AlllDQ

NATL INST OF STANDARDS & TECH R.I.C.

A1 11 00992794

/Abnormal loading on buildings and proar TA435 .U58 V67:ll76 C.I NBg-PUB-C 1876 BUILDING SCIENCE SERIES

Abnormal Loading on Buildings

and Progressive Collapse.

An Annotated Bibliography
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*ATiONAL «U«r.AM

LOlBJkUr

hot OicC

Abnormal Loading on Buildings

and Progressive Collapse.

An Annotated Bibliography

E. V. Leyendecker

Center for Building Technology

Institute for Applied Technology

National Bureau of Standards

Washington, D.C. 20234

J. E. Breen

Department of Civil Engineering

University of Texas at Austin

Austin, Texas 78712

N. F. Somes

Office of the Director

Institute for Applied Technology

National Bureau of Standards

Washington, D.C. 20234

M. Swatta

Bechtel Corporation

San Francisco, California 94105

Sponsored by

Office of Policy Development and Research Department of Housing and Urban Development

Washington, D.C. 20410

U. S. DEPARTMENT OF COMMERCE, Rogers C. B. Morton, Secretory

James A. Baker, III, Under Secretary

Dr. Betsy Ancker-Johnson, Assistaryt Secretary for Science and Technology

NATIONAL BUREAU OF STANDARDS, Ernest Ambler, Acting Director

Issued January 1976
Library of Congress Cataloging in Publication Data

Main entry under title: Abnormal Loading on Buildings and Progressive Collapse. (National Bureau of Standards Building Science Series; 67) Includes Indexes.

Supt. of Docs. No.: C 13.29/2:67

1. Structural Stability—Bibliography. 2. Building Failures

Bibliography. 3. Structural Design—Bibliography. I. Leyendecker,

E. V. II. United States. Dept. of Housing and Urban Development.

Office of Policy Development and Research. III. Series: United

States. National Bureau of Standards. Building Science Series; 67. TA435.U58 No. 67 [Z5853.S86 TA656] 690'.08s [016.691 75-619098

National Bureau of Standards Building Science Series 67

Nat. Bur. Stand. (U.S.), Bldg. Sci. Ser. 67, 60 pages (Jan. 1976) CODEN: BSSNBV

U.S. GOVERNMENT PRINTING OFFICE

WASHINGTON: 1976

For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, D.C. 20402

(Order by SD Catalog No. C13. 29:2/67). Price $1.20 cents. (Add 25 percent additional for other than U.S. mailing) Stock Number 003-003-01468-1
SI Conversion Units

In view of present accepted practice in this technological area, U.S. customary units of meas- urement have been used throughout this report. It should be noted that the U.S. is a signatory to the General Conference on Weights and Measures which gave official status to the metric SI system of units in 1960. Readers interested in making use of the coherent system of SI units will find conversion factors

in ASTM Standard Metric Practice Guide, ASTM Designation E 380-72 (available from American

Society for Testing and Materials, 1916 Race Street, Philadelphia, Pennsylvania 19103). Conversion

factors for units used in this paper are:

Length

1 in = 0.0254* meter

1 ft =0.304S* meter

Area

1 in- = 6.4516* X 10-' meter1 ft^ =9.2903X10-2 meterForce

lib (Ibf) =4.448 newton

1 kip =4448 newton

Pressure, Stress

1 psi = 6895 pascal (N/m-)

1 psf = 47.88 pascal (N/m^)

Moment

1 lbf-ft= 1.3558 newton-meter

Exact value
i

I

i

j

I

i
Contents

Page SI Conversion Units iii Introduction 1 Chronological Bibliography, 1948 through 1973 3 Author Index 51 Subject Index 53

V

Abnormal Loading on Buildings and Progressive

Collapse. An Annotated Bibliography

Edgar V. Leyendecker, John E. Breen,* Norman F. Somes,

and M. Swatta **

This bibliography on the subjects of abnormal loading and progressive collapse is an annotated listing of articles that have appeared in the technical literature from 1948 through 1973. The

entries have been arranged chronologically by year and alphabetically within years. Both subject and author indexes have been included. The references listed have been selected as most rep- resentative of the historical background and best representing the origin and present state-of-theart of current practice without undue repetition of data. References pertaining to characteristics, frequencies, incidents, tests, design procedures, and

regulations for many types of abnormal loadings are included. Among these are various types of accidental impacts, construction loads, explosions, faulty practices, and extreme atmospheric loads. Heavy emphasis was placed on referencing applicable building codes and regulations pertaining

to the subjects of progressive collapse and abnormal loadings. This bibliography also contains numerous references to contemporary professional opinion as expressed in editorials and discus- sions of the subject and, particularly, on the various regulations proposed. A large number of proposed analysis and design procedures, as well as applicable test results, are referenced. In addition to the general reference material, a careful search was made of the ten most recent

years (1%4-1973) of Engineering News Record to identiy and annotate possible progressive col- lapse examples from building failures reported by that publication.

Key words: Abnormal loading; alternate path; annotated bibliography; bibliography; building

regulations; collapse; failures; progressive collapse; specific resistance.

1. Introduction

There has been growing international concern

that buildings, particularly multistory buildings, may

be subjected to loading conditions not normally con- sidered in design, i.e., abnormal loadings. This con- cern was intensified with the Ronan Point apartment

collapse in London, England, in 1968. In this 22-story

building of precast concrete panel construction, col- lapse was triggered by a gas explosion in the kitchen

of an apartment on the 18th floor. The explosion blew

out an exterior wall panel; the loss of support pro- vided by the panel resulted in a chain reaction of col- lapse to the roof. The collapse also progressed almost

to the groimd as debris from above fell on successive

floors below (see figure 1). This type of chain reac- tion or propagation of failure following damage to a relatively small portion of a structure has been termed

"progressive collapse."

A Commission of Inquiry Report [84] ^ and subse- quent studies of the Ronan Point collapse revealed a number of deficiencies in existing codes and standards, particularly as they applied to multistory construction. In the United Kingdom interim criteria for the appraisal and strengthening of existinir buildins^s and the design of new structures were quicklv implemented. Several other countries in Europe introduced

additional design criteria to deal explicitly with the

risks exposed by the incident.

* Professor of Civil Engineering, The University of Texas at Austin, Austin, Texas.

** Structural Engineer, Bechtel Corporation, San Francisco, California.

This bibliography ^ on the subjects of abnormal

loading and progressive collapse is an annotated list- ing of articles that have appeared in the technical

literature from 1948 through 1973. The references

listed in this bibliography have been selected as most

representative of the historical background and best representing the origin and present state-of-the-art of current practice without undue repetition of data. Since the bibliography is intended as a reference document on the subject of progressive collapse, it was made as complete as possible. The references cover

a broad range of structures, such as apartment build- ings and bridges, both during and after construction. Thus, the reader with a narrow interest, such as completed apartment buildings, will find the literature of

direct interest, while at the same time having available a comprehensive listing of references covering the broad category of progressive collapse. Because the heightened interest in the subjects of abnormal loadings and progressive collapse both

stemmed from the Ronan Point incident, it was impractical to attempt to divide the bibliography into exclusive subsections. Instead, the entries have been

arranged chronologically by year and alphabetically

within years. For the convenience of the user, both

subject and author indexes have been included. The

numbers following the subjects or names in the index

refer to the individual references in the bibliogranhy.

Annotations have been included throughout. Some

have been obtained from such sources as the Ennineering Index, Building Science Abstracts. Applied Mechanics Reviews, and the Geodex Structural Index. Many were prepared by the project staff.

1 Figures in brackets designate literature references listed in the bibliography.

= Research sponsored by the Office of Policy Develoment and Research. Department of Housing and Urban Development. Washington.

D. C. 20410.

1
Figure 1. Ronan Point apartment building after the collapse, with a second identical building in the background.

(Courtesy of London Express News and Feature Services.)

2
Examination of the subject index indicates the far- reaching scope of the bibliography. References per- taining to characteristics, frequencies, incidents, tests, design procedures, and regulations or many types of abnormal loadings are included. Among these are various types of accidental impacts, construction loads,

explosions, faulty practices, and extreme atmospheric

loads. References are multiple listed as appropriate

with particular collapse examples identified by geo- graphical location as well as by type of failure. In addition to the general reference material, a careful search was made of the ten most recent years of Engineering News-Record to identify possible progressive

collapse examples from structural failures reported by

that publication. In keeping with the general nature of

this bibliography, failure of different types of struc- tures is included. These items list many examples of both vertical and horizontal progressive collapse which

have occurred in recent years other than the well- known Ronan Point incident. Also included are a number of examples involving major abnormal loadings

such as large scale gas explosions and formwork fail- ures where progressive collapse might be expected but

did not occur, since this helps focus on the resistance of many conventionally designed and constructed

buildings. For all specific failure examples, an at- tempt was made to classify the failure mode and to identify possible progressive collapses in the subject

index under the heading Failure Modes, Progressive.

Heavy emphasis was placed on referencing appli- cable building codes and regulations pertaining to the subjects of progressive collapse and abnormal loadings. Subject index headings such as Building Code

and Recommendations lead to major regulations issued

to cope with this subject area. Numerous citations are included under the headings Alternate Path and

Specific Resistance, which have come to represent the most general way of codifying requirements for en- suring safety against progressive collapse.

This bibliography contains numerous references to contemporary professional opinion as expressed in editorials and discussions of the subject and, particularly, on the various regulations proposed. A large number

of proposed analysis and design procedures, as well as appplicable test results, are referenced. The general

subject of risk analysis with emphasis on applications

to multistory buildings is included.

2. Chronological Bibliography, 1948

through 1973

1948

1. Baker, J. F., WilUams, E. L., and Lax, D., The

Design of Framed Buildings Against High Explosive Bombs, The Civil Engineer in War, London, Institution of Civil Engineers, Vol. 3, 1948,

pp. 80-112.

The experience of engineers in England dur- ing World War II is documented. It was con- cluded that one of the outstanding facts to come

out of the war was the high resistance of framed

buildings to the effects of high explosives.

1949

2. Thompson, N. F., and Cousins, E. W., Explosion

Tests on Glass Windows. Effect on Glass Break- age of Varying the Rate of Pressure Application,

Journal of the American Ceramic Society, Vol. 32, No. 10, 1949, pp. 313-315.

Tests were made to determine the effectiveness of glass windows in preventing building damage

from , internal explosions involving combustible

dusts or vapors. It was found that the effective strength of glass panes increases in an approximately linear ratio with increased rate of pres- sure appbcation. It was concluded that window

glass is of dubious value for explosion venting

purposes, except possibly for explosions of high

pressure but of very short duration, such as those that might occur if small quantities of high explosive were placed relatively near the windows.

1950

3. Amirikian, A., Design of Protective Structures,

NAVDOCKS P51, Department of the Navy,

Bureau of Yards and Docks, Washington, D.C.,

August 1950.

Protective design is a common problem for military installations as well as for civil and

industrial buildings. This paper presents certain data and design procedures in two parts. The

first part includes declassified experimental data

and a procedure used by the Bureau of Yards

and Docks of the Navy Department in designing

structures to resist conventional weapons of World War II, such as bombs and projectiles.

The second part develops a discussion of atomic

bomb blast and a new concept of structural re- sistance. Based on this concept, an analysis is presented, together with a simplified procedure

for the design of structures to resist atomic

blast.

1951

4. Cousins, E. W., and Cotton, P. E., Design of Closed Vessels to Withstand Internal Explosions,

Chemical Ejigineering, London, Vol. 58, No. 8. August 1951, pp. 133-137.

Tests were conducted with rupture disks to provide data on the effect of disk strength and

vent area on the maximum explosion pressure

of an internal explosion in closed vessels. Variables included vessel size and strength ; mixtures

of hydrogen and air; and mixtures of propane

and air.

3
5. Damage Control in Wartime, Studies in Business

Policy No. 53, National Industrial Conference

Board, September 1951. The results of an extensive study of how

European companies protected personnel and

minimized industrial damage during World War

II are contained in this and the companion re- port. Protecting Personnel in Wartime. It is pointed out that damage can be controlled by

action taken before, during and after at- tack. The principal hazards are blast, splinters,

and fire, and of these, fire is the most destructive. Preparatory measures dealing with these

factors are explained. Contains tables and graphs

which simplify determination of blast pressures

for various sizes and types of bomb explosions

and distances from center of explosion.

1952

6. Nielsen, K., Loads on Reinforced Concrete Floor

Slabs and Their Deformations during Construction, Proceedings N:R 15, Swedish Cement and

Concrete Research Institute at the Royal Insti- tute of Technology, Stockholm, 1952.

This report summarizes analytical and ex- perimental studies of the magnitude of construction loads on reinforced concrete slabs in multi- story apartment buildings. The study indicates

that in typical cases measured loads up to 200

percent of slab dead load were observed while

calculations indicate possible loads up to 250

percent of slab dead weight. The influence of

rate construction, method of slab support, rigidity of formwork and moisture content of form

lumber were studied.

7. Windowless Structures, A Study in Blast-Resistant Design, TM—5—4, Federal Civil Defense Administration, U.S. Government Printing Office, Washington, D.C., June 1952.

This manual is one of a series of publications

dealing with protective construction and pro- vides technical data for architects and engineers interested in designing buildings which will afford protection from atomic blasts. Methods

and procedures for designing windowless struc- tures based on the dynamic properties of load- ing are described. These principles are applicable to windowless portions of conventional

buildings. Principles, methods, and formulas for determining the magnitude, duration, and dis- tribution of atomic blasts loads on windowless

structures are also presented. This publication

is of interest to architects and engineers con- cerned with the design of conventional struc- tures because many such structures can be made

blast-resistant in whole or in part by the addition

of relatively inexpensive design features.

1955

8. Brook, D. H., and Westwater, R., The Use of Explosives for Demolition, Proceedings, Institute of Civil Ejigineers, London, Vol. 4, No. 3, P.

Ill, December 1955, pp. 862-899.

The authors feel that the use of explosives in

civil demolitions involves problems sufficiently different from military demolitions to justify

this paper. After outlining types of commercial

explosives and accessories most suitable for demolition work and dealing with the methods of

initiating them, the paper points out that there are only three ways in which explosives can be

used for demolitions, namely, as lay-on charges,

as concussion charges, and as shot-hole charges.

Each of these ways in which explosives can be

used is considered and examples are given of actual operations.

9. Whitney, C. S., Anderson, B. G., and Cohen, E., Design of Blast Resistant Construction for Atomic Explosions, Journal of the American

Concrete Institute, Vol. 26. No. 7, March 1955,

pp. 589-683.

Methods and principles used in designing the

first full scale blast resistant structures tested

at Eniwetok are presented and the test results are cited in support of the procedures outlined. Ex;onomic and other practical considerations are

discussed. Radiation hazards and methods of dealing with them are described. Appendices are included which give detailed procedures for computing the blast loading, for designing in- dividual structural elements and single and multi- story buildings in both the elastic and plastic

range for this loading, for computing ultimate strength of structural elements and frames under

rapid loading, and for dealing with some special

problems.

1956

10. Granstrom, S. A., Loading Characteristics of Air

Blasts from Detonating Charges, Transactions

of the Royal Institute of Technology, Nr. 100,

Stockholm, Sweden, 1956. The purpose of the report is to clarify the loading effects produced on structures by air blasts from detonating charges. Pressure-time curves are presented to show the effect of a 1 kg

charge of TNT at selected distances.

11. Newmark, N. M., An Bjigineering Approach to Blast Resistant Design, Transactions of the American Society of Civil Engineers, Vol. 121,

1956, pp. 45-64.

The problem of blast-resistant design is ap- proached directly by means of reasonable sim4
plifying assumptions. The resulting design pro- cedure avoids time-consuming and misleading

analysis. The author presents the procedure

and the necessary mathematical relationships

and explains their practical application.

1957

12. Teichmann, G. A., and Westwater, R., Blasting

and Associated Vibrations, Engineering, London, Vol. 183, No. 4753. April 12, 1957, pp. 460-465.

The major differences between blasting vibrations and what might be termed industrial vi- brations is the continuity of the latter over the sudden arrival and dying of the former. The

authors have studied this problem in an en- deavor to clear up some of the misconceptions

relating to blasting vibrations and explain

present-day views and methods applied to counteract problems arising from this cause.

1958

13. Monk, C. B. Jr., Resistance of Structural Clay

Masonry to Dynamic Forces, Research Report No. 7, Structural Clay Products Research Foundation, Geneva, Illinois, November 1958.

