contractors. Volumes for 1908 are 29 and 30. Myron
C. Clark Publishing Company, 355 Dearborn St., Chicago. Subscription,
$2.00.
Engineering News. A weekly journal of civil, mechanical, mining and
electrical engineering. Volumes for 1908 are 59 and 60. Engineering
News Publishing Co., 220 Broadway, New York. Subscription, $5.00.
Engineering Record, Building Record and Sanitary Engineer.. Weekly.
Volumes for 1908 are 57 and 58. McGraw Publishing Company, 239
West 39th Street, New York. Subscription, $3.00.
Manufacturers' Record. A weekly Southern industrial railroad and
financial newspaper. Volumes for 1908 are 53 and 54. .Manufacturers'
Record Publishing Company, Baltimore, Maryland. Subscription, $400.
Municipal Engineering. A monthly magazine devoted to the improve-
ment of cities, concrete construction, paving, sewerage, water works^ street
lighting, parks, garbage disposal, bridges. Volumes for 1908 are 34 and
35. Municipal Engineering Company, I Broadway, New York. Sub-
scription, $2.00.
Proceedings, American Society for Testing Materials, Affiliated with,
the International Association for Testing Materials. Yearly. Volume for
1908 is 8. Edgar Marburg, Secy., University of Pennsylvania, Philadel-
phia, Pa.
Rock Products. Devoted to concrete and manufactured building ma-
terials. Monthly. Volumes for 1908 are 7 and 8. The Francis Publish-
ing Company, 355 Dearborn St., Chicago. Subscription, $1.00.
Insurance Engineering. Volumes for 1908 are 15 and 16. 120 Liberty
Street, New York. Subscription^ $3.00.
The Contractor. Semi-monthly. Volume for 1908 is 10. 188 E. Madi-
son Street, Chicago. Subscription, $1.00.
Journals Occasionally Publishing Articles on Cement,
Concrete and Reinforced Concrete.
Cassier's Magazine. An engineering monthly. Volumes for 1908 are 33
APPENDIX NO. 4 245
and 34. The Gassier Magazine Company, 12 West 3ist Street, New
York. Subscription, $3.00.
Electric Railway Journal. A consolidation of Street Railway Journal
and Electric Railway Review. Weekly. Volumes for 1908 are 31 and 32.
McGraw Publishing Company, 239 West 39th Street, New York. Subscrip-
tion, $3.06.
Journal of the Association of Engineering Societies. Monthly. Volumes
for 1908 are 40 and 41. Fred Brooks, Secy., 31 Milk Street, Boston,
Mass. Subscription, $3.00.
Journal of the Western Society of Engineers. Papers, discussions, ab-
stracts, proceedings. Bi-monthly. Volume for 1908 is 13. J. H. Warder,
Secy., 1735 Monadnock Block} Chicago, 111. Subscription, $3.00.
Proceedings of the Engineers' Club of Philadelphia. Quarterly. Volume
for 1908 is 25. H. G. Perring, Secy., 1317 Spruce Street, Philadelphia, Pa.
Subscription, $2.00.
Railroad Age Gazette. A consolidation of the Railroad Gazette and the
Railway Age. Weekly. Volumes for 1908 are 44 and 45. 83 Fulton
Street, New York. Subscription, $5.00.
Scientific American. Weekly. Volumes for 1908 are 98 and 99. Mutm
& Company, 361 Broadway, New York. Subscription, $3.00.
The Engineering Digest. Monthly. Volume for 1908 is 4. The Tech-
nical Literature Company, 220 Broadway, New York. Subscription, $2.00.
The Engineering Magazine. Specially devoted to the interests of engin-
eers, superintendents, and managers. Monthly. Volumes for 1908 are
35 and 36. 140 Nassau Street, New York. Subscription, $3.00.
The Iron Age. Weekly. Volumes for 1908 are 81 and 82. David Wil-
liams Company, 14 Park Place, New York. Subscription, $5.00.
The Municipal Journal and Engineer. \Veekly. Volume for 1908 is 25.
Swetland Publishing Company, 231 West 39th Street, New York. Sub-
scription, $3.00.
The Railway and Engineering Review. Weekly. Volume for 1908 is 48.
1305 Manhattan Bldg., Chicago, 111. Subscription, $4.00.
Transactions, American Society of Civil Engineers. Semi-yearly. Vol-
umes for 1908 are (>o and 61. Charles Warren Hunt, Secy., 220 West
57th Street, New York. Subscription, $10.00.
Transactions of the Canadian Society of Civil Engineers. Semi-yearly
Volume for 1908 is 22. Clement H. McLeod, Secy., 413 Dorchester
Street, West, Montreal, Quebec, Canada.
University of Illinois Engineering Experiment Station Bulletin. Irregu-
lar. Bulletins for 1908. Nos. 21 to 26, inclusive. Urbana, Illinois.
FRANCE.
Le Ciment. Son emploi et ses applications nouvelles en France et a
Petranger. Organe officiel de la Chambre Syndicate des Fabricants de
Ciment Portland. Redacteur en Chef, Mr. N. de Tedesco, 20 rue Turgot, a
246 REINFORCED CONCRETE IN EUROPE
Paris. (Mensuel). Abonnements, France, I an, 15 fr. Union postale, 20
fr. Tomes I a, XIII, 1896 a ce jour. Cette publication est consacree
spe'cialement aux questions se rapportant, tant a la fabrication du ciment
qu'a son emploi dans les constructions. Un compte-rendu des periodiques
frangais et etrangers. Un tableau des exportations et importations de chaux
et ciments ; une partie bibliographique ; des renseignements commerciaux ;
avis d'adjudications, etc. peuvent etre egalement consultes dans ce
periodique.
Le Beton Arme. Publication spe'cialement destine'e a renseigner sur les
travaux executes par le systeme Hennebique. Renferme neanmoins quel-
ques articles d'interet general se rapportant au ciment arhie. Organe des
agents et concessionnaires du systeme Hennebique, I rue Danto-n, Paris.
Abonnements, France, I an, 20 francs, Union postale, 25 fr. (mensuel).
Tomes I a XI, 1898 a ce jour.
The Following Journals Frequently Publish Important
Articles on Reinforced Concrete.
L'Architecture. Journal hebdomadaire de la Societe Central des Archi-
tectes Fran£ais, 51 rue des Ijcoles, Paris. Abonnements, France, 25 fr.