This reports the results of the Structural Clay

Products Research Foundation studies of the problems of blast resistant design. Tests to gain some insight on the behavior of clay masonry

subjected to high impulsive forces revealed

that effective designs in clay masonry could be

achieved through the use of reinforced brick

masonry and the arching of unreinforced masonry walls. Included in the report are criteria for blast resistant design, structural theory, and

structural design techniques.

1959

14. Norris, C. H. et al., Structural Design for Dynamic Loads, McGraw-Hill, New York, 1959. To cover the broad field of structural design

for dynamic loading, the book is divided into four parts, covering behavior of materials, analysis of dynamic response, definition of dynamic loads, etc., as well as specific proportioning and dimensioning of structural members as follows

(1) Behavior of Materials under Dynamic

Loading.

(2) Calculation of Response of Structural Systems to Dynamic Loading.

(3) Modern Computational Techniques Applicable to Response Calculations.

(4) Application of Structural Design and

Analysis to Specific Cases Involving Dynamic Loading.

1960

15. Collapse Blamed on Bearing Failure, Engineering

News-Record, Decemher 15, 1960, p. 28. A building collapse near Harrisonburg, Virginia, has been attributed to bearing failures at the beam-column connection. The accident oc- curred as erection crews started on a new bay

adjacent to a 24,000 ft' area that had been

erected. Framing of the one story bays were

prestressed double tees of 50 ft span bearing on the top flange of prestressed I-beams.

16. Legget, R. F., and Schriever. W. R., Realistic Assessment of Loads Acting on Structures with

Particular Reference to Snow and Wind Loads on Buildings, VI Congress of the International

Association of Bridge and Structural Engineers (Preliminary Report), 1960, pp. 85—95.

The paper points out that no structure, no

matter how conservatively designed, provides

for absolute safety, because loads and carry- ing capacities of structures are variables whose

upper and lower limits respectively, cannot be

predicted with certainty but only in terms of probability of failure. Advances in structural design must be accompanied by corresponding

improvement in the knowledge of actual loads on structures. Canadian studies of live loads on buildings, and particularly a countrywide

survey of snow loads on roofs, are described

with relation to their application in the National Building Code of Canada.

1961

17. Design of Structures to Resist Nuclear Weapons

Effects. American Society of Civil Engineers,

Manual of Engineering Practice, No. 42, New

York, 1961.

WTiile this reference principally treats de- sign for nuclear blast, sections on choice of

materials, details, dynamic strength of materials, and dynamic design are generally ap- plicable for any type explosion.

1962

18. Firnkas, S.. Continuity of Prestressed Concrete

Girders Under Ultimate Load Conditions. Prestressed Concrete Institute Journal, Vol. 7, No. 3, June 1962, pp. 45-54.

The paper discusses the possibilities of an

accident-proof continuitv connection of precast/

prestressed concrete beams, and outlines the basic considerations that went into the design

of the connection. In addition, it was indi- cated how a precast concrete structural system

using individual parts and beams designed for simple spans can obtain the additional advantages of a continuous system under ultimate

5
conditions. Furthermore, it is an important

step in preventing accidents and injuries in an

industrial plant with operations that can cause damage to the structure hy unintentional

negligence.

19. McKaig, T. H., Building Failures, Case Studies

in Construction and Design, McGraw-Hill Book

Company, New York, 1962. A review of numerous cases of building fail- ures which have occurred in the United States. Although the book was written well prior to the entry of the term "progressive collapse"

into general engineering vocabulary, several

cases of chain reaction can be seen.

1963

20. Flat-Slab Garage Roof Caves In, Engineering

News-Record, January 3, 1963, p. 16. A three year old concrete roof over an underground garage collapsed in New York City on December 23. The 16 in deep grid flat slab roof supported a 4,500 ft^ landscaped area at street level. According to an official of the New York Department of Buildings, shear caps shown in the design drawings were omitted in construction. The slab apparently failed in diagonal tension at six interior columns with

missing shear caps.

21. Grundy, P., and Kabaila, A., Construction Loads on Slabs with Shored Formwork in Multistory

Buildings, Journal of the American Concrete

Institute, Vol. 60, No. 12, December 1963, pp. 1729-1738.

Construction loads in a concrete structure where upper floors are shored from lower floors may exceed design service loads by an appreciable amount. A method for determining these erection loads is presented for flat slab or flat plate construction. The effect of shoring differ- ent numbers of floors and the effect of construction loads on design are also discussed.

22. Northwood, T. D., Crawford, R., and Edwards,

A. T., Blasting Vibrations and Building Damage, The Engineer, London, Vol. 215, No. S

601, May 1963, pp. 973-978.

Building vibration and building damage re- sulting from blasting operations were studied in a series of experiments on expendable buildings. Sixty charges ranging from 0.3 lb to 1600 lb were set off at distances of 3 ft to 300 ft from the buildings under study. Observations were made of vibration displacement,

velocity, acceleration and strain of the building

structures. The results supported previous conclusions that particle velocity is the most useful indicator of the onset of damage.

23. Shapiro, G. A., and Sokolov, M. E., 0 Procnosti I Deformativnosti Gorizontalnycm Stykov Krupnopanelnych Zanij (On the Strength and Deformability of Horizontal Joints in Large Panel

Walls )

, Beton i Zelezobeton, 6, 1963. Based on test results of a number of typical

wall-floor joint details, design recommendations

are given for determining horizontal joint

strength as a percentage ot wall strength con- sidering important parameters such as the rela- tive strength of the mortar in the joint and the concrete strength of the wall, the width of the wall and the width of beaming of the slabs. The relative thickness of the slabs to be joined

at a joint is also shown to be an important

factor.

1964

24. Cairo Building Collapse Kills 31, Elngineering

News-Record, October 29, 1964, p. 15. The sudden complete collapse of a five-story

bearing wall reinforced concrete apartment

building in Cairo, Egypt took 31 lives. The

owner started with a two-story structure and

progressively added new floors. Overloading of the soil foundation resulting from the continued

addition of new floors allegedly caused the

collapse.

25. Chandler, S. E., Fire Incidents Involving Explosions, Joint Fire Research Organization,

Fire Research Note No. 541, England, March

1964.

This statistical survey pertains to the number

of fixes in which explosions occurred during the years 1961 and 1962. The number of fire in- cidents involving explosions, estimated from 1 in 2 samples of all reports, were 426 in 1961

and 498 in 1972. Of those, the numbers in which water or space heating equipment was

the heat source were 144 in 1961 and 192 in 1962. Space and water heating equipment were

revealed as the main sources of damage. The

principle causes of explosions in 1962 were gas (town) leaks (40 incidents), domestic back

boilers (18 incidents) and foreign matter on

coal fires (17 incidents)

.

26. Feld, J., Lessons from Failures of Concrete Structures, American Concrete Institute Monograph 5 No. 1, ACI/Iowa State University Press, 1964.

j A survey of concrete structure failures re- ported over a 60-year period with selected cases illustrating major factors causing such

failures. Monograph includes a discussion of formwork and construction problems leading

to progressive collapses and has several ex- amples of roof structures which experienced

horizontally propagating progressive collapses.

6
27. Mayes, W. H., and Edge, Jr., P. M., Effects of Sonic Boom and Other Shock Waves on Buildings, Materials Research and Standards, Vol. 4, No. 11, November 1964 pp. 588-593.

This paper discusses the sonic boom damage

problem, summarizes 3000 complaints received

by the Air Force because of military flights,

and describes experiments with a building ex- posed to sonic boom overpressures, acoustic loading from a rocket, and overpressures from

explosive blasts. Complaints from building res- idents suggest that secondary components such

as plaster, masonry, and glass are susceptible

to damage. Building response measurements in- dicate that orJy small loads are felt by the primary structure, and that the response fre- quencies are in a readily observable range. Data show that stresses developed by sonic

boom overpressure are small.

28. Newberry, C. W., Measuring the Sonic Boom and

Its Effect on Buildings, Materials Research and

Standards, Vol. 4, No. 11, November 1964,

pp. 601-611.

Tests were made during the supersonic flight of an aircraft to measure the shock pressures of the sonic boom and the vibrations produced

by them in typical buildings. Shock pressures

of up to about 5 Ib/ft^ on the ground were re- corded in the central part of the boom area. Focus zones, where higher pressures were ex- pected, did not fall within the measuring positions. Accelerations of roof structures of up

to l.Og and roof vibrations of 0.087 in (peakto-peak) were recoreded. There was evidence

of resonant vibration of parts of the build- ings under suitable incident shock conditions,

and it appears that such resonant vibration

could be harmful at certain discrete points

within a boom area should a boom fall on an

extensive built-up area.

29. Paris Building Collapse Kills 15, Engineering

News-Record, January 23, 1964, p. 39. The collapse of a 10-story, steel framed apartment being erected by a tilt-up method in Paris killed 15 workmen and injured 17. The

accident occurred as the final 10-story bent

swung into position. It went out of control, and

the entire steel frame collapsed.

30. Power, J. K., Some Results of the Oklahoma City

Sonic Boom Tests, Materials Research and

Standards, Vol. 4, No. 11, November 1964,

pp. 617-623.

In the sonic boom tests conducted in Oklahoma City in the summer of 1964, no significant structural damage of any kind was observed

in any of the test houses from an exposure of 1253 sonic booms producing pressures from

1.0 to approximately 4.80 lb/ft-. No wooden

structural member of the test houses was stressed beyond 59 psi. The overpressures did not cause

good-quality, propery installed window glass

to break. Deflection of the main structural elements of the test houses was negligible.

31. Ramsay, W. A., Damage to Ottawa Air Terminal

Building Produced by a Sonic Boom, Materials

Research and Standards, Vol. 4, No. 11, No- vember 1964, pp. 612-616.

Damage amounting to approximately $300,

000 to an almost completed air terminal build- ing by a supersonic fighter aircraft accidentally

passing over the building in a demonstration

flight is described. The aircraft had flown along

the runway at an altitude of less than 1000 ft and was in an accelerated climbing turn when

it passed over the building, but unfortunately,

precise information on the height and path of the aircraft and its speed and acceleration in relation to the building is lacking. There were no casualties or injuries because very few work- men were in the building at the time of the accident. Damage to glass, curtain walls, sus- pended ceilings, and roofing was fairly extensive, but the structural steel frame was unaffected by the boom.

32. Wall Splits Bowling Alley Building, Engineering

News-Record, October 29, 1964, p. 15. A two-story brick building partly collapsed

in Ottawa, Ontario when a contractor excavat- ing for a wall next door undermined a footing.

1965

33. Blakey, F. A., and Beresford, F. D., Stripping of Formwork for Concrete in Buildings in Relation

to Structural Design, Civil Engineering Transactions, Australia, Vol. CE7, No. 2, October

1965, pp. 92-96.

Analytical determination of the loads which

might be applied to concrete floors of multi- story structures during construction by props from floors above is discussed in this article.

34. Low Friction and High Density of Fill Toppled

Wall, Engineering News-Record, July 8, 1965,

pp 40-41.

The article discusses the collapse of a 310

ft long section of a 60-ft-high reinforced concrete retaining wall which occurred in 1958. It explores the design and workmanship and concludes that the coefficient of friction for backfill was underestimated by the designers. When

one section of the wall collapsed, adjacent sec- tions were overturned because thev were pulled

forward by the horizontal reinforcement be- tween the affected sections of the wall. The

horizontal reinforcement stripped the cover from the vertical steel and caused bond failure.

7
35. Ostenfeld, C, Ship Collisions Against Bridge

Piers, Publications of the International Association for Bridge and Structural Engineers, Vol. 25, 1965, pp. 233-277.

In recent years characteristic features of shipping have been steadily increasing traffic and a very conspicuous increase of the tonnage

of the ships. As a consequence, the risk of ships

colliding with bridge piers has increased, and,

considering that only a very small number of the existing bridge piers possess masses ex- ceeding the mass of the very large ships built in present days, it is obvious that the conse- quences to a bridge exposed to a collision of

this nature may have the character of a catas- trophe. Details of a number of case histories relating to the collision of ships with bridge

piers, etc., detailed calculations of the collision of a ship with a lighthouse, an analysis of the

effects on a bridge pier of impact produced by

a ship, and some preliminary conclusions for use in design are included.

36. Precast Girder Collapse Kills Two, Engineering

News-Record, May 13, 1965, p. 29. Undermining of an interior column triggered

the collapse of 20,000 ft" of precast concrete roof framing of a one-story building in Atlanta. The precast double T-sections sat on neoprene

bearing pads and were alternating cantilevers with projected bearing to support interior gir- ders.

37. Seven Die in Collapse of Italian Apartment. Engineering News-Record, May 20, 1965, p. 24.

Seven workmen were killed when one wing

of an eight-story apartment building collapsed on the Italian Riviera. Construction was nearly

completed on the reinforced concrete L-shaped

structure when it crumbled into a pile of ruins.

38. Stanger, R. H. H., Loading Tests of Insitu Joints

as Used in the Wates System, Test Reports,

Ove Arup and Partners, London, October 1965.

Tests on various joints of the Wates build- ing system to determine their resistance to shear loads are reported.

39. Supermarket Roof Falls on Shoppers, Engineering

News-Record, May 27, 1965, p. 59. The truss-supported roof of an old super- market building in Brooklyn, suddenly col- lapsed, dropping tons of concrete and steel on

the patrons below. It was basically a one-story

structure, with mezzanine offices at the front and back of the building. Examining the trusses, building officials discovered severe corrosion

in the encased bottom chord of at least one

truss. A tensile failure of one truss probably

triggered the collapse. The trusses were interconnected with bracing and failure of one would cause twisting of neighboring trusses.

1966

40. Birkeland, P. W., and Birkeland, H. W., Connections in Precast Concrete Construction, Journal

of the American Concrete Institute, Vol. 63,

No. 3, March 1966, pp. 345-367.

Requirements for connections in precast concrete buildings are discussed and examples

from completed structures where these require- ments have been met are given. A time-proven

hypothesis explaining shear behavior at concrete to steel and concrete-to-concrete interfaces

is presented. Examples illustrate beam-to-col- umn connections using this hypothesis. Suggestions for further study are outlined.

41. Collapse Verdict, Engineering News-Record, May

5. 1966, p. 11. Premature stripping of forms, coupled with an overload of reinforcing steel on a recently

concreted floor above, was cited by structural engineer Ernest Butts as the cause of the collapse of a reinforced concrete building un- der construction in Ottawa (see 47).

42. Collapses, Failures Take Heavy Toll, Engineering

News-Record, May 19, 1966, pp. 30-31.

The article discusses maj or failures occurring

recently involving a formwork failure, a steel erection collapse, a roof collapse and a floor collapse. Particularly interesting is a collapse

occurring in Athens during an expansion of a paper mill. A 4,500 ft^ section of wet concrete suddenly collapsed, raining 200 tons of wet

concrete and reinforcing steel on the first floor slab, 29 ft below. Designed to carry heavy

papermaking machinery, the first floor slab held under the impact.

43. Crane Pulled Roof Dome Down, Engineerinj?

News-Record, November 17, 1966, p. 66. A 300 ft diameter dome had 15 of 24 radial, J trussed steel ribs in place when it collapsed in Jamaica. Premature removal of temporary

falsework supporting the central compression

ring was one unofficial explanation offered at the time. But some engineering detective work

later showed that a crane boom had brushed

against one of the ribs just prior to the acci- dent causing the collapse.

44. Cziesielski. E., Berechnung Von Wanden Des

Gross-Tafelbaues Die Aus Mehreren Einzel- wanden Zu Finer Grossen Wandscheibe Zus- ammengeschlossen Werden (Computations for Large Panel Walls Consisting of Individual

Wall Elements Connected into a Large Shear

Wall) Die Bautechnik, March 1966, p. 73.

I
Treats analytically the problem of design of large shear walls made up of individual panels. Contrasts behavior with monolithically cast shear walls and outlines proper requirements

for detailing such shear walls comprised of

large panels.

45. Faulty Girder Connection Blamed in Motel Collapse, Engineering News-Record, December 8, 1966, p. 17. A slipped welded connection plate was blamed

for a structural failure that set off a five-story

reaction at a motel in New Orleans. The con- nection plate joined a second floor girder to an

interior column. Loss of this column set off a chain reaction in upper stories causing 25

percent of the building's interior to settle be- tween 8 and 14 in. The structure was approximately 2 years old.

46. Feld, J., Reshoring of Concrete Buildings, Engineering News-Record, October 6, 1966, p. 33. Faster progress schedules in construction of

tall concrete buildings require a careful analysis

of formwork requirements, especially the re- shoring of floors after forms are removed for

reuse. This article outlines a procedure for determining the number of floors that require

reshoring assuming that a completed and cured

floor can carry 1.33 times its final design load

as an interim construction load.

47. Four Groups Investigate Collapse, Engineering

News-Record, April 7, 1966, p. 72. The collapse of three floors of a 12-story

flat plate reinforced concrete building under

construction in Ottawa occurred one day after the concreting of the fourth floor. Portions

of the third floor, which supported the shor- ing for the recently concreted fourth floor, had

apparently not been reshored. Four Canadian

government agencies are investigating the col- lapse in which several bays approximately a block long sheared away from columns which

were left standing (see 41)

48. Gusting Wind Fells Steel Frame, Engineering

News-Record, June 9, 1966, p. 18. One hundred eighty tons of structural steel collapsed like a house of cards when winds

gusting to 50 miles per hour hit the Pittsburgh

area on May 28. The damage extended to four

stories of partially erected structural steel in part of Duquesne University's new science building under construction. The construction was guyed and bolts had been inserted in every connection but connections had not been completed.

49. Ice and Snow End Curlins: Match. Engineering

News-Record, Feb. 24, 1966, p. 17.

Snow and ice totaling an estimated 64 psf

collapsed the timber-framed roof of a curling

rink in Sweden. This was probably over three times the design load of 20 psf. Seven of the

structure's ten 15 ft bays collapsed.

50. Lewicki, B., Building with Large Prefabricates,

American Elsevier Publishing Company, New

York, N. Y., 1966. A design oriented text treating design, detailing, and construction of structures made

from assembles of large concrete panels. De

tailed treatment of joint design with examples.

Based largely on Russian and Eastern European

practice, a considerable variety of test results and practical experiences are included. Does

not specifically refer to design for progressive

collapse and can be taken as a representative

sample of Eastern bloc design procedures prior

to the Ronan Point occurrance.

51. Marchand, P. E., Report of the Canadian Technical Mission of Prefabricated Concrete Components in Industrialized Buildings in Europe,

September 2—22, 1966, Department of Industry, Materials Branch, Ottawa, Canada, 1966. The introduction of industrialized building

systems and techniques has brought about new

contractural and working relationships between

clients, architects, manufacturers and builders.

It has also given added importance to the ra- tional oirganization of work on the building

site. In Europe industrialized building has

achieved greater productivity—in terms of the value of building per man hour worked—and

greater speed of erection than traditional build- ing methods. In this report several European

systems and techniques are discussed in detail, and some indications are given of possible future trends in the development of industrial- ized buildings in Canada.

52. Natural Gas Pipelines Safe Enough? FPC Has

Doubts, Engineering News-Record, June 23,

1966, pp. 20-21.

The Federal Power Commission wants the authority to set federal safety standards for

the 150.000 mile interstate network of natural gas pipelines. In its report to the Senate Commerce Committee, the FPC noted that ". . . the maximum credible single accident possibility for a transmission line failure is high, possibly

higher than that for railroad, motor car or

air transportation." It also pointed out that 28 percent of pipeline failures was caused by

damage from earth moving equipment.

53. Porl, M. K. (Translator), Common Directives

for the Agrement of Building Systems with

Large and Heavy Prefabricated Panels (Directives commones pour I'agrement des precedes
de construction par grands panneaux lourds

prefabriques) , Union Europeene Pour I'Agrement Techniques Dans La Construction, Liv- raison 80, June 1966.

Detailed requirements for structural safety,

stability, hability, and durability of large panel

structures of precast concrete for international

acceptance under the agrement system. Contains standards for joint and tie beam design

as well as overall stability. Contains both

performance requirements and outlines of ac- ceptable tests and calculation procedures for meeting standards.

54. Quadruple Floor Overload Blamed in Building

Failure, Engineering News-Record, February 3, 1966, p. 17.

Overloading was blamed for the floor failure of a factory building which triggered a col- lapse following a falling domino pattern. A sec- tion of the fifth floor gave way, dropping machinery and materials which successively caused

the failure of portions of the fourth and third

floors. Building officials estimated the top floor was carrying an overload four times the posted

120 psf capacity (see 56)

.

55. Russoff, B. B., Transportation and Erection Problems, Proceedings, Symposium on Industrialized

Building and the Structural Ejigineer, London,

1966, pp. 117-124.

The influence on structural design and detailing of transportation, handling and erec- tion considerations for precast concrete build- ing elements is shown by describing how construction stresses are induced in relation to the

size and shape of the elements. The use of manufacturing equipment and erection cranes

is described by examples.

56. Sheared Bolts Caused Collapse, Engineering NewsRecord, February 24, 1966, p. 18.

Century-old % in diameter bolts, which con- nected an eccentric bracket to the cap of a cast iron column, failed at shearing stress nearly

twice the ultimate shearing capacity of carbon

steels manufactured during the Civil War. This was part of the New York City Building Department's analysis of the three floor progressive

collanse of the 100-vear-o'd Manhatten factory

building (see 54). In addition to severe over- loading, an unauthorized alteration to the an- tique structure contributed to the collapse.

57. Shell Roof Topples in Atlanta, Engineering NewsRecord, September 1, 1966, p. 12. The 120 ton precast concrete roof of a chapel

imder construction collapsed in Atlanta. Observers reported the failure of a weld in the peripheral steel tension ring that allegedly resulted in rotation of a steel I-beam ring seg- ment about its longitudinal axis. All twelve segments fell when the tension ring connection

gave way.

58. Snow, Wind Triggered Dome Collapse, Engineering News-Record, May 19, 1966, p. 31. A 170 ft diameter wood lamella dome col- lapsed March 3, 1966. An investigator blamed snow load and wind for the collapse and also declared that he believed the dome was improperly designed and fabricated.

59. Somerville, G., and Burhouse, P., Tests on Joints Between Precast Concrete Members, Proceedings, Symposium on Industrialized Building

and the Structural Engineer, London, 1966,

pp. 125-142.

A well-documented review of experimental

studies on joints between precast concrete members (i.e., column-coluirm, beam-column,

beam-beam joints, and joints in large-panel

structures ), with detailed tabulations of test results and drawings of test specimens. A bib- liography lists 73 references to such studies.

60. Sports Hall Roof Collapses, Engineering NewsRecord, January 6, 1966, p. 15.

Swedish authorities are investigating the

collapsed. A possible cause of failure was in- type of steel-reinforced, laminated wood I- beam. One of the two brick end walls also collapsed. A posible cause of failure was in- sufficient bond of the reinforcing bars with

laminated wood 80 ft span girders. Collapse

of the brick bearing wall resulted in total col- lapse of all roof members.

1967

61. Arthur D. Little Inc., Public Safety and Gas Dis- tribution, Research Report prepared for the American Gas Association, Weishington, D.C., December 1967.

The report defines the scope of safety pro- lems associated with the distribution of utility gas for the period of 1957 through 1964. It is based on a study of gas leak incidents within the gas distribution industry in which 140

companies and systems, representing 83.3 per- cent of all gas distribution meters in the U.S.

participated. Principal findings include the number of incidents, type, location, number j of fatalities and an assessment of the causes, j Comparisons were made between the safety

record of the gas distribution industry and

that of other utility industries, railways, air- lines, eta

62. Collapse May Never Be Solved, Engineering NewsRecord, December 21, 1967, p. 69.

10
The article reviews aspects of the collapse of

the three main spans of the Point PleasantGallipolis Bridge on December 15, 1967. It was the first eyebar suspension bridge in the U.S. in which the eyebars formed the top

chords of the stiffening trusses in both the main and anchor spans. The bridge design, the collapse sequence and the possible causes are

also discussed.

63. Explosives and Demohtions, U.S. Department of

the Armv, Field Manual, FM 5-25, Washington,

D. C, May 1967. Information is provided on the type, characteristics, and uses of explosives and auxiliary

equipment. Preparation, placement, and firing of charges is discussed. Charge calculation for- mulas are provided.

64. Five Die in New York Collapse, Engineering

News-Record, February 2, 1967, p. 15. Five workmen were killed when an ancient

brickbearing wall building, standing on the edge of an excavation for a 40 story office tower, collapsed. Vibration caused by the power shovel work apparently caused the build- ing to give way. The building had been a onestory blacksmith shop in the 1870's and was a

four-story apartment building at the time of

collapse.

65. Guide Pratique Des Installations De Gaz (Practical Guide for Gas Installations), Gas of France, et al., Paris, Joint Government decree

of October 15, 1962, modified and complete

March 17, 1967.

Distribution of gas and detailed requirements

for installation in buildings are covered.

66. Newberry, C. W., The Response of Buildings to Sonic Boom, Sound Vibration, Vol. 6, No. 3, Ministry of Public Building and Works, Building; Research Station; England, 1967, pp. 406-

418.Some experimental observations of one exci- tation of building structures by sonic boom

are reported. The question of coincidences be- tween sonic boom periods (including reflec- tions) and natural periods of building struc- tures is particularly discussed.

67. Proposed Revision of ACI 347-63 : Recommended

Practice for Concrete Formwork, ACI Committee 347 (W. R. Waugh, Chairman), Journal

of the American Concrete Institute, Proceedings, Vol. 64, No. 7, July 1967, pp. 337-373.

Comprehensive recommendations for design

and construction of concrete formwork covering

the procedures, materials and structural types

with extensive discussion of construction loading

effects of reshoring multi-story structures. Indicates the need for careful consideration of design parameters such as live load to dead

load ratios in deciding when to strip forms.

68. Recommandations Internationales Unifiees Pour

Le Calcul Et L'Execution Des Constructions En

Panneaux Assembles De Grand Format (Inter- national Recommendations for the Design and

Construction of Large-Panel Structures )

, Comite Europeen du Beton, Bulletin No. 60, Paris,

April 1967, English translation by C. V. Amerogen. Cement and Concrete Association, No. 137,

London, July 1968. A comprehensive set of design rules with

commentary for large panel structures de- veloped by CEB in 1966. Apphcable to struc- tures with floor or waU panels and with various

types of joints. Specifies design rules for in- dividual members, joints and tie beams. Promulgated prior to Ronan Point collapse, it treats provisions for prevention of progressive

collapse only indirectly. It does require substantial continuity precautions which might

have mitigated Ronan Point damage.

69. Robinson, J. R., Calcul Des Constructions Par

Panneaux Assembles A Joints Verticaux Elas- tiques Plastiques (Design of Precast Panel

Structures Assembled with Elasto plastic Vertical Joints), Comite Europeen du Beton Bulletin d'Information, No. 60, April 1967, pp. 173-

197.

Considers the effect of elastic and plastic

capacity of joints on precast panel structures. Indicates the advantages of ductility in such

joints and suggests procedures for insuring

reasonably ductile behavior of the joints be- tween panels.

70. Secrecy Veils Bridge Collapse, Enginering NewsRecord, December 14, 1967, p. 27. A five-span reinforced concrete beam and

slab structure over a deep gorge near Mexico

City collapsed, killing an estimated 30 work- men. Three central spans (72, 102, and 72 ft long) and two tall, slender piers collapsed

into the gorge taking with them tons of steel tubing falsework. A commission of eight en- gineers is investigating the cause of the collapse.

Apparently the falsework was being dismantled

at the time of collapse.

71. Short, W. D., Structural Collapses During Erection or Demolition, Proceedings, Institute of

Civil Engineers, London, Vol. 36, March 1967,

pp. 507-522.

The paper describes buildings and civil en- gineering structures which have collapsed in recent years during erection or demolition.

These accidents were costly and often resulted

11
in deaths or injuries. They could have been

prevented if there had been a wider knowledge

of the causes of failure.

72. Steel Span at Mid-Channel . . . Nose-Dives Into

the River, Engineering News-Record, November

16, 1967, p. 19. A $14-million, 1,600 ft long, high-level steel highway bridge collapsed during erection kill- ing at least 20 workmen. Officials at the scene

speculated that recent heavy rains had undermined one of the piers causing it to settle. As a

result, the temporary cables supporting the in- clined legs of the main-span frame snapped,

triggering the collapse of the entire structure.

1968

73. Anatomy of Collapse, Engineering, London, November 15, 1968, p. 707.

Extracts from the official report of inquiry

into the progressive collapse of a multi-story

apartment building (Ronan Point) in London

built entirely with industrialized (prefabricated) floors and bearing walls are included in the article.

74. Bridge Failure Triggers off Studies, Engineering

News-Record, January 4, 1968, pp. 18-19.

The task of removing bridge parts, vehicles and bodies from the icy waters of the Ohio

River at the site of last month's collapse of the 40 year old, eyebar suspension bridge between

Point Pleasant and Gallipolis is nearly completed. Investigations into the cause of the

disaster are just getting underway by a federal panel and The West Virginia Road Commission,

which owns the bridge (see 62)

.

75. Collapse May Cause Law Change, Engineering

News-Record, November 7, 1968, p. 33. The total collapse of an almost completed

four-story reinforced concrete building in Malaysia occurred while workmen were finishing

jobs such as door and window adjustments,

touch-up painting and hardware checking. Unofficial sources attribute the collapse to a concrete low in cement and high in sand. New

building regulations may result from a gov- ernmental inquiry to determine the possible

cause.

76. Concrete Pour Collapses Form, Engineering NewsRecord, June 13, 1968, p. 25. The collapse of wood shores during a concrete pour for a 12-story building in Arlington, Va., killed three workers and injured 29. Workers had poured approximately 185 yd^ of concrete on the third deck of plywood forms

containing steel reinforcement bars. The deck

forms for the 120 X 200 ft building were sup- ported by 4X4 in wood jackposts resting on the completed second floor. When the posts gave, deck forms holding concrete for a 40X120 ft section of the building fell, col- lapsing the second floor to the street level.

77. Council, K. F., and Smith R. B., Analysis of Causes and Determination of Possible Means

of Prevention of External Damage to Pipelines, American Gas Association, Inc., Catalog No. L3OO05, New York, 1968.

An analysis of pipeline failures for the period

1950 through 1965 revealed that failures caused through the operation of mechanical

equipment such as graders, bulldozers, and

ditchers, appeared to be increasing slightly,

while failures from all other causes were de- creasing. A program was carried out to de- termine the causes and to develop recommendations to reduce the incidence of these "externally caused" failures.

78. Enquiry into the Accident at Canning Town,

News of the Month, Concrete, London, Vol. 2, No. 6, June 1968, p. 228.

Initial news note summarizing the main ef- fect of the accident in the Ronan Point apartment building, speculating on possible cause and announcing panel for the Ministry inquiry.

79. Feld, J., Construction Failure, John Wiley and

Sons, Inc., New York, 1968. A comprehensive treatment of causes of construction failures citing large numbers of re- ported construction failures and illustrating

the more frequent tyi>es of failures occurring

in the United States. Substantial treatment is given to failure from man-made-causes and nat- ural disasters as well as failure of formwork

and temporary structures. The book is well illus- trated and contains many thoughtful recom- mendations for reduction of construction

failures.

80. Flats Constructed with Precast Concrete Panels. Appraisal and Strengthening of Existing High

Blocks: Design of New Blocks, Ministry of Housing and Local Government, Circular 62/

68, London, England, November 15, 1968.

In this circular to all Local Authorities the Minister of Housing impressed most strongly on Local Authorities that all blocks over six stories built of large precast concrete panels

must be appraised for resistance to progressive

collapse, wind and fire and be strengthened, in accordance with the Technical Appendix. The

standards set out in the appendix were ordered

applied to new design. This circular applied

to all existing and to new construction "pending the revision of Building Regulations and

12
Codes of Practice." Briefly the circular laid down two alternative methods of avoiding pro- gressive collapse: "Method A—by providing

alternative paths of support to carry the load,

assuming the removal of a critical section of

the load bearing wells," and "Method B—by

providing a form of construction of such stiff- ness and continuity as to ensure the stability of

the building against forces liable to damage the load supporting members." Under Method A,

a series of arbitrary rules were laid down as a

basis of acceptance, whereas under Method B

the intent was that the Engineer should assess the members' ability to sustain the load de- fined (for discussion see 86)

81. Gas Turned Off, Engineering News-Record,

August 22, 1968, p. 17. The British government has told local gov- ernment authorities to cut off gas supplies to some tall prefabricated apartment buildings as a result of the Ronan Point collapse. An interim

report from a tribunal investigating the col- lapse is also discussed.