Union postale, 30 francs. Tomes I a XXI, 1888 a ce jour. Renferme
des descriptions de maisons et immeubles particuliers executes en France.
Une partie speciale mentionne les differents concours publics qui sont
ou verts pour des questions se rapportant a 1' architecture et un supplement
donne, chaque semaine, le cours des materiaux de construction, tableaux des
prix des divers materiaux, fers, aciers, toles, bois, vitrerie, peinture, etc.
Compte-Rendu des Seances de P Academic des Sciences. (Hebdoma-
daire). Gauthier-Villars, I^diteur, 55 quai des Grands Augustins, Paris.
Abbonnements, France, 30 francs, Union postale, 44 francs. Tomes I a
CXIvVI, 1835 a ce jour. Compte-rendu hebdomadaire des stances redige
par M. M. les Secretaires perpetuels. Ce compte-rendu se compose des
icxtraits des travaux des Membres de 1' Academic et de 1'analyse des
memoires ou notes presentes par des savants etrangers a 1' Academic.
Memoires et Compte-rendu des Travaux de la Societe des Ingenieurs Civils
de France. 19 rue Blanche, Paris. (Mensuel). Abonnements, France,
36 fr., etranger, 40 francs. Tomes I a LXXXIX, 1848 a ce jour. Com-
prend les proces-verbaux des seances bi-mensuelles de la Societe et les
memoirs in extenso des communications presentees en seance. Une
chronique tres savante est depuis 1880 jointe au Bulletin qui contient en
outre une partie bibliographique.
Revue du Genie Militaire. (Mensuelle). Berger-Levraut, Editeur, 5 rue
des Beaux-Arts, Paris. Abonnements, France, 25 francs, etranger, 27
francs. Tomes I a XXXV, 1887 a ce jour. Independamment des ques-
tions militaires qui sont plus specialement traitees dans cette Revue, il est
aussi public des memoires et articles se rapportant au Genie Civil en>
APPKNDIX NO. 4 2.|7
general. Les questions de constructions et de travaux publics y ont aussi
leur places. On trouve en outre dans cette Revue une bibliographic et des
documents officiels et administratifs de 1' Administration de la Guerre.
Etudes Professionelles. (Batiment et travaux publics). (Mensuelles).
4bis rue Saint-Martin, _Paris. Abonnements, 8 francs. Tomes I a III,
1906 a ce jour. Cette publication traite plus specialement les questions
economiques et sociales se rapportant au batiment et aux travaux publics
en France at a 1'etranger telles qu'adjudications, organisations du travail,
syndicalisme, accidents du travail, retraites ouvrieres, etc. Une chronique,
redigee dans le merne ordre d'idees, existe dans ces etudes.
Nouvelles Annales de la Construction. 15 rue des Saints-Peres. (Men-
suelles). Abonnements, France, 15 fr., etranger, 20 francs. Tomes I a
LIV, 1855 a ce jour. Fondees en 1855 par Oppermann, Ingenieur des
Fonts et Chausse'es ; Gerant actuel, M. Ch. Beranger, Editeur, ancien
eleve* de 1'Ecole Polytechique. Renferme pri n ci pal erne nt des articles se
rapportant aux constructions metalliques et a 1'architecture ; public assez
frequemment des articles sur le ciment arme. Une revue technologique
existe dans cette publication ou se trouvent egalement traitees des ques-
tions, de jurisprudence. Un supplement public sous le titre "informations"
donne des renseignements interessant les industriels en general.
Revue Industrielle. 17 boulevard de la Madeleine, Paris. Abonnements,
France, 25 francs, Union postale, 30 francs. Tomes I a XXXIX, 1870 a
ce jour. Revue generate avec classement par nature des differentes ques-
tions interessant le Genie Civil. Un bulletin commercial avec cours des
differents metaux, mse bibliographic et une liste des brevets delivres sont
joints a ce periodique.
Annales des Fonts et Chaussees. Chez Bernard, i rue de Medicis. Paris
(partie technique, paraissant tous les deux mois). Abonnements, France
35 francs, etranger, 36 francs. 175 volumes, 1831 a ce jour. Kecueilde
memo:res et documents relatifs a 1'art des cot structions et au senate de
1'ingenieur. Une partie bibliographique et un compte, rendu par nature des
questions traitees dans les differents periodiques techniques franqais et
retangrrs sont annexes a ces annaes.
Annales des Travaux Publics de Belgique. Bruxelles, Goemaere Editeur,
21 rue de la Limite. Depot pour la France chez Dunod et Pinat, 49
quai des Grands Augustins. (Paraissant tous les deux mois). Abonne-
ments, etranger, 18 fr. 50. 66eme annee, 1843 a ce jour. Organe official
de 1'Administration des Ponts et Chaussees de Belgique, de la Societe
Beige des Ingenieurs et des Industriels, de 1' Association Internationale
Permanente des Congres de Navigation. Cette publication tres importante
renferme des memoires techniques sur un grand nombre de questions
principalement sur les travaux publics et les constructions civiles et publie
en outre, en les classant par pays, les faits interessants qui se produisent
dans chacun d'eux. La plupart des articles de cette chronique sont de
9
248 REINFORCED CONCRETE IN EUROPE
veritadles memoires. Bgalernent dans cette publication une partie re'serve'e
a la bibliographic.
Revue des Materiaux de Construction et de Travaux Publics. 148 boule-
vard Magenta, Paris. (Mensuelle). Abonnements, 1 an, France, 20 fr.,
etranger, 25 francs. Tomes I a III, 1905 ace jour. Cette revue qui e
1'organe officiel du syndicat general des ceramistes et des materiaux de
construction traite plus specialement de la fabrication et des applications
di'verses des differents materiaux employes dans les construction de
toutes sortes.
Ciment, Chaux, Platre. 64 rue de la Chaussee d'Antin (bi-mensue),
illustre). Abonnements, France, 10 fr., Union postale, 12 francs. (Ce doit
etre la premiere annee).
La Construction Moderne. 13 rue Bonaparte, Paris. (Hebdomadaire).
Abonnements, France, 30 fr., etranger, 35 fr. Tomes I a XXIII, 1885 a
ce jour. Art. Theorie appliquee, pratique. Traite presque exclusivement
des questions d'architecture avec planches detaillees et plans d'ensemble,
1'emploi du ciment arme dans 1'architecture est assez frequemment traite
dans cette publication.