82. Godfrey, K. A., New Technology in Low-Income

Housing, Civil Engineering, January 1968, pp. 43-55.

Rehabilitation of decaying urban areas has

become a national goal. Part of the answer to

this demand may be new technology meaning

advanced production techniques. Author then

describes prefabrication and the five new apartment housing systems.

83. Goffin, H., Grossformatige Wand-Und Deckentafeln Fur Den Hock-Und Industriebau (Largesized Wall-and Ceiling Panels for Building

Construction and Industrialized Construction),

Betonstein-Zeitung, Weisbaden, June 1968, pp. 280-287.

This article describes, by means of examples,

the problems resulting from the supervision of works and from the trend to guarantee high

quality for prefabrication. Details are given

of basic legal data, such as, building provisions

and technical construction regulations as well as the various construction types and methods.

Also being specified are volume stability, disk

effects, bearing points and panel points, as well as tension-proof joints. Further physical as- pects of construction, joints in sandwich-type

slabs, and prefabrication in mining subsidence

regions are described.

84. Griffiths, H., Pugsley, A., and Saunders, 0.. Report of the Inquiry into the Collapse of Flats

at Ronan Point, Canning Town, Her Majesty's

Stationery Office, London, England, 1968. At about 6:00 a.m. on 16 May 1968 a gas explosion occurred in the southeast corner flat

on the 18lh floor of Ronan Point. The explosion

blew out the concrete panels forming part of

the load-bearing flank for gable) wall. As a consequence, removal of thi.s wall precipitated

the collapse of the southeast corner above the 18th floor including both the bedrooms and

living rooms. The weight of this portion of the building, as it fell, caused a progressive col- lapse of the remaining southeast corner flats down to the level of the cast-in-place concrete podium of the block. The report deals with the reasons for the collapse, the lessons learned

from the disaster and contains recommendations for design of tall buildings.

85. Not Enough Bracing, Engineering News-Record,

June 27, 1968, p. 7.

Insufficient lateral and diagonal bracing of 3X4 in wood jack posts caused the collapse of two floors of an Arlington office building

during a concrete pour (see 76). Another contributing factor was that permanent steel gir- ders to support two floors above a driveway

had not been placed prior to the collapse.

86. Notes for Guidance Which May Assist in the Interpretation of Appendix 1 of the Ministry

of Housing and Local Goverrmient Circular

62/68. RP/68/02, The Institution of Structural Engineers, London, December 1968. The Institution of Structural Engineers consulted the Panel of Advisors appointed by the Ministry and the comments and explanations

received on Circular 62/68 (see 80) are contained in RP/62/02.

87. Reese, L. C, and Matlock, H., Structural Damage

from Tsunami at Hilo, Hawaii, Journal of the Hydraulics Division, ASCE, Vol. 94, No. HY4,

July 1968, pp. 961-982.

A study of the wave characteristics and a survey of structural damage to onshore struc- tures due to the destructive Tsunami which

stuck Hilo, Hawaii in May 1960.

88. Repercussions from the Failure of a Sub-Standard

Brass-Nut. Editorial Comment, Concrete. London, Vol. 2, No. 12, December 1968, pp. 480-

481.

General comments are presented on the implications of Ronan Point disaster. The main

point being one common factor in structural

failures is an absence of that fundamental

knowledge of how a particular structure is go- ing to behave when it is approaching the limits of its stability and strength. The author states that such an understanding is the verv' quintessence of the art of the engineer, and it can

never be replaced, only assisted by codes or

regulations. Thus, there is need for constant

13
review of old codes to match new building

techniques.

89. Report of British Collapse Gtes Building Code

Flaws, Engineering News-Record, November

21, 1968, p. 23. This article reports that loopholes in Britain's building codes possibly contributed to the progressive collapse of all 24 floors on one

corner of a 24-storv London apartment house

(see 94)

.

90. Ronan Point Inquiry, News of the Month, Concrete, London, Volume 2, No. 9, September

1968, p. 351.

Contains verbatim copy of text of interim

advisory letter from the chairman of the Ro- nan Point collapse inquiry panel to the Minister of Housing briefing him on the probable

causes of the collapse, and suggesting that all "system" built high rise apartment buildings

be examined for susceptibility to "progressive

collapse." It suggests gas be turned off in any

susceptible units and a strengthening program

undertaken. The article also contains detailed excerpts from the Ministry letter to local gov- ernments giving advice on immediate measures

to be taken.

91. The Ronan Point Inquiry and the Significance of Structural Joints, Editorial Comment, Concrete,

London, Vol. 2, No. 7, September 1968, p. 348.

Editorial commenting on the letter of the Chairman of the Panel of Inquiry to the Ministry which had stated preliminary panel

findings concerning the Ronan Point collapse.

The editorial points out progressive collapse

is not a new phenomena having occurred dur- ing construction of Gothic cathedrals during

medieval ages and that "system building" is not the only class of construction with potential for such type of collapse.

92. The Structural Behavior of Ronan Point, Concrete,

London, Vol. 2, No. 12, December 1968, pp. 488-491.

This article reports, almost verbatim, those

sections of the report of the tribunal of in- quiry into the partial collapse of Ronan Point

that describe the design of the block, how it behaved structurally at the time of the collapse,

and how it would behave under severe wind

loads (see 84)

.

93. Structural Stability and the Prevention of Progressive Collaose, RP/68/01, The Institution of Structural Engineers, London, England, De- cember 1968. Recommendations concerned primarily with

large residential buildings comprised of prefabricated panels which discusses basin principles, planning (of structural layout), workmanship and erection, all in general terms. It contains general recommendations on design

to avoid progressive collapse.

94. Systems Built Apartments Collapse, Engineering

News-Record, May 23, 1968, p. 54. The article reports the collapse of a new, 24-

story prefabricated apartment house in Lon- don (Ronan Point). The collapse is attributed

to a gas explosion near the top that blew out an exterior, one-story high bearing wall, triggering a chain reaction that collapsed walls and floor slabs on all 24 stories.

1969

95. Alexander, S. J., and Hambly, E. C, Design of Domestic Buildings to Withstand Gaseous Explosions, Ove Arup and Partners, Consulting

Engineers, London, England, May 1969. Various means of reducing the consequences

of gas explosions in buildings such as, complete removal of the explosive source, force

ventilation, and control of the maximum flow of gas from the supply are discussed. A qualitative description of the nature of a gas ex- plosion in terms of gas/air mixture, presence of venting, pressure rise, turbulence, and other

related parameters, is presented. A method of analysis of structures subjected to these dynamic loads is provided.

96. Balcony Fails During Construction, Engineering

News-Record, August 7, 1969, p. 37. A 26X6 ft balcony at the 18th floor of a 22-

story reinforced concrete apartment building

collapsed in Buenos Aires. The falling balcony

ripped off those on the next three lower floors.

97. Building Regulations: The Fifth Amendment and

the Freedom to Design, Editorial Comment,

Concrete, London, Vol. 3, No. 9, September

1969, pp. 343-344.

A critical and thoughtul evaluation of the Report of the Panel of Inquiry on the Ronan

Point collapse and the subsequent amendments

to the Building Regulations. The editorial ad- vocates placing responsibility with the design

engineers and minimizing specific provisions in building regulations. The article also claims the Ronan Point design never conormed to existing

building regulations.

98. Bygningsreglement for Kobstaederne Og Landet.

Tillaey Nr. 3. Midlertidige Krav Til Bygningers

Stabilitet. (Building regulations for urban and

rural areas. Amendment No. 3 Provisional Re- quirements for Stability of Buildings), Den- mark, February 1969.

14
Two minimum requirements are stated for building with more than 6 stories; either (a) or (b) must be satisfied: (a) in every room limited by an outer wall, a floor and/or the outer wall should be

able to fail without causing destruction

of any floors other than those limiting the room.

(b) every normal section in a load carrying

outer wall and in a floor shall be de- signed for a tensile force of 2 Kgf/m

using allowable stresses . . . The neces- sary reinforcement may be placed in the elements and/or in the joints be- tween the elements.

99. Coles, B. C, and Hamilton, W. A., Repetitive Dynamic Loading on Pretensioned Prestressed Beams, Journal of the American Concrete Institute, Proceedings, Vol. 66, No. 9, September

1969, pp. 745-747.

A laboratory investigation of the dynamic

behavior and the magnitude of the reduction

in load carrying capacity of beams subjected

to several repetitions of dynamic load (simulated blast-type loading) shows that the calculated ultimate static load is a satisfactory de- sign criterion and that bond failure does not appear to be a critical factor.

100. Collins, A. R., et al.. The Implications of the Report of the Inquiry into the Collapse of

Flats at Ronan Point, Canning Town, The

Structural Engineer, London, Vol. 47, No. 7, July 1969. A series of discussion are presented that deal with the implications of the Report of Inquiry into the Collapse of Flats at Ronan

Point, Canning Town (see 84). The Tribunal

inquired into the circumstances affecting the progressive collapse of the flats on May 16, to ascertain the cause or causes, and to consider

the implications of the findings, and to make

recommendations. Some of the longer-term

implications of what the Tribunal had to say have hardly been discussed. There was the comment in the broadest sense that architects and engineers had been found wanting.

There was the stricture that, unless British Standards and Codes of Practice were kept

up to date, false standards mi2;ht be set up

which would lull those concerned with new

forms of construction into a dangerous complacency.

101. Comments of the Institution of Structural Engineers to the Ministry of Housing and Local

Government on the Proposed (Fifth) Amendments to the Building Regulations, The Structural Engineer, London, Vol. 46, No. 9, September 1969, p. 376.

Institution of Structural Engineers' comments on the proposed (Fifth) Amendment to the Building Regulations.

102. Comparison of the Relative Safety of Gas and

Electric Appliances, Shell International Gas

Limited, Report No. SIG 69/9, London,

October 1969. A comparison is given of potential and existing fire hazards related to the use of gas or electric utilities in Great Britain.

103. Despeyroux, J., L'Effondrement De LTmmeuble

De Ronan Point Et Ses Consequences En

Matiere De Codification (The Collapse of the Ronan Point Building and its Consequences

with Regard to Code Writing), Annales de

ITnstitut Technique du Batiment et des Tra- vaux Publics, No. 263, November 1969, pp. 1800-1803.

The author points out that well prior to the Ronan Point collapse the CEB regulations

spoke of panel structures as a "house of cards"

and called for mechanically continuous net- works of reinforcement to prevent progressive

collapse. Many structures have been built in contempt of these regulations. He regrets that the official Ronan Point inquiry report did

not specifically point out that the destroyed

building violated these CEB principles and

doubts that if these principles had been fol- lowed that the progressive collapse would have

occurred. Commenting on the British Fifth Amendment, he indicates the 5 psi pressure

as excessive and the alternate path method as being too confusing and complex.

104. Despeyroux, J., Recommandations Internationales Unifiees Pour le Calcul et L'Execution

Des Structures En Panneaux Assembles De

Grand Format (Unified International Recommendations for the Calculation and Construction of Large Panel Structures), Comite

Europeen du Beton Commission XIII. Struc- ture en panneaux (Panel Structures), 1969.

Contains basic design philosophy for large

panel structures. Points out the basic dangers

of progressive collapse and suggests proper

design and detailing philosophies to minimize

risk. Suggests that CEB 1964 regulations re- quire additional factors of safety in bearing

wall type structures.

105. A Failure of the Organizational Svstem. News of

the Month, Concrete, London, Vol. 3, No. 6, June 1969, P. 215. Summarized remarks of the President of the Institute of Structural Engineers that

failure of Ronan Point was essentially a

failure of an organizational system that relied

15
too much on regulations and blurred the re- sponsibility of the design professionals.

106. Fieldhouse Collapse, Engineering News-Record,

March 6, 1969, p. 7.

Eighteen long-span steel joists partially

framing a cross-shaped, 405X322 ft field- house at the University of Dayton, Ohio,

collapsed. The 8 ft deep, 8 ft c-c joists

spanned 186 ft to jack trusses spanning 48

ft between column bays. Cause of the col- lapse is not yet determined.

107. Fifty-three Killed in Building Collapse, Engineering News-Record, June 19, 1969 p. 75. A three-day old reinforced concrete res- taurant near Madrid collapsed killing 53 per- sons and injuring 145. Construction of the two-story structure was rushed, and reports

said that some of the poured concrete was not

cured. The collapse began when the steel sup- ported slate roof suddenly gave way. Seconds

later, a portion of the ground floor caved in, dropping 250 persons into the basement. In

a series of thundering cave-ins, the entire structure fell in.

108. Firnkas, Sepp, Book Review of Report on the Inquiry into the Collapse of Flats at Ronan

Point, Canning Town, England, Civil Engineering—American-Society of Civil Engineers,

November 1969, p. 96. A reasonably comprehensive review of the report of the commission of inquiry into the Ronan Point disaster. Contains several of the key figures and photos. The author points out important differences between U.S. and Euro- pean philosophy regarding joints as regards

ductility and implies U.S. practice would be

considerably more conservative than that found in Ronan Point (see 84)

.

109. Firnkas, S., Concrete Panel Building System:

Progressive Collapse Analyzed, Civil Engineering—American Society of Civil Engineers, November 1969, pp. 60-62.

The coUapse of a flat at Ronan Point is re- viewed and an alternate path design philosophy is suggested by the author. The paper

points out that Ronan Point's structural sys- tem relied on gravity and friction to develop

strength in the joints. This proved inadequate

and when an explosion occurred in a corner

apartment, all the units above collapsed progressively to the ground. The author suggests

that joints must be quasi-monolithic and be

able to handle both tensile and compressive

loads.

110. Classman. A., Structural Failures, International

Civil Engineering, London, No. 5, May 1969,

pp. 216-223.

The causes of failure may be placed in two

categories. The first category covers cases where the cause of failure is clear from the beginning. The second category covers cases

of cracking or building coUapse due to undetermined causes which must be clarified. The

subject is discussed under the following headings: characteristics of investigations; failure due to faulty design; failure due to calcula- tional faults; damages caused by settlement of foundations and soil action; failure due to overload; failure due to temperature influ- ence; failure due to shrinkage and creep; and

failure due to fire.

111. Guidance on the Design of Domestic Accommodation in Load-Bearing Brickwork and

Blockwork to Avoid Progressive Collapse Fol- lowing An Internal Explosion, RP/68/03, The

Institution of Structural Engineers, London,

England, May 1969.

Guidance is given for the design of load- bearing brickwork structures to withstand an

appropriate nominal static pressure, repre- senting a possible internal gas explosion, to- gether with the additional ability to bridge over severe structural damage arising from

pressure in excess of this nominal value.

112. Hanson. K. and Olesen, S. Failure Load and

Failure Mechanism of Keyed Shear Joints. Test Results II, Danmarks Ingeniorakademi

Bygningsafdelinsen (Danish Academy of Engineerine Building Department), Report No.

69/22. Copenhagen, June 1969.

The results of tests which have been made

for the determination of the strength and stiff- ness of vertical, keyed shear joints between

wall elements of pre-fabricated concrete are

described. The study includes the effect of strength of joint concrete, reinforcement ratio, reinforcement in deck joint versus hair- pin reinforcement in the wall joint, shrinkage

in the wall joint and repeated loadings above

cracking load with changing direction of the shear forces.

113. Haseltine, B. A., and Thomas. K., Load-Bearing

Brickwork-Design for Accidental Forces. Clay

Products Technical Bureau, Technical Note 6, Vol. 2, London, July 1969.

This Technical Note is intended to assist engineers designing load bearing brickwork

structures to comply with the Institution of Structural Engineers document Guidance on

16
the Design of Domestic Accommodation in Load-bearing Brickwork and Blockwork to Avoid Collapse Following an Internal Explosion. Only buildings containing domestic resi- dential accommodations are covered. 114. Large Panel Structures, Editorial Comment, Concrete, London, Vol. 3, No. 6, June 1969, p. 213.Reports on meetings of the Institution of

Structural Engineers and the Concrete Society

approximately one year after the Ronan Point

explosion (see 115). Editorial decries treat- ment of the problem in static and not dynamic

terms and is critical of the alternate path of support concept.

115. Large Panel Structures, Concrete, London, Vol. 3, No. 7, July 1969, p. 262. A short synopsis is given on the main points

brought out at a meeting held by the Concrete Society to discuss the paper Large-panel

Structures—Notes on the Draft Addendum 1 to CP 116 (1965) , by A. Short and J. R. Miles. One main point was almost unanimous con- demnation of the arbitrary design approaches

put forward in the appendix to the Ministry's

circular 62/68. Further criticism was di- rected upon the alternative path or "fail-safe" approach and the static pressure design of 5 psi. Suggestions were that: an explosion in a building was a problem of the dynamic re- sponse of a structure and not one of statics and; there should be more emphasis on pro- grams for test information.

116. Ligtenberg, F. K., Vailigheid En Catastrofen

(Structural Safety and Catastrophic Events),

TNO-Nieuws, 24, Amsterdam, 1969. The customary methods for calculating the strength of structures start from the assumption that a factor of safety between the strength of a structure and the given loads

furnish a sufficient guarantee that abnormal

loads can be sustained. Statistical considerations combining the strength of the materials, the type of the structure, the magnitude of the loads and the frequency of the occurrence of abnormal loads like fire, ex- plosions, collisions, etc., show that this as- sumption is justified for small structures consisting of only a limited number of elements. A structure of greater dimensions, however,

is not allowed to collapse as a whole if one of

the elements fails. In this case, as well as the probability of a disaster, the magnitude of a disaster increases with the magnitude of the

structure. The magnification of scale which

is a marked tendency in modern buildings

makes it necessary to consider these aspects

seriously. It is necessary that methods be

found for locating "critical" elements in a structure as well as developing design methods

for a "fail-safe" design.

117. Lugez, J., Zarzvcki, A., Influence Des Joints Horizontaux Sur La Resistance Des Elements

Prefabriques De Murs Porteurs (Influence of Horizontal Joints on the Resistance of Pre- fabricated Panel Elements of Bearing Walls),

Cahiers du Centre Scientifique et Technique

du Batiment, No. 103, Paris. October 1969. The effects of horizontal joints on the strength of prefabricated elements are de- scribed. The analysis conducted for various

parameters is based on observations of cracking and collapse phenomena, on a comparison of test results and, wherever possible, on simpUfied theoretical considerations.

118. Mast. R. F., Auxiliary Reinforcement in Concrete Connections, American Society of Civil Engineers, Journal of the Structural Division, June 1969. A method is presented for the design of auxiliary reinforcement in concrete connections.

This method is based on a physical model,

which may be judiciously used to extrapolate

designs into regions not covered by previous

tests. Rather than attempting to predict the nature of cracking in a concrete connection,

cracking in an unfavorable manner is as- sumed. Reinforcement is then provided, in ac- cordance with the shear-friction hypothesis,

to assure that this cracking will not lead to premature failure.

119. Mr. Hubert Bennett on Ronan Point. News of

the Month, Concrete, London, Vol. 3, No. 6, June 1969, p. 215. Summary of a speech by a prominent

British architect which indicated that Ronan

Point was a unique occurrence and pointed

out that application of new standards to guard

against a repetition would cost millions of pounds in England alone.

120. Norme Per II Calcolo E La Contruzione Di

Structure A Grandi Panelli. Ministerio del Lavorio Pubblici, Rome, 1969.

Italian code of practice for structures manufactured from large panels.

121. Paddleford. D. F.. Characteristics of Tornado

Generated Missiles, Westinghouse Electric Corporation. Nuclear Energv Systems. Pitts- burgh, Pennsylvania, April 1969. To check or assess the effects of tornadoinduced missiles on a plant design it is neces- sary to assume a spectrum of missile sizes and

velocities that could accompany a tornado.

The wind field of a tornado has been described

17
using relations appearing in the technical

literature and solutions of the trajectory of a spectrum of missiles have been obtained

numerically for a number of cases. The re- sultant size-velocity relationship for missiles generated by a 300-mph tornado is given

graphically, and these results are used to obtain the velocities of typical objects that could be postulated as potential tornado missile sources.

122. Pipeline Accidents Report. Low-Pressure Natural

Gas Distribution System, Gary, Indiana, National Transportation Safety Board, Washington, D.C., June 1969. A gas line failure in Gary, Indiana is in- vestigated and recommendations are made by

the investigating Safety Board.

123. Precast Concrete Garage Collapses, Engineering

News-Record, May 22, 1969, p. 51. A majority of the precast concrete framing

components for a five-story garage collapsed

in Las Vegas injuring three workmen. According to a job spokesman, something a]>

parently gave way on the level beneath the

fifth level causing the slabs and girders on the fourth and fifth levels to fall on the floors below. This triggered a chain reaction to the ground.

124. Proposed Amendments to the Building Regulations 1965, Ministry of Housing and Local

Government, London, England, May 30, 1969. The proposed amendments to include provisions dealing with progressive collapse constitute the first installment of the Ministry of Housing and Local Government's proposals

for amendment of the building regulations in the light of the recommendations of the Tri- bunal of Inquiry into the collapse of flats at Ronan Point.

125. Rapport Era Dansk Ingeniorforenings Fragards

Udvalg For Bygningers Stabilitet Ved Lokal

Overpavirkning (Report of the Committee on

Stability of Buildings Subject to Local Unpredictable Additional and/or Accidental Loads

and Effects), Expert Council of the Danish

Society of Engineers, May 1, 1969 (in Danish).

Explosions, vehicular impact and other local overloads are described.

126. Rapport Era Dansk Ingejorforenings Fragads

Udvalg For Bygningers Stabilitet Ved Lokal

Overpavirkning (Report from the Danish

Engineering Association Professional Committee for the Stability of Buildings under

Local Overloads), Dansk Ingerj orforening,

Kopenhamm, 1969.

A well illustrated report of the effects of

local overloads such as explosions and vehic- ular impacts on stability of structures. In- cludes a very thorough classification of vari- ous types of local overloads.

127. Rasbash, D. J., Explosions in Domestic Structures; Part 1: The Relief of Gas and Vapour

Explosions in Domestic Structures, The Structural Engineer, Vol. 47, No. 10, October

1969, pp. 404^408.

A quantitative approach to estimating the pressures that may develop in domestic struc- tures during gas and vapour explosions is suggested which takes account of the influence of potential explosion relief, such as external windows, doors, etc., of a structure similar

to that of the London industrialized apartment

building (Ronan Point), which collapsed partially due to an explosion.

128. Reporting Can Prevent Failure, Editorial. Engineering News-Record, February 6, 1969, p. 186.

Comments on the importance of reporting

structural failures, which lead to advances in the practice of design and construction

methods, are contained in this editorial. The

Ronan Point Inquiry is mentioned as an

example. The editorial states that a 1967

CEB report had specifically mentioned the danger of progressive collapse in large panel

concrete construction, but had not been widely

disseminated.

129. Robinson, J. R.. Observation Sur Les Conclusions Du Rapport De La Commission

D'Enquete De Ronan Point (Observation on

the Conclusion of the Report of the Inquiry

Commission on Ronan Point), Annaies de

rinstitut Technique du Batiment et des Tra- vaux Publics No. 263, November 1969, pp. 1797-1799.

This article presents approximate calcula- tions which lead the author to a conclusion

that the Ronan Point apartment could not withstand pressures greater than a static equivalent of approximately 1^/2 psi- It points out that the risk of progressive collapse has

been present in high-rise masonry bearing

wall buildings for a long time, but has not

generally been considered. The author feels that the "alternate path" criteria is too severe and suggests engineers have long de- signed statically determinate structures which

have no alternate path (metal trusses, for ex- ample). He suggests simple principles for design of bearing wall structures in which

venting principles would be considered.

18
130. Rodin, J., Statistical Design Against Progressive

Collapse, The Consulting Engineer, London,

August 1969.

Safety is related to both the risk and struc- tural consequence of particular events relevant

to the satisfactory behavior of structures. Absolute safety against all possible conditions

and hazards can never be achieved, thus the problem is one of reducing the risk. By as- sessing the statistics of all foreseeable hazards

in terms of risk, coupled with structural con- sequences, a uniform level of safety can be

achieved, acceptable safety at an acceptable

cost. The acceptable risk of life should be de- cided by politicians and representatives of the community at large, not the structural engineer. The design against progressive collapse can be done in three ways

(a) eliminate the hazards which may lead

to local failure or reduce the risk to an acceptable value. (b) design so that the hazard does not cause any local failure.

(c) allow the local failure to take place,

but design the structure against progressive collapse.

Risk of internal explosions is covered and a

statistical method for evaluating the risk is presented.

131. Ronan Point, Engineering News-Record, October

30, 1969. p. 74. The article summarizes the Ronan Point

collapse and the conclusions of a special in- vestigating board. It points out that thus far, however, more than a year after the collapse, there is more discussion than action.

132. Rozvany, G. I. N.. and Woods. J. F.. Sudden

Collapse of Unbonded Underprestressed Structures, Journal of the American Concrete Institute. Proceedings, Vol. 69, No. 2. February

1969, pp. 129-135.

Expenditures and theory demonstrate that unbonded prestressed slabs and rectangular

beams having a smaller average prestress than

the modulus of rupture become flexually unstable at the cracking load.

133. Saillard, Y., Le Comportement De L'Immeuble

De Ronan Point En Comparaison Des Principles De Base Des Recommandations Inter- nationales 'Structures En Panneaux' du Comite Europeen du Beton (Behavior of the Ronan Point Building Compared to the Basic

Principles of the International Recommendation "Panel Structures" of the Comite du

Beton), Annales de I'lnstitut Technique du

Batiment et des Travaux Publics. No. 263,

November 1969, pp. 1804-1806.

Traces the development of the CEB recommendations for large panel structures and

states it was published in CEB Bulletin 60 in Paris in French in July 1967. States examination of plans of Ronan Point show it did

not meet the requirements of the CEB principles. Points out the Algiers building shown

in the Ronan Point inquiry report did meet

these requirements and survived a severe explosion. States detailed examination of the Ronan Point incident did not result in any

changes to the CEB document. This paper details the authors opinions of the shortcomings

of the new British recommendations and is extremely critical of the "alternate path" concept. 134. Short, A., and Miles, J. R., An Introduction to the New Code of Practice for Large Panel

Construction, Concrete, London, Vol. 3, No.

4, April 1969, pp. 121-123.

A review of the new provisions for large

panel construction proposed for the British "Unified Code of Practice" related to ab- normal loading conditions, origin and nature

of progressive collapse and tie-forces. 135. Starr, C. Social Benefit Versus Technological

Risk, What Is Our Society Willing to Pay for Safety? Science, Washington. D.C., Vol. 165,

September 1969, pp. 1232-1238.

An approach is offered for establishing a

quantitative measure of benefit relative to cost for an important element in our spectrum of

social values—specifically, for accidental

deaths arising from technological develop- ments in public use. The analysis is based on

two assumptions. The first is that historical national accident records are adequate for re- vealing consistent patterns of fatalities in the public use of technology. The second assumption is that such historically revealed social preferences and costs are sufficiently enduring to permit their use for predictive purposes. In the absence of economic or sociological

theory, this empirical approach provides some

insights into accepted social values relative

to personal risk.

136. Strengthening System-Built Blocks of Flats, Concrete, London, Vol. 3, No. 4, April 1969,

pp. 119-120.

Description of the work required to strengthen 29 blocks in inner London is given.

This action was undertaken after the Ronan

Point disaster and compHes with method B

of the Institution of Structural Engineer's Notes for Guidance which was prepared to insure the flats can withstand a recommended

static pressure of 2.5 psi. The strengthening,

which was carried on from inside the building, involved the bolting of steel angles to the precast concrete units of certain junctions,

19
thereby increasing the strength of the wall-to- floor joints. This work will provide a tensile resistance at each floor level, in both directions, of more than 1,500 lb/ft.

137. Stretch, K. L., Explosions in Domestic Structures; Part Two: The Relationship Between

Containment Characteristics and Gaseous Reactions, The Structural Engineer, London, Vol. 47, No. 10, October 1969, pp. 408-411.

Explosions caused by vapor phase reactions

between common inflammable solvents or sources of energy and air and the influence of particular features of domestic buildings are examined. The inherent features of estab- lished structural systems which have obscured

the necessity for special precautions in some

novel systems are discussed, as well as factors such as adequate venting, that should be in- cluded in any satisfactory design code. Simplified forms of the pressure waves are de- scribed and the impact on structures of tradi- tional brick design, of framed buildings and

of concrete panel construction are analyzed.

138. Structural Safety and Progressive Collapse. Concrete, London, Vol. 3, No. 2, February 1969,

pp. 47-48.

Outlines developments in the British Insti- tution of Structural Engineers and Comite

Europeen du Beton following the Ronan Point

inquiry panel report. It cites the basic docu- ments and designs principles endorsed by both

groups to limit susceptibility to progressive

collapse of large panel structures.

139. The Structures of Large Panel Buildings, Cal- culation and Design. Project of Polish Standards PN-68/B-032531, Warsaw, 1969.

The subject of the standard is the structural design and detailing of large panel buildings.

The principles presented deal with residential houses, hotels, schools, hospitals, etc., of heights not exceeding 16 stories with load

bearing walls made of normal and lightweight

aggregate concrete.

140. Structures to Resist the Effects of Accidental

Explosions, US Department of the Army, the Navv, and the Air Force, TM 5-1300 NAVFAC P-397, AFM 88-22 technical manuals,

respectively, Washington, D.C., June 1969.

The design of protective construction to limit the effects of an accidental explosion is described. Among the items covered include

the basis for design, effects of explosions, and

construction details. Analysis and design for both ductile and brittle mode response are

discussed.

141. Systems Buildings, Engineering News-Record,

Special Report, New York, Reprint from October 30, 1969. A history of systems buildings is presented

together with a discussion of current trends in U.S. construction. The efforts of European

Governments to increase building construction are evaluated and several systems de- scribed.

142. The Technical Advisory Panel on Explosion Research, England, 1969. Four major aims to follow in research on

explosion hazards in buildings are identified. The first should be a survey to determine the incidence and nature of gas explosions as well as their cause and effect, to determine the degree and nature of the risk. The second, to determine whether the risk of explosion can be

reduced by providing ventilation methods to disperse dangerous vapors taking account of

their practicability and relation to heating

cost. The third, to determine whether the pressures created by unavoidable explosions can be eliminated or controlled by venting.

Finally, the last project should be the study

of the effects of the pressures from explosions on structures of various kinds to establish provisions that may be required in struc- tures to resist pressures that cannot be

avoided.

143. Tests on Large Panel Construction, Bison Bulletin No. 7, Concrete Limited, 399 Strand,

London, W. C. 2., England, 1969.

Tests were conducted on all aspects of the construction of the Bison Wall frame system

in relation to the new criteria demanded by

the Ministry of Housing Circular 62/68 (see

80) . In the tests, the behavior of walls and

floors, and the joints between them were checked under an assumed force being equivalent to a standard static pressure of 5 psi

(720 Ib/ft^). Further tests were carried out on floors to determine their resistance to debris-loading in the event of a partial col- lapse of the building.

144. Wiggins, J. H., Effects of Sonic Boom, J. H. Wiggins Company, California, 1969.

Theoretical and experimental aspects of the sonic boom are discussed along with measured

behavior of structural elements subjected to sonic boom. Claims for sonic boom damages

are discussed from the standpoint of inspec- tion procedures and litigation experience.

145. Wilson, C, Gabrielsen, B., Edmunds, J., and

Bechtel, S., Loading and Structural Response

of Wall Panels URS Research Company, Technical Report, California, November 1969.

20
The progress on a long-range program to investigate the loading, structural response, and debris characteristics of wall panels is presented. The objective of the study, which

combines both analytical and experimental

work, is the development of improved pre- diction methods of the mechanics of struc- tural failure and fragmentation. During this reporting period which extends from December 1968 to August 1969, the major effort has been devoted to an analytical program

which has included wall panel failure predictions to aid in the design of the experimental

test program; wall panel failure theory; de- velopment of statistical failure theory for brick structures; and preliminary consideration of preloaded wall panels. Effort was also devoted to an experimental program which in- cluded loading tests, brick wall panel tests, concrete wall panel tests, interior sheetrock wall panel tests, a static test program, and a small number of tests to investigate the effect of air blast on civil defense shelter ventilating

equipment.

1970

146. Accident Analysis, Nuclear Safety. Vol. 11, No. 4, July-August 1970, pp. 298-308.

Nuclear plant safety is discussed with re- spect to tornado threats. Several aspects of tornados are covered, such as probability and

design of vital structures. The most important

aspects covered are the tornado wind forces and pressures and the possibility of tornado

generated missiles which can produce a threat

to the stability of buildings.