Journal Technique et Industriel. 9 rue Laffitte, Paris (bi-mensuel, illus-
tre). Abonnements, France, 20 fr., Union postale, 24 francs. Tomes I
a IV, 1903 a ce jour. Redige par un comite ingenieurs et d'ecrivians
scientifiques, traite des questions se rapportant au Genie Civil. Parmi
celles traitees il y a lieu de citer les travaux publics, les constructions
civiles, metalliques, Farchitecture, etc. Des informations diverses et
nne chronique scientifique sont inserees dans ce journal.
Le Genie Civil. 6 Chaussee d'Antin, Paris (hebdomadaire illustre).
Abonnements, France, 36 francs, etranger, 45 francs. Tomes I a LIU,
1880 a ce jour. Revue generate des industries franchises et etrangeres. Les
questions principales qui sont traitees sont les suivantes : travaux publics,
agriculture, architecture, hygiene, econome, politique, sciences, arts, etc.
Un compte-rendu sommaire des seances des societes savantes et indus-
trielles, ainsi qu'une partie bibliographique sont annexes a ce periodique.
Bulletin de la Societe d'Encouragement Pour PIndustrie Nationale.
(Mensuel). 44 rue de Rennes, Paris. Abonnements, France et Union
postale, 63 francs. Tonics I a CX. 1801 a ce jour. Organe de la Societe
d'Encouragement pour 1'Industrie Nationale, public sous la Direction des
Secretaires de la Societe. Renferme les proces-verbaux des seances de la
Societe et les memoires in-extenso publics apres le rapport des differences
sections auxquelles chacun d'eux se rappo.rte. Le nombre de ces comites
est de 6.
GERMANY AND AUSTRIA-HUNGARY.
Beton und Eisen. An International Journal for Concrete and Rein-
forced Concrete construction. Edited by Dr. F. v. Emperger at Vienna
and published monthly by Wilhelm Ernst & Sohn, 90 Wilhelmstrasse,
Berlin, W. Subscription, 20 marks per annum. Vol. I- VII, 1902-1908.
APPENDIX NO. 4 249
Zement und Beton. An illustrated Journal for Cement and Concrete
Construction. Published bi-monthly at No. 4 Dreysestrasse, Berlin, N. W.
21. Subscription, 12 marks per annum. Vol. I-VII, 1902-1908.
Tonindustrie Zeitung. Devoted to the interests of Cement, Concrete, etc.
Published tri-weekly by the Seger & Cremer's Chemische Laboratorium f iir
Tonindustrie und Tonindustrie Zeitung at 4 Dreysestrasse, Berlin, N. W.
21. Subscription, 20 marks per annum. Vol. of 1908 is No. 32.
Beton Zeitung. An Illustrated Journal for the Concrete, Decoration
Stone and Cement Industries. The organ for the German Decorative Stone
and Concrete Society inc. (Halle a. S.) Published bi-monthly at Halle
an der Saale. Subscription, 14 marks per annum. Vol. for 1908 is
No. i.
The Following Journals Frequently Publish Important
Articles on Reinforced Concrete :
Annalen fiir Gewetbe und Bauwesen. Edited by F. C. Glaser, civil en-
gineer and patent attorney. Published bi-monthly at 80 Lindenstr., Berlin,
S. W. Subscription, 24 marks per annum. Vol. for 1908 is No. 62.
Baugewerbe, Das. Organ fiir die wirtschaftlichen Interessen der Bauge-
werbe von Becher. Published weekly by "Das Baugewerbe" G. m. b. H.,
Berlin. Subscription, 6 marks per annum.
Baugewerkszeitung. Published at Berlin by v. Felisch. Vol. of 1908 is
No. 104. Subscription, 12 marks per annum.
Bauhiitte, Deutsche. Zeitschrif t . fiir alle Zweige der Baukunst. Pub-
lished by C. R. Vincentz, Hannover. Volume for 1908 is No. 52.
Bauindustrie Zeitung, Wiener. Published by Volkswirtsch. Verlag, A..
Dorn, Wien. Published weekly. Subscription, 28.60 marks per annum.
Bauingenieur Zeitung. . . Published bi-monthly by "Das Baugewerbe" G
m. b. H., Berlin. Subscription, 8 marks per annum.
Baumaterialienmarkt. Published weekly by Richard Mockel, Leipzig.
Subscription, 6 marks per annum.
Baumeister, Der. A monthly journal on architecture construction. Pub-
lished by Die Schriftleitung (Der Baumeister). Steglirzerstr. 53, Berlin,
W. 35. Subscription, 24 marks per annum. Volume for 1908 is No. 6.
Fiir Bauplatz und Werkstatt. Mitteilungen der Beratungsstelle fiir
das Baugewerbe. 2 Hefte. Published by Carl Griininger, Stuttgart. Sub-
scription, 3.50 per annum.
Baupolizeiliche Mitteilungen. Prints the new rules or ordinances issued
by the cities of Germany in reference to building construction. Published
monthly by W. Ernst & Sohn, Berlin. Subscription, 8 marks per annum.
Vol. i-V, 1904-1908.
Bauzeitung, Deutsche. Journal of the Union of German Architectural
Engineering Societies. Published bi-weekly at 105 Koniggratzerstrasse,
250 REINFORCED CONCRETE IN EUROPE
Berlin, S. W. u. Subscription, 24 marks per annum. Volume of 1908
is No. 42.
Bauzeitung, Siiddeutsche. Journal for most of the principal architectural
and engineering societies of South Germany. Published bi-weekly at
Munich, 18 Paul Heysestrasse. Subscription, 20 marks per annum. Volume
of 1908 is No. 18.
Bauzeitung fnr Wiirttemberg, Baden, Hessen, Elsass-Lothringen. . Wochen-
schrift f. Architektnr, Baugewerbe and Ingenieurwesen. Published bv
Deutsche Verlagsanstalt, Stuttgart. Published weekly. Subscription,
8 marks per annum.
Berliner Architecture elt. Illustrated journal on the building art. Pub-
lished monthly, by Ernst Wasmuth A .G., 35 Markgrafenstr., Berlin, W. 8.
Subscription, 24 marks per annum. Volume for 1908 is No. n.