147. Alexander, S. J., and Hambly, E. C, The Design

of Structures to Withstand Gaseous Explosions, (Part 1 and Part 2), Concrete. London,

Vol. 4, No. 2, February 1970, pp. 62-65. and

Vol. 4, No. 3, March 1970, pp. 107-116.

A method is developed for the design of structures to withstand the dynamic loading

from gaseous explosions similar to that which

caused the collapse at Ronan Point. The

loading pressure pulse is described qualitatively because a precise description cannot be

given because of the absence of relevant re- search data. The response of a structure to such dynamic loads is discussed and a method

of design presented, with examples for floor slabs and load bearing walls. It is shown that

relatively small amounts of reinforcement pro- vide a substantial resistance to explosions.

Proposals are given for the research that must

be carried out to determine the design pres- sure pulse and to check the validity of the assumptions made.

148. Allgood, J. R., and Swihart, G. R., Design of Flexural Members for Static and Blast Loading, Monograph No. 5, American Concrete

Institute/ Iowa State University, Detroit, 1970. The fundamentals of blast dynamics are reviewed, design criteria are established, and

methods for the selection of reinforced concrete beams and slabs to resist static or blast loads are presented. A number of illustrative examples are given. References are made to experiments that verify the fundamental concepts and to sources which present more detailed discussion of specifics.

149. Apartment Building Collapses Despite Shoring,

Engineering News-Record, June 25, 1970, p. 13.A seven-year-old, 15-story reinforced concrete apartment building in Buenos Aires

totally collapsed killing at least 15 persons and injuring several others. The article ex- plains the condition of the building at the time of collapse. Severe cracking had been

noted in a number of columns and the struc- ture had been shored.

150. The Behavior of Structures When They Resist Explosions, Editorial Comment. Concrete,

London, Vol. 4, No. 3, March 1970, p. 87. The editorial points out very little was un- dertaken in the two years after the Ronan

Point collapse to determine true dynamic be- havior and resistance of structures to gas ex- plosions and calls attention to limited test pro- grams which indicate dynamic response to pressure pulses far exceed static analysis and

response.

151. Britain Tightens Building Standards. Moves to Stem "Progressive Collapse," Engineering

News-Record, April 16, 1970, p. 12. The article discusses the administrative

regulations issued in 1968 by the British gov- ernment which have now been made by Parliament. The provisions are written especially

to prevent progressive collapse, like the struc- tural failure at Ronan Point. Adoption of the law's high-rise standards brought mixed reac- tion within the industry and these views are

presented.

152. Building Explodes as Gas Leak is Sought. Engineering News-Record, February 5, 1970. p. 25.A gas line explosion leveled a two-story

brick building in downtown Houma. La., on January 24, killing three persons and damaging several other structures. The blast oc- curred as a utility crew and firemen attempted

to reach a reported leak.

21
153. The Building (Fifth Amendment) Regulations

1970 Notes for Discussion (RP/68/04), The

Institution of Structural Engineers, London,

England, June 1970. The Institution has provided these notes as an interpretation of the sections of the Fifth Amendment. The notes are intended as a guide for engineers.

154. Building Regulations and Public Health and

Safety, Editorial Comment, Concrete, London, Vol. 4, No. 5, May 1970, p. 165.

Editorial traces the development of the concept of "progressive collapse" and the design

philosophies to limit failures to local col- lapse. It criticizes the Ministry of Housing

for issuance of "panic document 62/68" and

the "unjustified 5 psi" criteria.

155. Canadian Structural Design Manual 1970, (NCR

No. 11530), Supplement No. 4 to the National Building Code of Canada, National

Research Council of Canada, Ottawa, 1970.

This is an introduction to the Canadian

Code of Practice provision requiring progressive collapse to be considered (see 177).

156. Collapse Blamed on Gas Blast, Engineering

News-Record, March 19, 1970, p. 3. The collapse of a block-long four-story, re- inforced concrete building in Godthaab,

Greenland, last week has been tentatively

blamed on an explosion in a gas line that runs the length of the building in the base- ment. Nine persons died in the collapse, which

dislodged central heat and gas main serving

the six-building complex.

157. Collapse of 10 Floor Sections Kills Two Workers, Engineering News-Record, March 5, 1970,

p. 15.

Sections of 10 floors of a 20-story apartment building under construction in Pitts- burgh collapsed killing two men. Apparently, an overload of masonry block on the concrete plank floor of the 19th floor caused the

failure. The weight of the falling block and

planking then sheared off 8X20 ft sections of nine floors of the building, finally dumping

an estimated 40 tons of debris onto the 10th

floor.

158. Comite Europeen du Beton-Federation Inter- nationale De La Precontrainte (International

Recommendations for the Design and Construction of Concrete Structures. Principles

and Recommendations), June 1970, FIP

Sixth Congress, Prague, Cement and Concrete

Association, London SWI, 1970.

These recommendations are the result of combining the CEB Recommendations for an

International Code of Practice for Reinforced Concrete (first edition 1964) and the draft FIP-CEB Recommendations for the Design

and Construction of Prestressed Concrete

Structures (edition issued in June 1966).

These earlier texts have been completely re- vised in the light of the development of knowledge of the subjects. The basic feature of these new 1970 Recommendations is that they cover the whole field of joint concrete and steel action, from reinforced to pre- stressed concrete, both with regards to design

and construction. Similarly, structural lightweight concretes have been considered along

with normal aggregate concretes.

159. Creasy, L. R., Department of Civil Engineering

Technical Instruction Serial 54, Department

of the Environment, London, August 1970. The technical instruction gives design pro- cedures and guidance on the interpretation of the Fifth Amendment to the Building Regulations to improve building structures resistance

to the onset of progressive collapse should

damage occur locally.

160. Creasy, L. R.. Interpreting the Fifth Amendment

to the Building Regulations, Concrete, London, Vol. 4, No. 6, June 1970, pp. 216-218.

Because of the uncertainty of the term

structural collapse and the doubt concerning

the distribution and magnitude of stress under

such conditions, engineers and local authorities have been interpreting the Fifth Amendment in a variety of ways. Mr. L. R. Creasy,

Chief Engineer to the U. K. Ministry of Public Building and Works, discusses his in- terpretation of the document speaking only

as a structural engineer. A typical cast-in- place concrete building of framed construction was chosen as an illustrative example.

Removal of various structural elements such

as, slabs, columns, and beams, was then dis- cussed, and the strength which the remaining

members had to develop to prevent excessive

structural damage was analyzed (see 163).

161. Custard, G. H., Donahue, J. D., and Thayer,

J. R., Evaluation of Explosive Storage Safety

Criteria, Falcon Research and Development

Company, Denver, Colorado, May 1970.

Relationships have been developed to help

in the understanding of the risks which are implied in the established explosive quantitydistance criteria. These relationships provide

a basis for estimating the potential damage to

j structures exposed in a blast field which is sufficient to cause incipient structural failure. The study was implemented through the defini22
tion of ten specific structures which have been

"exposed" to the blast forces from five charge

sizes through analytical modeling techniques.

Investigation was limited to target response to air blast forces with no consideration to ground shock, fragmentation hazards (ex- cept glass), fire hazards or other potential

threats.

162. Discussion on Explosions in Domestic Structures, The Structural Engineer, London, Vol. 48, No. 8, August 1970 pp. 319-329.

A series of discussions are presented which

deal with the papers The Relief of Gas and

Vapour Explosions in Domestic Structures,

by D. J. Rasbash (see 127) and The Relationship between Containment Characteristics and Gaseous Reactions, by K. L. Stretch (see

137).

163. Discussions to Interpreting the Fifth Amendment to the Building Regulations. Concrete,

London, Vol. 4, No. 7, July 1970, pp. 275-

276.

Discussion on Mr. Creasy's interpretation of the Fifth Amendment with respect to the example presented in his article Interpreting

the Fifth Amendment to the Building Regulations (see 160)

164. Dobbs, N., and Cohen. E.. Model Techniques

and Response Tests of Reinforced Concrete

Structures Subjected to Blast Loads, Models

for Concrete Structures, 1970, ACI Publication SP-24, pp. 407-447.

Model testing of reinforced concrete protective structures subjected to blast loads in order to verify design and construction tech- niques required for comparative scaling indi- cate that damage sustained by the model and

full scale structures is similar if each is tested in a similar manner, thereby establishing that model tests may be used to evaluate the struc- tural response of full-scale reinforced concrete structures to high explosive detonations.

165. Draft Recommendations for the Choice of Design Schemes, Soviet Economic Mutual Aid,

Moscow, February 1970.

Section 6, Design Requirements for Accidental Loads, gives recommendations to fol- low when designing a multi-story large-panel

building in which there exists the possibility of an accidental explosion. The regulations

give suggestions to be considered in choosing

structural solutions for the building to prevent

progressive collapse from a local failure.

166. The Fifth Amendment. Notes for next weeks ISE

discussion. Building, June 26, 1970, pp. 101-

102.

A series of notes discussing individual sec- tions of the English Building (Fifth Amendment) Regulations 1970 prepared by a working party of the Institution of Structural Engineers to serve as a basis for a public discus- sion of these regulations proposed to safeguard

against progressive collapse. Contains detailed, section-by-section comments on the proposed amendments.

167. Flak. H.. Hellers, B. G.. Holmgren. J., and Hoglund, T., Stormskador i Stockholmsomradet

(Storm Damage in the Area of Stockholm),

Statens Rad for Byggnadsforsking, R 44: Stockhohn, 1970.

This series of three reports deal with the frequency, nature and extent of damage oc- curring in various parts of Sweden during the severe storms in the autumn of 1969. Most of the damage was done to roofs of structures but some buildings suffered wall damage due to progressive failure once the wall initially

ruptured.

168. Full-Scale Strpnsrth Tests on Large Panel Construction, Precast Concrete, London, October

1970, pp. 283-290.

This article summarizes results of 137 static

tests of individual wall, roof, floor and joint

specimens of the Bison Wall Frame System

undertaken to demonstrate that the system

met the requirements of the Fifth Amendment

to the British Code of Practice (see 143). The

article describes in narrative form the purpose, general procedure and main results of the tests performed and concludes that this system meets the newly proposed element re- sistance criteria of the Fifth Amendment.

169. Gas Explosion Rips Subwav Construction Site, Engineering News-Record, April 16, 1970,

p. 11.

Gas leaking from a pipeline at a subway

construction site in a heavily congested sec- tion of Osaka, Japan exploded, killing at least 76 persons, injuring 240 and setting

off a series of fires that destroyed 30 buildings. The blast blew off more than 700 slab

sections, each 6^/2 ft long, 21/2 ft wide, 8 in thick and weighing 880 lb, that were covering

the excavation.

170. Gas Facts—A Statistical Record of the Gas

Utility Industry in 1970 Data. American Gas

Association, Washington, D.C.. 1970.

Presents statistical data for 1970 and summaries for earlier years for gas utilit)' industry. Data include information on reserves, production, utilization and transmission and

distribution systems.

23
171. Granstrom, S., Explosionsverkan—Ett Exempel

Pa Katastrofpaverkan (Explosion—An Ex- ample of Overstress), Nordisk Betonkongres,

Copenhagen, Denmark, 1970, pp. 159—169.

Discusses dangers of explosions in buildings. Surveys various types of potential explosions and main characteristics of each type.

Among types of explosions included are high

explosives, natural gas, dust, electrical, and

various types of gases. The paper describes

the main characteristics of the Ronan Point

explosion and subsequent Scandinavian regulations for minimizing the chance of a similar

accident. 172. Greenfield, F. C., Holtum, R. D., and Kalra, J. C,

Large-Panel Construction in a London Bor- ough, Concrete, London, Vol. 4, No. 12, De- cember 1970, pp. U3-447.

A discussion of the implications on industrialized building systems employing largepanel precast concrete construction, on the re- quirements to strengthen structures to resist damage from explosions produced following

the Ronan Point collapse of a large apartment building in London.

173. Hodgkinson, A., What the Post-Ronan Point

Building Regs Mean, The Architects' Journal,

London, February 25, 1970, p. 473. A structural engineer outlines the important

provisions of the Fifth Amendment to the English Building Regulations. This short article contains several very good sketches of the design conditions assumed under the alternate path criteria. The article is generally critical of the new requirements from practical application and philosophical standpoints.

174. Joints for Precast Concrete Components, Symposium at University College of Cardiff. De- cember 1970. Organized Jointly by Wales

Branches of the Concrete Society and Insti- tution of Structural Engineers. Concrete,

London, Vol. 4, No. 3, March 1970. pp. 105-

106.A brief report on a two day symposium held

in Wales to disseminate information on proper

design of joints between precast concrete

elements. The report outlines the key factors

to be considered in joint design with emphasis on meeting the new requirements imposed

after the Ronan Point collapse.

175. Large-Panel Structures and Structural Connections in Precast Concrete, Addendum No. 1 (1970) to British Standard Code of Practice

CP 116:1965 and CP:Part 2: 1969, British Standards Institution. London, England 1970.

The addendum relates to structures which

utilize precast load-bearing wall panels of not

less than a single-story height. The recom- mendations apply particularly where floor and

roof are of concrete panel construction, but

the principles should be taken to apply where

other types of floor and roof construction are

used. Clause 902 relates to recommendations

for accommodating local or general effects arising from constructional defects such as misalignment and lack of plumb. Clause 903

to 908 inclusively, deal with the connections

between units, the tying together of the structure, and the plan form of the building, aimed

at enabling the structure to accommodate a

limited amount of accidental loading which

may occur as a result of construction loadings, differential settlement of the supports,

thermal movements, explosions, and acci- dental impact. Clauses 909 to 916 also relate to connections in all types of precast concrete structures where connections and criti- cal sections of panels close to joints must be

designed to resist the worst combinations of shear, axial force and bending caused by vertical and horizontal loads. 176. Leggatt, A. J., Design for Accidental Damage,

An open discussions meeting to be held Jan- uary 14, 1971, The Structural Engineer, London, Vol. 48, No. 12. December 1970, p. 466. An introduction by Mr. Leggatt is presented

along with his definition of "accidental" damage as related to the structural engineer. De- ployment of the various responsibilities in the conception and design of structures to others,

instead of solely on the structural engineer is advocated. It is pointed out, although certain

responsibilities may be neatly delegated to others, in practice the structural engineer

often has to do it alone, especially when it comes to developing new materials or tech- niques. It is further suggested that by compiling a code for guiding the structural engi- neer in the use of new materials and tech- niques, partial protection may be afforded between excessive caution on the one hand and

excessive boldness on the other. Several rules for guidance are given for the structural engineer to follow when using new material

and techniques (for discussion see 214)

.

177. NationalBuildinsCodenf Canada, 1970. (NRCC

11246), Associate Committee on the National Building Code, National Research

Council of Canada, Ottawa, 1970.

Section 4.1.1.7 covers the subject of pro- gressive collapse (for supplement see 155).

178. Notes for Guidance. London Building (Constructional) Amendina; Bv-Laws 1970, Greater London Council, London England.

These notes have been prepared in consulta- tion with the District Surveyor's Association

24
(London) for the guidance of those responsible for the design and construction of build- ings in the Inner London area with a view

to explaining the application of the Amending

By-Laws 2.06 (1) to (9), Vehicular Impact,

and Amending By-Law 3. "This explanatory

document in many ways reflects the thinking

of the CP. 116 Addendum with regard to peripheral and internal tie forces, their de- velopment, relation to story height, and general details: It confirms the views of the Structural Document that most fully framed

structures wiU meet the requirements."

179. Otway, H. J., Battat, M. E., Lohrding, R. K., Turner, R. D., and Cubitt, R. L., A Risk

Analysis of the Omega West Reactor, University of California, Los Alamos Scientific Laboratory, Los Alamos, New Mexico, July

1970, pp. 4r-5. A method for estimating the risk from

reactor installations is presented. The method,

which considers both accident probabilities,

estimates individual risk as a function of di- rection and distance from the reactor. Comparison of reactor risk is then compared with

the numerical values of risk that are com- monly accepted such as. motor vehicles, fires, lightning, etc.

180. Pipeline Accident Report. Low-Pressure Natural

Gas Distribution System, Burlington, Iowa,

National Transportation Safety Board, Report

No. NTSB-PAR-70-1, Washington, D.C.,

October 1970.