Stahl und Eisen. Zeitschrift fiir Verein deutscher Eisenhiittenleute
Diisseldorf.
Zeitschrift fiir Das Baugewerbe. Journal for building construction.
Published bi-monthly by Carl Marhold, Halle a. d. Saale. Subscription,
10 marks per annum. Volume for 1908 is 52.
Zeitschrift, Bautechnische. Published weekly by G. D. W. Callwey,
Miinchen. Edited by Dr. W. Bode. Subscription, 9.60 marks per annum.
Zeitschrift Zivilingenieur. Dresden.
Zentralblatt fiir das deutsche Baugewerbe. Published weekly at Berlin.
S. W. ii. Subscription, 9 marks per annum.
Zentralblatt der Bauverwaltung. • Herausgegeben im Ministerium dcr
offentlichen Arbeiten. Published bi-weekly by Wilhelm Ernst & Sohn,
Berlin, W. 66 Wilhelmstr. Subscription, 17.20 marks per annum. Volume
for 1908 is No. 43, XXVII Jahrgang.
Zeitschrift fiir Architectur & Ingenieurwesen. Published by the presi-
dent of the Architectural & Engineers' Society of Hannover. Published
in 6 parts yearly by the Society at Hannover. Subscription, 22.60 marks
per annum. Volume for 1908 is 53.
Zeitschrift fiir Bauwesen. Published by Ministerium der OfTejitlichen
Arbeiten. Usually monthly by Wilhelm Ernst & Sohn at 90 Wilhemstr..
Berlin. Subscription, 36 marks per annum. Volume of 1908 is No, 58.
Zeitschrift des Oesterreichischen Ingenieur- & Architecten- Vereins.
Journal of the Austrian Society of Engineers & Architects. Published
weekly at I. Eschenbachgasse, Wien. Subscription, krs. 34 per annum.
Volume for 1908 is 60.
Zeitschrift des Vereins Deutscher Eisenbahnverwaltungen. Journal of
the Society of German Railway Directors. Published bi-weekly at 28
Kothenerstrasse. Berlin, W. 9. Subscription, 22 marks per annum. Volume
for 1908 is 48.
APPENDIX NO. 4 251
Zeitschrift des Vereins Deutscher Ingenieure. Transactions of the Ger-
man Society of Engineers. Published weekly at 43 Charlottenstrasse,
Berlin, X. \Y. Subscription, 40 marks per annum. Volume for 1908 is 52.
Zentralblatt der Bauverwaltung. Published bi-weekly by "Ministerium
der OdflFenlichen Arbeiten" by Wilhelm Ernst & Sohn at Wilkelmstr. ,
Berlin. Subscription, 23.20 marks per annum. Volume for 1908 is No. 28.
Bericht tiber die Jahresversammlung des Deutchen Beton Vereins (e.V.)
Riebrich am Rhein.
Journals or Annuals of Technical Societies, Associations or
Testing Stations, in which Reinforced Concrete is Treated.
GERMANY AND AUSTRIA-HUNGARY.
Allgemeine Ing^enieur Zeitung, Organ des allgemeinen Ingenieur-
Vereins v. Loos. Published bi-monthly by Schumann & Wentzel, Wien.
Allegemeine Bauzeitung. Oesterreichische Vierteljahresschrift fiir den
offentlichen Baudienst. Herausgegeben vom k. k. Ministerien des Innern,
der Finanzen, etc. 72 Jahrg. 1907, 4 Hefte. Wien, Druckerei- & Verlags-
Aktiengesellschaft vormals R. v. Waldheim. Subscription, 20 marks per
annum.
Baumaterialienkunde. The official organ of the International Associa-
tion for Testing Materials. Published bi-monthly at Stuttgart by Prof.
Herm. Giessler. Vol. 1-12. Publication stopped in 1907.
Mitteilungen aus dem Koniglichen Materialpriifungsamt. Journal of the
Royal Prussian Commission for Testing Materials. Published 6-8 parts
yearly by "der koniglichen Aufsichts-Commission," Berlin. Subscription,
12 marks per annum. Volume for 1908 is 26.
Oesterreichische Wochenschrift fur den Offentlichen Baudienst. Amtliches
Fachblatt herausgeg. v. d. Ministerien des Innern, der Finanzen, Handels.
Eisenbahn- & Ackerbaues. 13 Jahrg. 1907. 42 Hefte. Wien, Druckerei- &
Verlags- Aktienges. vorm. R. v. Waldheim. Subscription, 18 marks per
annum.
Wochenschrift des Architekten Vereins zu Berlin. Published weekly by
C. Heymanns Verlag, Berlin, W. 8. Subscription, 8 marks per annum.
Jahrliche Ausgaben.
Beton Taschenbuch for 1909, I & II. Published by Tonindustrie-Zeitung
G. m. b. H., 4 Dreysestrasse, Berlin, N. W. 21. Price complete, M.2.oo.
• Tonindustrie Kalender for 1909, Parts I, II & III. Published by Tonin-
dustrie-Zeitung G. m. b. H., 4 Dreysestrasse, Berlin, N. W. 21. Price
complete, M.I.SO.
Beton Kalender for 1909. Taschenbuch fur Beton & Eisenbetonbau sowie
die verwandten Facher. (Pocket book for cement, reinforced concrete
252 REINFORCED CONCRETE IN EUROPE
and the allied industries. Parts I & II). Edited by "Bet on & Eisen" '
with the assistance of prominent authorities on these subjects. Published
by Wilhelm Ernst & Sohn, 90 Wilhelmstrasse, Berlin, W. 66. Price
complete, M.4.oo.
Oesterreichischer Ingenieur & Architekten Kalender. Druckerei & Ver-
lagsaktiengesellschaft vorm. R. v. Waldheim.
Jahrliche Protokolle des Vereins Deutscher Portland zementfabrikanten,
1881-1907. Each, M.3.00.
Jahrliche Berichte Des Beton Vereins. Each M.S.OO.
SWITZERLAND.
Schweizerische Bauzeitung. Journal of the Swiss Society of Engi-
neers and Architects. Published weekly. 5 Dianastr., Zurich II. Sub-
scription,^ francs per annum. Volume for 1908 is 51.
HOLLAND AND DENMARK.
De Ingenieur (Hague). Tijschrift van het koninklijk Instituut van In-
genieurs, (Hague).
Ingenioren. ( Copenhagen ) .
ITALY AND SPAIN.
II Cemento. G. Morbelli, Via Colli 19, Turin.
El Cemento Armado. R. M. Unciti, Madrid.
El Hormigon Armado. Sestao, Bilbao.
Annali della Societa degli ingegneri e degli architetti italiani.
Giornale del Genio Civile.
INDEX.
Abrasion, resistance to 4> IO
Accidents, causes of 5. l6
Ackermann System "9
Adamant System 1 19
Adhesion Z7'
Aerolith System 1 19
Agencies, foreign of U. S.
Systems 23, 35
Aggregates, of concrete 77
Allgemeiner Ingenieur Verein 218
Alphabetical List of Systems.. 25, ii)
Ambrosius System 119
American books 221
journals 243
periodicals 243
Anstalt zur Prufung von Bau-
materialien am Schweizer-
ischen Polytechnikum 219
Applications, of reinforced
concrete l
Architekten Verein Berlin 211
Ashes 79
Associations, list of foreign.. 112-116,
182-220
Association Italienne pour
1'Etude des Materiaux de
Construction 219
Association of ^Portland Ce-
ment Mfgrs., Ltd 19*
Ast-Mollins System 1 19
Atmospheric changes, resist-
ance to 4. r>
Austrian. Associations and
Govt. Testing Stations 115,218
books 234
cement specifications 74, 149
contracting engineers 64
journals 248
periodicals 248
reinforced concrete specifi-
cations 87
Baron-Luliung System 119
Bars, deformed 37, 38
forms of 37
reinforcing 37
spacing 37
Bayer System .......... . ---- 1 19
Becher System .............. 120
Belgium Cement ............ 72
Bending moments ........... 91* IO3
Beny System ................ 120
Bianchi System ............. 1 2'->
Bibliography, including Books.
Journals and Periodicals 117, 221-252
Blount's (Bertram) Labora-
tory ...................... i9<>
Blowing Test of Cement ..... 180
Bonding, mechanical ......... 37
Bonna System .............. 120
books, see Bibliography
Bordenave System ........... 121
Boussiron et Garric System... 121
Bramigk System ............. 121
Breeze, coke ................ 79
British System .............. 121
British Engineering Standards
Committee on Cement Speci-
fications .................. 190, 205
on Structural Steel ...... 190, 207
British tire Prevention Com-
mittee's standards of fire
resistance .................
tests on reinforced con-
crete ................. i9o, 200
British Govt. Department's
official endorsement of rein-
forced concrete ........... 190,199
British Local Govt. Board's
Rules .................... 190, 202
British Municipal Building
Laws ..................... '90, 203
Bruckner System ............
Bruno System ...............
Bulla System ...............
Burstall & Monkhouse's Labo-
ratory ....................
Cement
Austrian specifications ... 74, M9
Belgium > 2
English specifications ... 71. 148
Foreign specifications, gen-
eral 7i, M*
French specifications .... 7 -, M9
I22
254
INDEX
Cement — (continued).
German specifications .... 73, 149
International specifications 74, 149
"Natural" 72
Requirements of foreign
specifications as to blow-
ing test 1 80
chemical composition .. 152
compressive strength . . 178
coolness 181
fineness 150
distortion in cold and
hot water 158
mode of gauging 165
neat test 169
sand test 173
setting time 159
soundness or constancy
of volume 156
specific gravity 154
weight 1 55
Russian specifications .... 74, 149
Swiss specifications 74, 149
Cement Users' Testing Asso.
laboratory 190
Chain Concrete System 122
Chairs, spacing 37
Chassin System 122
Chaudy System 122
Chemical composition of ce-
ment 15^
Chemisches L,aboratorium fur
Tonindustrie Verein 214
Chemisch- Technisches Labora-
torium fur hydraulische
Bindmittel 214
Chemisch-Technische Prufung-
stalt 214
Chemisch-Tecr nische \ ersuchs-
station 214
Climatic conditions, resistance
to 6
Cips 37
Coal, slack 79
Coignet System 123
Coke breeze 79
Commission des Methods
d'Essai des Materiaux de
Construction 207, 209
Commission du Ciment Arme..2O7, 208
Commissions, international
Committees, list of foreign
Compressive strength of
ment ,
112-
182
112-
182
1 16,
-220
1 1 6,
-220
I78
182
112-116,
182-220
123
Concrete
Coefficient of expansion of 8
foreign specifications, gen-
eral .................. 76
Requirements of foreign
specifications as to ag-
gregates ............ 7?
mixing ............... 83
placing ............... 84
proportions of the in-
gredients ........... Ho
sand ................. 77
water ................ 79
Concrete Institute of threat
Britain ................... 190, 198
Congres International des
Methodes d'Essai des Ma-
teriaux de Construction
Congresses, list of foreign
Considere System
Constancy of volume of ce-
ment ..................... 156
Coolness of Cement ......... 181
Corradini System ............ 123
Corrosion, resistance ot em-
bedded steel to ............ 4» T2
Cost of erection in reinforced
concrete .................
Cottancin System ........... 124
Coularou System ........... 124
Cracoacu System ............ 124
Cruciform System ........... 124
Cubitt & Co.'s (Wm.) Labora-
tory ...................... *9i
Custodis System ............. 125
Czarnikow System .......... 125
Danish, Societies and Testing
Stations 116, 219
Journals 252
Dawnay System 125
Deformed bars 37. 3^
Degon System 125
Demay System 125
Design, when defective may
cause failure ^8
Deumling System 126
Deutscher Architekten und
Ingenieur Verein 211
Deutscher Beton Verein E- V. 211
Deutscher Beton Verein in ver-
bindung mit dem Deutschen
Architekten und Ingenieur
Verein 211
INDEX
255
Deutscher Verein fiir Ton-,
Zement und Kalkindustrie E.