During a highway construction project in Burlington, Iowa, a bulldozer drove over and

partially collapsed the steel covers of a gas

regulator pit, damaging the regulator. The

regulator served to reduce high-pressure gas

to low pressure for distribution of the Iowa

Southern Utilities Company (ISU) . While

the pressure was partially controlled by a monitoring or safety regulator, gas, reportedly at four to five times the normal operating

pressure, entered the distribution system. Gas

customers in the affected area reported high

gas pilots and fires to ISU and the fire de- partment which caused major damage to the

interiors of 10 houses and minor damage to kitchens and appliances in 42 others. Property damage was estimated at $80,000.

181. Poor Materials, Roof-Top Pool Blamed for Collapse, Engineering News-Record, February 26,

1970, p. 13. A 15-story reinforced concrete apartment

building scheduled for occupancy in 5 months

totally collapsed in Buenos Aires. Initial find- ings suggest that inferior materials and ex- cessive roof weight caused the collapse. An

empty roof-top swimming pool 65 ft long by

20 ft wide contributed to the collapse.

182. Rasbash, D. J., Palmer, K. N., Rogowski, Z. W.,

and Ames, S., Gas Explosions in Multiple

Compartments, Fire Research Station, Fire

Research Note No. 847, England, November

1970. Experimental tests were conducted to define

the data needed in the mathematical modeling

of gas explosions in buildings. The explosions

took place in a strong chamber with partitions

simulating the division of a building into rooms. Explosive mixtures of air and manufactured gas or air and natural gas were used. Pressures substantially larger were obtained

than those which might be expected if no partitions were present.

183. Second Annual Report of the Secretary of Transportation on the Administration of the Natural Gas PipeHne Safety Act of 1968, Department of Transportation, Washington, D.C.,

April 1970. The report is a compilation for the calendar year 1969 of gas pipeline accidents and cas- ualties based upon failure reports received

by the Office of Pipeline Safety. Classification of incidents are in terms of date, state, city,

number of injuries, number of fatalities, property damage, and cause. The report lists the Federal Gas Pipeline Standards presently

in effect, evaluation of the degree of observ- ance of applicable safety standards, analysis of research activities as a result of Federal

Government and private sponsorship, pending or completed judicial actions, dissemination of technical and consumer-oriented in- formation, and recommendations for additional legislation.

184. Soviet Ekon. Wsaimooomoshtshi : Rekomendacii Po Vvboru Rastshotnych Schiem-Rabotsnyi Material, Moscow, February 1970.

Design Code for Socialistic Countries.

185. Special Studv of Effects of Delay in Shutting

Down Failed Pipeline Systems and Methods

of Providing Rapid Shutdown, National Transportation Safetv Board, Report No. MTSB—

PSS-71-1, Washington, D.C., December

1970.

In recent pipeline accidents, a delay in promptly shutting down the failed pipeline

systems has magnified the effects of the ac- cident. The study points out that by reducing

the time between failure and shutdown, the accident effects can be minimized or eliminated. Some of the methods and tvpes of equipment that are presently available for use in a rapid shutdown are discussed. The

25
need for Federal regulations and guidelines

in this area is pointed out by the fact that the current regulations would not have pre- vented any of the accidents referred to in the study. The study also discusses the degree of

security to be provided for the public with

respect to, the relative hazard of the commodity, the size of the population-at-risk at points

along the pipeline, and the potentially damaging effects on property and the environ- ment.

186. Stability of Buildings and Their Design for Pre- vention of Progressive Collapse Due to Local

Damage. Report of Nordic Sub-Committee on

Large Concrete Panels, Nordic Concrete Association Committee on Regulations, Sweden,

January 29, 1970.

Guidelines are presented for recommendations on design of all buildings to prevent the

possibility of progressive collapse. This re- port formed a basis for work on a supplement

to Swedish Building Norm (SBN) taking

into account the risk of accidental damage.

187. Statutory Instrument 1970 No. 109. The Building (Fifth Amendment) Regulations, Her

Majesty's Stationerv Office, London, England,

1970.

These regulations amend the Building Regulations 1965 by imposing additional require- ments as to the structural stability of build- ings of five or more stories (including any

basement). Buildings must be constructed so

that if any portion of any one essential struc- tural member (other than a portion which

satisfies certain specific conditions as to load) were to be removed, the consequent structural

failure would be limited as specified in the Regulations. The Regulations also add to deemed-to-satisfy provision in relation to the same matters. The regulations apply to all forms of construction, cast-in-place and precast concrete, structural steel, large panel,

masonry, etc. 188. Strengthening Tower Blocks of Large-Panel

Construction, Concrete, London, Vol. 4, No.

4, April 1970, pp. 142-143.

A new device is described for strengthening

multistory structures built from large panels

so that they will comply with the new British

regulations, introduced since the collapse at Ronan Point. Steel angles are positioned along

the internal joints of the structure and bolted

to the fall and floor slabs against which they

abut.

189. Structural Design Requirements for Council

Buildings, Divisional Instruction No. 5, Greater London Council, Department of Architecture and Civic Design, Structural Engineering Division, January 6, 1970.

Contains design and detailing procedures

for carrying out the intent of amendments

to the Building Regulations design to minimize risk of progressive collapse. Prepared

for engineers designing high-rise buildings

to be built in the London district. Considers

many types of buildings and suggests where

checks should be made in each.

190. Supplement, London Building (Constructional)

Amending By-Laws, 1970, Greater London

Council, London, England.

The document shall be substituted for bylaw 2.06 of Part II (General) of the London

Building (Constructional) Amending By-Laws

(no. 1) 1964. It has the same intent as the Building (Fifth Amendment) Regulations but

with a number of modifications.

191. Tenement Hit by Car Collapses, Washington

Post, Washington, D.C., August 2, 1970. A car crashed into a five story tenement

building in New York knocking out a build- ing support and sent tenents and parts of apartments crashing into the street. The car crossed the sidewalk, knocked over a fire hvdrant, side-swiped a wall and crashed into the ground floor section of the building. The

removal of the building support caused the second floor to collapse and then the third, fourth and fifth in a chain reaction.

192. Twin Gym Collapse Is Double Trouble, Engineering News-Record, January 8, 1970, p. 40. Two identical, steel-framed hexagonal

school gymnasiums in Tennessee collapsed

within 12 h and 12 miles of each other. Both

gyms failed at precisely the same points where

trusses joined a tension ring but whether or not the failures were caused by material, de- sign or other defects has not been determined.

193. Ventilation in Dwellings to Reduce Explosion

Risk, Journal of the Institution of Heating

and Ventilating Engineers, London, Vol. 38,

July 1970, pp. 92-94.

This is a report on a colloquium held at the Institution of Heating and Ventilating

Engineers. The meeting was prompted by

Reconunendation 21 of the report on the ex- plosion at Ronan Point, "Consideration should

be given to means of improving ventilation

in flats and high blocks," and paragraph 172

of the report which remarked that the tend- ency of escaping gas to accumulate in the upper parts of rooms could be greatly re- duced by ventilation.

26
1971

194. Adams, H. C, The Design of Brickwork Against

Gas Explosions, British Cercimic Research Association, Proceedings, Second International

Brick Masonry Conference, Stoke-on-Trent, 1971.

The paper discusses the accidental damage

concept and possible causes of abnormal loading, and describes the nature of explosion

damage to brickwork. Design requirements

are considered in relation to the Building

(Fifth Amendment) Regulations and to the

possibility of providing venting relief. The

"alternative path" bridging solution is the preferred design method at present.

195. AUen, D. E.. Schriever, W. R., and Plewes, W.

G., Structural Integrity. Commentary No. 7, Supplement No. 4 to NBC 1970, Canadian

Structural Design Manual (NRCC 11530),

National Research Council of Canada. Ottawa,

1971.

This commentary gives guidance to the de- signer by defining the term structural integrity, outlining the abnormal loads to be considered, and indicating the general design

approach to be utilized to avoid progressive

collapse (see 177)

196. Astbury. N. F., West, H. W. H.. and Hodgkinson, H. R., Experimental Gas Explosions

Report of Further Tests at Potters Marston,

Fourth Symposium on Load-Bearing Brickwork at the Mount Royal Hotel, British Cer- amic Society, London, England, 1971.

Experiments involving gas explosions were

carried out to investigate the effect of differ- ent layering conditions in a pair of rooms. During the tests, different layers of both gas and a gas/air mixture were used. In two of

these experiments, the most explosive (stoichiometric) mixtures of manufactured gas and

air were obtained and the resulting explosion caused, in one case, minor, and in the other case, major damage to the S^^-story

building which was of load-bearing brick. These experiments were a repeat of earlier

tests in which an attempt was made to demonstrate the effects of turbulence. Turbulence

has the effect of increasing the pressures de- veloped when an explosion proceeds from one room to another filled with gas, namely, the "cascade" effect. The test demonstrated the

effectiveness of venting in limiting the maximum pressure developed in an explosion. Despite suffering extensive damage, the brick

building could be safely propped and no progressive collapse occurred.

197. Astbury, N. F., West, H. W. H., Hodgkinson, H.

R., Cubbage, P. A., and Clare, R., Experi- ments to Determine the Resistance of Brick

Buildings to Gas Explosion, British Ceramic

Research Association, Proceedings Second In- ternational Brick Masonry Conference, Stoke- on Trent, 1971. A programme of experimentation has been

undertaken to determine the nature and extent of the forces generated by normal domestic gas explosions, and to determine the ef- fect of such forces on brickwork panels and

on conventional loadbearing brickwork structures. The effectiveness of venting has been

established and the pressures at which this occurs measured. The pressure necessary to damage a 4% in brick wall, an 11 in cavity wall and a 9 in wall have been measured.

Pressure profiles have been established for balloon and layered explosions and for natural and town gas. It has been shown that the ac- tual pressure developed is in good agreement

with that estimated from the heat content of the gases. The effect of cascade explosions

proceeding from one room to another has

also been examined.

198. Blast Leaves 620 ft British Tower Intact, Engineering News-Record, November 11, 1971,

p. 15. A bomb blast in London's 36-story British General Post Office Tower blew out about

one-third of one upper floor's window wall,

but did not cause any structural damage.

About 10 lb of dynamite was responsible for

the blast.

199. BoTTib Data Report. California Department of

Justice Criminal Intelligence Branch, California, 1971.

Statistical data on property damage, property loss, deaths and injuries, cities and tar- gets most consistently hit, and monthly

threats are analyzed for 1084 California

bombing incidents reported during 1971.

200. Boston Collapse Comments, Reader Comment,

Engineering News-Record, August 19, 1971,

p. 7.

This letter explains some of the findings of the investigating commission and its consultants with respect to the 16-story apartment building collapse in Boston. The in- vestigators found the construction did not conform to the design documents and the concrete strength in the roof slab was substantially below specified strength (see 204)

27
201. Bradshaw, R. E., and Foster, D., Two LoadBearing Brickwork Buildings in Northern

England, British Ceramic Research Association, Proceedings Second International

Brick Masonry Conference, Stoke-on-Trent, 1971. The paper describes two calculated brick- work buildings; one a completed fourteenstory block of flats at Oldham, and the other

a four/five-story slender cross-wall hostel at York. Foundations, wind loading and progressive collapse are discussed in relation to the design of both blocks. Comments on the construction of the completed block are in- cluded and details of costs of structural work

for both blocks are given.

202. Brondum-Nielsen, T., Prevention of Structural Collapse (3.1). Build International, London,

Vol. 4, No. 5, September/October 1971.

Author maintains that the use of large concrete panel systems for multi-story buildings

involves a risk of progressive collapse, which

requires a new design philosophy. Local col- lapse is caused by abnormal situations and

the risk of such situations may be reduced

but cannot be eliminated. Thus, there is a need to design the structure not to resist local collapse, but to resist a progressive collapse.

The best way to prevent progressive collapse

is to supply alternative paths for the transfer of loads in the event of the loss of a critical member.

203. The Building Collaose at 2000 Commonwealth

Avenue, Boston Massachusetts, Report of the Mayor's Investigation Commission, City of Boston, Boston Public Library, Boston, Massachusetts, June 1971. An extremely detailed report of the Investi- gating Commission appointed by the Mayor of the City of Boston after collapse during construction of a 16-story reinforced concrete

flat plate apartment building. The Commission concluded that a shear failure around

one column propagated laterally to include an entire half of the structure at both the roof and later at the 16th floor. The structure then collapsed progressively vertically to the ground. Principal causes of failure were at- tributed to inadequate shoring and low concrete strength as well as numerous construction and inspection irregularities.

204. Building Collapse Blamed on Desisn, Construction. Engineering News-Record, July 15,

1971, p. 19. The crucial failure in Boston which started the progressive collapse of two thirds of the building from the 16th through the first floor.

occurred when the roof slab failed in shear

around a column. The report noted errors in the detailing of the structural plans and probers found that rebars were missing in col- umns. The roof slab was subjected to a tem- porary construction overload by the weight

of the freshly placed mechanical floor slab. The concrete strength on the roof was less than specific-substantially below 3,000 psi

(see 229).

205. Building Collapse Brings Indictments, Engineering News-Record, December 23, 1971, p.

3. Four persons are each charged with four counts of manslaughter, and six persons and

one corporation are charged with conspiracy

to violate the Boston Building Code in con- nection with the January 1971 apartment

building collapse (see 206).

206. Cause of Fatal Collapse Unknown, Engineering

News-Record, February 4, 1971, p. 13. The cause of the progressive collapse from

the 16th story through the first floor of the reinforced concrete apartment building in Boston is still unknown (see 229) . The build- ing is of flat plate design and three possible causes for the collapse are discussed.

207. Collapse Blamed on Deficiencies in Design, Engineering News-Record, New York, March 11,

1971, p. 15. The collapse in Brazil of a reinforced concrete exhibition hall under construction that

killed 65 workers was blamed on insufficient reinforcing steel and insufficient allowance

for settlement of the building's foundation. A

278X98 ft section of roof fell after removal

of the last of the shoring that supported the

slab cast three months earlier. Before the col- lapse, one of the supporting columns reportedly sank, leaving a depression around its base (see 208).

208. Collapse of Reinforced Concrete Roof Kills 30, Engineering News-Record, February 18,

1971, p. 12. The article reports that a government

agency in Brazil is investigating the recent

collapse of the newly cast roof of a reinforced concrete building. The concrete roof slab, 279X148 ft in plan crashed 41 ft to the ground almost immediately after a worker

knocked out the last section of shoring sup- porting the completed roof. It is believed

that the weight of the roof slab on its columns

must have caused the ground to settle.

209. Correction. Reader Comment. Engineering NewsRecord, February 11, 1971, p. 7.

28
The January 28, 1971 report of the Boston apartment building collapse erroneously de- scribed the building as having a steel frame.

The building's frame was reinforced concrete

(see 229).

210. Creasy, L. R., Partial Stability, Design Circular,

Directorate of Civil Engineering Development,

Department of the Environment, London,

England, August 1971. Design procedures are described to insure

"partial stability" of a structure for the pre- vention of complete disaster following the onset of a local mishap. This "stability" is based on the "catenary" and "membrane"

chara(cteristics of the components of the framework where adjacent components to the damaged ones must be capable of "bridging" or "stringing" over the area of local damage. Tests were made at Imperial College,

London on beam and slab specimen to confirm

the possibility of the suggested design pro- cedures.

211. Cutler. J. F., Plewes. W. G., and Mikluchin, P.

T., The Development of the Canadian Building Code for Masonry, British Ceramic Research Association, Proceedings Second In- ternational Brick Masonry Conference, Stoke- on Trent, 1971. During the past decade a successful vigor- ous effort has been made in Canada towards

the implementation of modern technical de- velopments in the structural design of masonry. These efforts resulted in the codification of theoretical and experimental results in the form of a modern Building Code. In developing suitable code regulations, critical evaluation of structural research information

reported by other countries has been taken

into consideration. The paper explains how

research information has been put to use in Canada and underlines the Canadian approach

to several questions which may be considered

in some way special to the overall development of engineered load-bearing masonry.

Section 9 especially deals with design against

progressive collapse.

212. Design To Avoid Progressive Collapse, Chapter

21 and Chapter 22 of Svensk Byggnorm 67

(SBN). Statens Planverk, Draft August 1971. Svensk Byggnorm 67 consists partly of

regulations which are compulsory both for the builders and the authorities, and partly of recommendations which are optional. The

regulations shall, with certain exceptions, be

applied from the 1st January, 1968. (English

Translation of 345).