V 210
Dietrichkeit System 126
Distortion of cement in cold
and hot water 158
Donatli System 1 26
Doucas System 126
Dumas System 1 26
Dunn, Win., see Marsh & Dunn
Dutch Systems 23, 33
Societies and Testing
Stations 116,219
Journals 252
Earle, Ltd.'s (G. & F.) Labo-
ratory IQ>
Earthquakes, resistance to 5,11
Ebert System 126
Economies, of reinforced con-
crete construction 2, 3
Eggert System 127
Emenossenschaftliche Materi-
al prufungsanstalt am
Schweizerischen Polytechni-
kum 219
Ellis System 127
Endurance of reinforced con-
crete 4
English
books 221
cement specifications .... 71, 148
committees and official
Depts 113, 189
foreign systems used in
England 25
journals 242
reinforced concrete speci-
fications 86
systems 22, 25
Erection of reinforced con-
crete 88, 91
Faija & Co.'s (Henry) Labo-
ratory 191
Failures, causes of 5, 16, 17, ->.o
occur during construction 17
not caused 'by inherent
weakness 17
due to careless welding. . 19
' careless workman-
ship 19
" " defective designs. 18
' inequality of in-
gredients 1 8
Failures — (continued).
due to poor timber in
false work 19
" " too early applica-
tion of test load 19
use of sea water 19
use of unsuitable
material 18
False work 90, 97
Fichtner System 127
Fineness of cement 150
Finish of reinforced con-
crete constructions 89, 96
Fire Offices Committee of
London 190, 202
Fire Proof, defunction ot . . . 7
Fire, precautions against .... 88, 94
resistance to 4, 7
resistance, standards of . . ?
resistance, recommenda-
tions of Milan Con-
gress 8
resistance, recommenda-
tions of Joint Commit-
tee 9
''Flusseisen" 62
"Flussstahl" 62
Franke System 127
Fraulob System 128
French books 228
cement specifications . . . 72, 149
commissions and testing
laboratories 114. 207
consulting engineers 56
contractors 56
journals -45
reinforced concrete speci-
fications • 86
steel companies 58
systems 22, 30
G.
Gabellini System 128
Gasterstadt System 128
Gauging, mode of for cement 165
German Commission on rein-
forced concrete appointed
by the Prussian Ministry of
Public Works 213
German
Associations H4» 210
books 234
cement specifications .... 73, 149
constructors 62
journals 248
reinforced concrete speci-
fications 87
256
INDEX
German — (continued).
steel specifications 60
Systems 22, ?.?
Testing Stations 114, 210
Grenoble, water pipes, resis-
tance to corrosion 16
Grossherzogliche chem i s c h-
Technische Prufungsanstalt. 213
Guillement System 128
H
Haberstroh, ±i., opinion as to
steel 61
Habrich System 128
Harel de le Noe System 128
Helm System 128
Hennebique System 128
Herbst System 123
Herzogliche Technische Hoch-
schule 213
Hodkin-Jones System 129
Holland, see Dutch System,
Societies, etc.
Holzer System 130
Homan System 130
Hugnet system 130
Hungarian
consulting and contract-
ing engineers 65
societies and testing sta-
tions 1 1 6, 219
Systems 23, 32
Hungarian Society of Engi-
neers and Architects 219
Improved Construction System 130
Ingredients, inequality in may
cause failures 18
of concrete 80
Institutions, list of foreign.. 112-116,
182-200
Institution of Civil Engineers. 190, 199
International, Asso. for Test-
ing Materials 182, 183
cement specifications 74, 149
commissions 113, 182
commission on cement ...182, 183
commission on reinforced
concrete 182, 185
Congresses of Architects
of 1906 and 1908 182, 195
Fire Service Congress of
1906 182, 189
Fire Service Congress of
1906 recommendations of 8
Railway Congress ot 1905.182, 195
International — (continued).
reinforced concrete specifi-
cations 87
Iron, wrought, use of 46
Italian
consulting and contract-
ing engineers 70
journals 252
Societies and Testing Sta-
tions 1 1 6, 219
Systems 23, 3*
Janesch, R., opinion of on
form of bars 41
Johnson's Wire Lattice Sys-
tem 130
Joint Committee on Reinforced
Concrete ..., 9, 189, 191
Journals, see Bibliography.
K
Kemnitz System 130
Kersten, C., opinion of as to
steel 61
Kiefer System 131
Kingston (Jamaica) Earth-
quake 10
Kirkaldy Testing and Experi-
menting Works 190
Kisse System 131
Klein System 131
Jvleine System 131
Klett System 131
Knauer System 132
Koenen System 132
Kohlmetz System 132
Kohlmorgan, opinion of on
form of bars 41
Koniglich Sachsische Tech-
nische Hochschule 212
Koniglich Technische Hoch-
schule 212
K6niglich.es Material-Prufungs-
amt der Koniglich Tech-
nischen Hochschule 212
Kossalka System 132
Kosten System 132
Kovacs & Reszo System 132
Krauss System 133
Kuhlmeyer System 133
Laboratoire de Le Champre-
don 208
Laboratoire du Conservative
National des Arts et Metiers 208
INDEX
257
Laboratoire de 1'Ecole des
Fonts et Chaussees 207
Laboratoire d'Etudes et d'Es-
sais des Materiaux de Con-
struction 220
Laboratoire des Fonts et
Chaussees 208
Laboratoire Municipale d'Es-
sais des Materiaux 208
Laboratorium fur aile Chem-
ischen und Technischen Un-
tersuchungen von Hydrau-
lischen Bindemitteln 214
Laboratorium des Vereins
Deutscher Portland-Zement
Frabrikanten 214
Lang System 133
Lanzoni System 133
Lefort System 133
Leschinsky System 133
LiHenthal System 134
Lindsay System 134
Loads 91, 101
Loads, dead 91
Locher System 1 34
Lolat System 134
Luipold System i3S
Lund System 1 35
M
Maciachini System 135
deMan System 135
Manke System 135
Mannstaedt System 136
Marsh, Chas. F.
opinion on mechanical
bonding and forms of
bars 39, Si
opinion as to steel used . . 49
Marsh and Dunn, "Reinforc-
ed Concrete" and "Manual,"
quotations in reference to
cement specifications 72
corrosion 13
ingredients 82
mixing 84
reinforced concrete speci-
fications. .92, 95, 96, 97,
....98, 102, 103, 106, 108, no
Material-priifungsanstalt der
Koniglich Technischen rioch-
schule 212
Materials, use of unsuitable,
may cause failure 18
Matrai System 136
Mechanical bonding 37
Mechanische Versuchsanstalt
der Kaiserlich Koniglichen
Technischen Hochschule ... 218
Meik, C. S., discussion on
corrosion 15
opinion on form 01 bars 40
Melan System 136
Melankovitch System 136
Metal Ladder Tape System . . 136
Metal used
American practice 43
in Austria 63
in England 47
foreign practice, general.. 44
foreign specifications, rec-
ommendations and opin-
ions 43
in France 54
in Germany 59
in Hungary 65
importance of 45
International recommen-
dations 47
in Italy 69
in Switzerland 67
Ministere des Travaux pub-
lics, Direction de la Navi-
gation 207, 210
Mixing of Concrete 83
Mollaret et Cuynat System .. 137
Moller System 136
Monier System 137
Aiuller System *37
de Muralt System 138
N
Natural Cement 72
National Physical Laboratory"
experiments on corrosion .. 15
Neat test of cement 169
Neville System 138
Nivet System 138
Odorico System
Oesterreicher Ingenieur und
Architekten Verein
Oesterreichischer Beton Han-
dels-V erein
Opelt and Hennersdorr System
Patentability of Systems . . .
Parmley System
Parin de Laf arge System . . .
Perfector System
Periodicals, see Bibliography
218
219
138
24
138
138
139
258
INDEX
Perrand System 139
Physical properties of steel,
see "Steel" and "Metal"
Picq System 139
Piketty System 139
Pinkemeyer System 139
Pipes at Grenoble, France,
resistance to corrosion 1 6
Placing of concrete 84
Pohlmann System 140
Portland Cement, see Cement
Portland Cement, Bogus 72
Potsch System 139
Potter System 14^
Pratt System 140
Proefstation voor Bouwmate-
rialien en Bureau voor
Chemisch Onderzoek Koning
Bienfait 220
Prufungsanstalt fur Bauma-
terialien an der Konigl-Bau--
gewerkschule 213
Prufungsanstalt fur Bauma-
terialien der Konigl-Tech-
nischen Mochschule 220
Prufungsanstalt fur Bauma-
terialien an der Stadtgewer-
beschule 218
Prufungsanstalt fur Bauma-
terialien an der Technischen
Staatslehranstalten 213
R
Rabbitz System 141
Ramisch System 141
Regulations, general for rein-
forced concrete construc-
tion 91, no
Reinforced Concrete
Austrian specifications ... 87
Knglish specifications ... 86
Foreign specifications (gen-
eral) 86
French specifications 36
German specifications .... 87
International specifications 87
Swiss specifications 87
Requirements of foreign
specifications as to al-
lowable working stress. . 91, 105
bending moments 91, 103
erection 88, 91
false work 90, 97
general regulations .... 91, no
loading 91, 101
precautions against fire 88, 94
rules for calculation... 91, 108
Reinforced Concrete — (continued).
striking centers 90, 98
surface finish 89, 96
testing 90, 99
water proofing
Reinforcing bars
Resistance of reinforced con-
crete construction to
abrasion
atmospheric changes
corrosion
earthquakes
fire
sea water
shock
89, 95
37
4, to
4, 6
4, 12
4, n
4, 7
4, 10
4, ii
vibration 4, 10
Ribera System 141
Ridley-Cammell System 141
Rossi System 141
Royal Inst. of British Archi-
tects, Secy's letter on cor-
rosion 12
Rules for calculation 91, 108
Russian Cement Specifications 74, 149
Sachse System
Sand for concrete
Sand test of cement
Sanders System
San Francisco earthquake ....
Schliiter System
Schnell System
Schule, F., opinion on forms
of bars
information as to steel
used
Schweizerischer Ingenieur- und
Architekten Verein
Schweitzer System
Sea Water, resistance to ....
vise of in mixing may
cause failure
Setting Time of Cement
Shear, horizontal
"Shingle" defined
Shock, resistance to
Siegwart System
Skeleton System
Slack, coal
Slag
Smidth & Co.'s (F. L.) Tech.
Bureau
Sohnius System
Somerville System
Soundness or Constancy of
Volume
142
77
173
142
n
142
142
68
219
142
4, 10
19
159
37
7*
5. ii
142
142
79
79
220
142
156
INDEX
259
Spacing Bars 37
Spacing Chairs 37
Spanish journals 252
societies and testing sta-
tions 116, 219
Special Commission on Con-
crete Aggregates 190, 193
Specific Gravity of Cement .. 154
.specifications, see Cement,
Concrete, Reinforced Con-
crete, Steel
Stadtische Material Priifungs-
station 218
"Stahl" 62
Stanger's (Harry) Laboratory -191
Stapf System 143
Steel
amount of protection neces-
sary to resist fire .... 8, 9
coefficient of expansion . . 8
effect of fire on unpro-
tected steel 8
for reinforcement
American practice 43
used in Austria 63
used in England 47
foreign practice, general 44.
used in France 54
used in Germany 59
used in Hungary 65
International recommen-
dations 47
used in Italy 69
used in Switzerland ... 67
resistance to corrosion
when embedded 4, 12
Stirrups 37
Stolte System 143
Straps 37
Strauss & Ruff System 143
Stresses, allowable working .. 91, 105
Striking centers, of falsework 90, 98
Surface finish of reinforced
concrete 89, 96
Swiss
books 234
cement specifications 74, *49
consulting and contract-
ing engineers 68
journals 252
reinforced concrete speci-
fications 87
societies and federal test-
ing stations H5» 219
Systems 23, 32
Systems
alphabetical list of 25, 119
Austrian 23, 31
discussion of by countries
in which they originated 24
Dutch 23, 33
English 22, 25
Foreign Agencies of
American 23, 35
Foreign 22, 24
French 22, 30
German 22, 27
Hungarian 23, 32
Italian 23, 31
Other Continental Coun-
tries 23, 33
of doubtful origin 23, 34
patentability of 24
Swiss 23, 32
T
Tensile Strength of Cement,
see Neat Test and Sand Test
Tensile Strength of Steel, see
Steel
Test Load, too early applica-
tion of test load may cause
failures 19
lesting Stations, list o>.
Foreign 112-116, 182-220
Testing of Reinforced Con-
crete 90, 99
Thompson, J. Hanny, discus-
sion on corrosion 14
Thurl System 143
Timber, use of poor timber in
false work may cause
failures 19
u
U. K. System
144
de Valliere System 144
Verband der Massivbau- und
Deckenindustrie 212
Yerein Deutscher Eisenhutten-
leute 211
Yerein Deutscher Ingenieure.. 211
Yerein Deutscher Portland Ze-
ment Faorikanten, E. V. . . 211
Versuchsanstalt fur Bau- und
Maschinenmaterial des K. K.
Technischen Gewerbe-Mu-
seums 219
Vibration, resistance /to 4, to
Viennot System 144
Yisintini System 144
260
INDEX
W
Walser-Gerard System 144
Water Pipes at Grenoble,
France, resistance to cor-
rosion 1 6
Water-proofing of Reinforced
Concrete 89, 95
Water used in mixing Concrete 79
Wayss System 145
Weight of Cement 155
Welding, careless welding may
cause Failures 19
Wells System 145
Weyhe System 145
Wilkinson System
Williams System
Wissel System
Wolle System
Working Stresses, allowable. .
Workmanship, careless work-
manship may cause Failures
Wrought Iron, use of
Wiinsch Svstem .
Ziegler System
Zimmer System
Zollner System
145
146
146
146
105
19
46
146
147
147
SCIENTIFIC BOOKS
— PUBLISHED BY —
The Chemical Publishing Company, Easton, Pa.
BENEDICT— Elementary Organic Analysis. Small 8vo. Pages
VI + 82. 15 Illustrations $1.00
SERGEY— Handbook of Piactical Hygiene. Small 8vo. Pages
164 $1.50
BUTZ — The Practical Methods of Determining Molecular
Weights. (Translated by Jones). Small 8vo. Pages VIII
+ 245. 44 Illustrations $2.00
BOLTON — History of the Thermometer. I2mo. Pages 96. 6
Illustrations $1.00
EMEEY— Elementary Chemistry. Pages XIV + 666. 191 Illus-
trations $i-5O
ENGELHARDT— The Electrolysis of Water. 8vo. Pages X+
140. 90 Illustrations $1.25
GILMAN — A Laboratory Outline for Determinations in Quantita-
tive Chemical Analysis. Pages 88 $0.90
HANTZSCH— Elements of Stereochemistry. (Translated by
Wolf). I2mo. Pages VIII + 206. 26 Figures $1.50
HARDY — Infinitesimals and Limits. Small I2mo. Paper. Pages
22. 6 Figures $0.20
HARDY— Elements of Analytical Geometry. 8vo. Pages IV +
365. 163 Figures $2.00
HART — Chemistry for Beginners. (Small I2mo.) Vol. I. Inor-
ganic. Pages VIII + 188. 55 Illustrations, 2 Plates.. .$1.00
HART — Chemistry for Beginners. (Small I2mo.) Vol II. Pages
IV + 98. ii Illustrations $0.50
HART — Chemistry for Beginners. (Small I2mo.) Vol. III. Ex-
periments. Separately. Pages 60 $0.25
HART— Second Year Chemistry. Small I2mo. Pages 165. 31
Illustrations $1.25
HEESS— Practical Methods for the Iron and Steel Works Chemist
Pages 60 $1.00
HOWE — Inorganic Chemistry for Schools and Colleges. 8vo.
Pages VIII + 422 $3.00
JONES — The Freezing Point, Boiling Point and Conductivity
Methods. i2mo. Pages VII + 64. 14 Illustrations $0.75
LANDOLT — The Optical Rotating Power of Organic Substances
and Its. Practical Applications. 8vo. Pages XXI -f 751. 83
Illustrations <$7-5o
LEA VENWORTH— Inorganic Qualitative Chemical Analysis. 8vo.
Pages VI + 153 $1.50
LE BLANC — The Production of Chromium and Its Compounds by
the Aid of the Electric Current. 8vo. Pages 122 $1.25
MASON — Notes on Qualitative Analysis. Small I2mo. Pages 56.
$0.80
MEADE— Portland Cement. 2nd Edition. 8vo. Pages VIII -f
385. loo Illustrations $3.50
MOISSAN— The Electric Furnace. 8vo. Pages 10 + 305. 41
Illustrations $2.50
NISSENSON— The Arrangement of Electrolytic Laboratories. 8vo.
Pages 81. 52 Illustrations $1.25
NOYES — Organic Chemistry for the Laboratory. Small I2mo.
Pages XII + 257. 22 Illustrations $1.50
NOYES AND MULLIKEN— Laboratory Experiments on Class Re-
actions and Identification of Organic Substances. 8vo.
Pages 81 .$0.50
PARSONS— The Chemistry and Literature of Beryllium. 8vo.
Pages VI + 1 80 $2.00
PFANHAUSER — Production of Metallic Objects Electrolytically.
8vo. Pages 162. 100 Illustrations $i-25
PHILLIPS— Methods for the Analysis of Ores, Pig Iron and Steel.
2nd Edition. 8vo. Pages VIII+I7O. 3 Illustrations... $1.00
SEGER — Collected Writings of Herman August Seger. Papers
on Manufacture of Pottery. 2 Vols. Large 8vo
$7.50 a vol. or $15.00 a set
STILLMAN— Engineering Chemistry, jrd Edition. 8vo. Pages
XX + 579. 139 Illustrations $4-5°
TOWER — The Conductivity of Liquids. 8vo. Pages 82. 20 Il-
lustrations $1.50
VENABLE — The Development of the Periodic Law. Small 121110.
Pages VIII + 321. Illustrated $2.50
VENABLE— The Study of the Atom. I2mo. Pages VI + 290.
$2.00
WILEY— Principles and Practice of Agricultural Chemical An-
alysis. Vol. I. Soils. Pages XII+636. 55 Illustrations. 17
Plates $4-00
WILEY — Principles and Practice of Agricultural Chemical
Analysis. Vol. 2. Fertilizers and Insecticides. Pages 684.
40 Illustrations. 7 Plates $4-5o
WYSOR— Metallurgy, a Condensed Treatise for the use of Col-
lege Students and Any Desiring a General Knowledge of the
Subject. Pages 308. 88 Illustrations $3-OO
UNIVERSITY OF CALIFORNIA LIBRARY
BERKELEY
Return to desk from which borrowed
This book is DUE on the last date stamped below.
DEC 26 1947
UL 19
REC'D 1 D
13APT'57BR BEC.CIB. DEC
REC'D U
LD 21-100m-9,'47(A57028l6)476
.YC 13602
193645