213. Design Was Not Cause of Collar)«e, Engineering

News-Record, November 11, 1971, p. 16.

Excerpts from the ref>ort of the Blue Ribbon Commission, set up by the City of Boston for the purpose of enquiring into the cause of the 16-story apartment building col- lapse, are given to correct errors and omissions made by ENR which may have raised the erroneous inference that the collapse was

caused by design faults (see 200 and 204).

214. Discussion. The Economic and Social Factors

of Design for Accidental Damage, The Structural Engineer, London, Vol. 49, No. 7, July

1971, pp. 299-305.

A series of discussions are presented which

deal with economic and social aspects of de- sign for accidental damage including relative risk of severe damage to high rise buildings

as compared to both low and medium rise as well as transportation accident risks (see

174).

215. Dowding, C. H., Response of Buildings to Ground Vibrations Resulting from Construction Blasting, Doctoral Dissertation,

University of Illinois at Urbana, Champaign,

1971, 219 pp.. Dissertation Abstracts, Vol. 32: 10(B), University Microfilms Order No.

72-12, 143. An assessment of the damage potential of blasting vibrations through the application of response-spectrum-analysis techniques is in- cluded in the paper.

216. Draft British Unified Code for Structural Concrete. Notes on Clauses for Preventing Progressive Collapse, CIB Commission W 23,

Venice, October 1971.

Contents of the draft apply to all concrete

structures. The extent of primary damage due

to unpredictable loads is not defined, in- stead it is stated that "there should be a reasonable probability that the structure will not collapse catastrophically." A factor of safety of 1.05 is required in designing

against the effects of excessive loads. Stability requirements for all concrete structures are in the form of force requirements. The

principle involved in the draft is one of en- suring that the structure is adequately tied together in all directions. It is recognized

that the effects of excessive loads are impossible to quantify and the magnitude of the tie forces have been chosen to eive a reasonable

probability against catastrophic collapse, when

used with the design methods given in this Code dealing with normal loads.

217. Ferahian, R. H., Design Against Progressive

Collapse, Technical Paper 332 (NRCC 11769)

Ottawa, National Research Council of Canada,

Division of Building Research, July 1971.

29
This paper presents background data and

recommendations needed to help chart fu- ture action in formulating rules for codes of practice and research in the field of large

panel structures with particular emphasis on

all aspects of progressive collapse. All the unusual and accidental loads that can cause

progressive collapse are presented and their nature and damage potential discussed. Gas

explosions as a cause of progressive collapse are comprehensively treated in light of the

British experience with the Ronan Point Disaster and the subsequent legislation leading

to the Fifth Amendment of the Building Regulations 1970. British and European thinking

and practice are compared. With this as background, the current Canadian approach for the prevention of progressive collapse, as given in the National Building Code of Canada, 1970, is appraised.

218. Field Survey of the Damage Caused by Gaseous

Explosions, Construction Industry Research

and Information Association, London, October 1971.

The frequency and severity of gas explosions was examined and the conclusion was

reached that roughly one severe or very

severe explosion occurs every two weeks.

There was some evidence that the incidence

of explosions is increasing.

219. Fry, J. F., Gas Explosions Attended by Fire

Brigades in Dwellings, Journal of the Insti- tute of Fuel, England, August—September

1971.

United Kingdom fire incidents involving ex- plosions of manufactured gas in dwellings

during the 13 years, 1957 to 1969. were ex- amined. The average annual incidence was shown to be approximately 90 but appeared to be increasing as the consumption of gas in- creases. The average rate of incidents is about

5.0 per 10® therms of gas sold. Approximately

48 percent of the incidents cause some struc- tural damage and in 40 percent of these it was

considered "severe." From reports involving

manufactured gas and natural gas in 1969, it appeared that natural gas was more likely to cause explosions, but that the explosions were of similar violence for the two types

of gas.

220. Gas Explosion in Wohnhochhausern (Gas Explosions in Highrise Apartment Housing)

,

Impressions from the conference entitled Niederlandischen Betontag in Utrecht. Part Two, Die Bauwirtschaft Wiesbaden, Vol. 1—2,

January 1971, pp. 10-11.

The state of interest and research into the

risk and danger of gas explosions in the Netherlands is outlined. Tests were conducted

with natural gas explosions in dwelling rooms

to determine pressures required for building

design. The two rooms were connected and

various wall sizes were used with different

sizes of window openings and thicknesses of

glass. It was concluded that the conversion of

a dynamic explosion pressure on binding ele- ments into a static pressure for design de- pends upon many parameters and should be

further investigated. It was further determined

that window glass which is not too thick and

windows which are large enough are an ad- vantage in keeping explosion pressures in dwelling down.

221. Gas Line Explosions Draw Attention to Inadequate Laws and Enforcement, Engineering

News-Record, April 15, 1971, pp. 9-10.

Contractors cause more than twice as many

gas line accidents as any other single source, according to the Department of Transportation. During 11 months in 1970, the gas utility

industry reported 1,019 leaks and 26 related

fatalities. Damage to distribution or low- pressure gas lines accounted for 676 of the

leaks, 462 of which were caused by outside

forces.

222. Gifford. R. W., The Resistance of Buildings to Accidental Damage, Bison Limited, Notes of the paper presented to the Los Angeles Convention of the PCI, London, England, 1971.

The accident at Ronan Point is briefly re- viewed and a discussion on its technical cause

is presented. A historical summary of the various documents produced in the United

Kingdom following the incident is covered,

giving a background to the thinking behind

the documents and a short commentary on

them. Finally, a discussion on current practice and a look at possible future trends is presented.

223. Granstrom, S., Bygger Vi Korthus? Byggnadsindustrin 19, Stockhohn, 1971, pp. 50-51.

Outlines several examples of progressive

collapse which have occurred including Ro- nan Point, Godthaab New York, Auch and a gas explosion in Gubbin2;er. Describes model

tests used to study progressive collapse in building structures and summarized current Scandinavian Building Regulations which at- tempt control of progressive collapse.

224. Granstrom, S., Bvggnaders Stabilitet Efter Katastrofskador. Krafter i Elementfogar-Modellforsok (Stability of Buildings after Accidental

Damage. Forces in Element Joints-Model

30
Tests), Statens Institute for Byggnadsforskning, Report R20:1971, Sweden Symposium

at University College of Cardiff, December

1970. Organized Jointly by the Concrete Society and Institution of Structural Engineers.

For summary of papers see Concrete, London,

Vol. 4, No. 3, March 1971. Model tests, to scale of 1 : 20, involving

studies of joint forces and framework de- formations in buildings which have sustained

local damage are described. The tests relate mainly to domestic and office buildings of precast concrete. The results show that pro- viding joint connections, even of moderate

strength, can reduce dramatically the probability of collapse of buildings.

225. Granstrom, S. A., and Carlsson, M., Building

Design for the Avoidance of Progressive Col- lapse (Byggnaders ut Formning for Undvikande av Fortskridande Ras), Library Communication No. 1670, Statens Institut for Bvggforsknins; Projekt C653:2, Stockholm,

July 1971.

Over 20 various cases of building collapse are described in fairly great detail. Illustra- tions and photographs of the collapsed build- ings are also included. A substantial biblio- graphy is included.

226. Guidance on the Design of Domestic Accommodation in Load-Bearing Brickwork and Block- work to Avoid Progressive Collapse Following an Internal Explosion Institution of Civil Engineers, 4th Svmposium on Load-Bearing

Brickwork. British Ceramic Society, London,

1971. A committee convened by the Institution considered the probable effects of an explosion of the severity of that which occurred at Ronan Point in domestic accommodation constructed of load-bearing brickwork or block- work. They have considered the extent of the major structural damage which is likely to arise and have tried to provide guidelines on

which the design of new construction should

be developed in order to avoid progressive

collapse occurring in these circumstances.

They suggest solutions for strengthening

buildings at both ends of the sensitivity to progressive collapse spectrum.

227. Haseltine, B. A., and Au. Y. T.. Design and

Construction of a Nineteen-Story Load-Bearing Building, British Ceramic Research Association, Proceedings Second International

Brick Masonry Conference. Stoke-on-Trent, 1971. The circumstances leading up to the deci- sion to use brickwork for a large housing

scheme at Portsdown, Hampshire are de- scribed. The scheme includes fifteen, seventeen and nineteen-story tower blocks, of which

thirteen, fifteen and seventeen stories respectively are constructed in load-bearing brick- work. There is an associated low-rise development of four, six, and eight-story load-bearing

brick buildings. The engineering design of the nineteen-story block is described and the brickwork strengths are given, together with an outline of the specification used. The early

construction difficulties and techniques are

indicated. Section 3.4 especially deals with

progressive collapse. The paper is illustrated with diagrams, plans and photographs of the building.

228. Haseltine. B. A., and Thomas, K., Load-Bearing

Brickwork Design for the Fifth Amendment

(To the 1970 Building Regulations). Technical Note, Vol. 1, No. 3, Brick Development

Association, England, July 1971.

This technical note summarizes the ap- .proaches that designers may take to design

and detail load-bearing brick structures to safeguard against progressive collapse follow- ing removal of one or more load-bearing walls

in an accident such as a gas explosion. The

note includes several detailed calculation ex- amples as well as a summary report of a test series assessing lateral load resistance of

axially loaded brick walls.

229. High-Rise Fails During Construction, Engineering News-Record January 28, 1971, p. 3.

Half of a 16-story luxury apartment build- ing under construction in Boston collapsed.

The roof, which was being concreted, failed

first, and a half hour later, an entire wing of the building collapsed (see 209)

230. Highway Accident Report. No. NTSB-HAR-71-

6. National Transportation Safety Board,

Washington, D.C., May 12, 1971. On May 30, 1970. a tank truck partially

filled with liquefied oxygen exploded, with- out warning, after making a delivery at the Victory Memorial Hospital in Brooklyn, New

York. The force of the explosion and ensuing

fire resulted in fatal injuries to the driver

and a bystander, minor injuries to 30 other persons, and substantial property damages.

The report contains the probable cause of the accident and contributory hazards. Of particular interest are the calculations of probable pressures present in the accident.

231. Kanoh, Y., Yamanouchi, 0.. and Ota, Y., Rec- ommendations on the Structural Design of 5 Storied Apartment Houses in Precast Concrete Wall Systems; Seminar Under the

31
Japan-US Cooperative Science Program, Construction and Behavior of Precast Concrete

Structures, Seattle, August 1971, pp. 211-222.

This report is a commentary of the pro- posed recommendations on the structural design of the apartment houses in wall system construction, composed of the precast concrete large panel units. The apartment houses designed to the recommendations are the most typical of the industrialized housing in Japan. Background and the design

procedure of the recommendation are ex- plained. Safety provisions are examined by

the full-size test results conducted by Building Research Institute. A part of the transla- tions of the recommendations are shown as an appendix.

232. Lewicki, B., Constructions Industrialisees en Grands Elements—Conception des Joints

Prevention Coutre la Rupture de Proche en Proche (Industrialized Construction with

Large Panels—Design of Joints for Prevention of Progressive Collapse) , Comite Euro- pean du Beton, Bulletin D'Information No.

77, April 1971, p. 89. A very informative summary of the de- velopment of joint design in precast struc- tures with emphasis on joints in large panel

structures. Gives detailed suggestions for de- sign of structural svstems to minimize danger

of progressive collapse (i.e., tension or sus- pended slab systems) and for practical tie beam and joint design.

233. Lewicki, B., Prevention of Progressive Collapse, Beton-En Betonconstructies 1. De Ingenieur,

Netherlands, February 12, 1971, pp. 7-11.

A general discussion of the work done by

different agencies including the European

Concrete Committee (CEB) on progressive

collapse is outlined. Broad definitions, as given by the Scandinavian Draft Stability of Buildings and Their Design for Prevention of Progressive Collapse due to Local

Damage, are listed for the unpredictable

loads and effects which are not taken into account in the design of buildings. Several

codes or working documents are then dis- cussed with respect to the unpredictable magnitude of local extreme loads and the extent to which local damage must be limited. Also dis- cussed in this paper are the Scandinavian

Draft, The British Addendum No. 1, The

Italian Code of Practice, the Preliminary In- dications for Design Recommendations for Large Panel Buildings of Socialist Countries,

and The CEB-Recommendations for LargePanel Structures.

234. Ligtenberg, F. K., Structural Safety and Fire

(1.3), Build International, London, Vol. 4, No. 5, September/October 1971. An analysis of damage caused to buildings

shows that overloading and inferior materials cause trouble, but more frequently damage is caused by fire and collisions. The author concludes that fire is a loading case that must be

explicitly treated in structural calculations. More data, especially on material properties

under fire conditions, are needed. He states that in Netherlands there are some 4,000,000

buildings and that in 1967, 20 collapsed from

local overload, 50 collapsed due to material

defects or design error, around 100 were

badly damaged in collisions, 200 were damaged in explosions, and in 200 cases wind

caused sizable damage. In contrast, 15,000

experimental fires with 1,500 having severe

fire damage indicates that assuming a 100

year life, some 5 percent of all buildings will experience fire damage in their useful life and must be considered in design.

235. Lugez, J., Influence Des Joints Horizontaux Sur

Les Structures En Grands Panneaux (Influ- ence of Horizontal Connections on Structures Made from Large Concrete Panels), Comite

Europeen du Beton, Bulletin D'Information No. 77, April 1971, p. 157.

This report details the various require- ments of horizontal joints in panelized construction. It considers the role of the joint

in developing overall structural action, possi- ble effects of joints on the vertical load ca- pacity of the joints, and the role of the joints in transferring lateral shear loadings. Design

formula and typical schematics of joint details are given.

236. Mainstone, R. J.. The Breakage of Glass Windows by Gas Explosions, Current Paper 26/

71, Building Research Station, England, October 1971.

Existing ejperimental data on the strength

of glass under loads of very short duration

are reviewed. The basis for graphic presentation of likely breaking pressures, under gas- explosion loading, for particular sizes and

thicknesses of window panes is provided. An

earlier review by Rasbash (see 127) of data on the venting of gas explosions was then used as a basis for extending the graphic

presentation to cover also the possible rise in pressure after the glass is broken by explosion. The graphic presentations can be used

directly for estimating the pressure reached

in actual explosions from observations on the damage to glass windows. They may be used

in design of glazing as an explosion vent.

32
237. Mattock, A. H. and Hawkins, N. M., Research on Shear Transfer in Reinforced Concrete Report SM 71-2, University of Washington,

Department of Civil Engineeering, Seattle, Washington, August 1971.

Tests were conducted in a continuing in- vestigation of the parameters affecting shear

transfer strength in reinforced concrete. Some

of the factors which have been studied are

(1) the characteristics of the shear plane,

(2) the characteristics of the reinforce- ment,

(3) the concrete strength, and

(4) direct stresses acting parallel and

transverse to the shear plane.

Shear transfer in design from the ACT Building Code, ACI, 318—71, is reviewed. Conclusions based on the test results are included.

238. Monthly Summary Reports, January through

December 1971, National Bomb Data Center,

International Association of Chiefs of Police,

Maryland.

Bombing incidents covered by the public

media as well as those incidents reported di- rectly to the National Bomb Data Center by

participating agencies are summarized. Bombing incidents are statistically broken down

according to type, i.e., explosive or incendiary, number of casualties, damage, geographic

region, known or suspected motive or intent,

type of devices and fillers, target location

and state. Also included in the report is a

chronological summary of reported incidents. 239. Morton, J., Davies, S. R., and Hendry, A. W.,

The Stabilitv of Load-Bearing Brickwork

Structures Following Accidental Damage to a Major Bearing Wall or Pier, Proceedings

Second International Brick Masonry Conference, British Ceramic Research Association,

1971, pp. 276-281.

The authors have investigated the possibility of a progressive collapse in a number of

high-rise and low-rise brick structures. The

assessment was made on the basis that, after local failure of one-load-bearing member, other

structural members must provide an alternative path of support. This alternative path

brought into play either the strength of the

floor slab or the bearing support supplied by

an orthogonal wall. A number of situations which could be critical and which would re- quire investigation are outlined and methods

of calculating the stability of the structure are described.

240. Morton, J. P. and Persinger, G. S., Bombing in the United States, July 1970-June 1971, The

National Bomb Data Center, International Association of Chiefs of Police Inc., Gaithersburg, Maryland, 1971.

The National Bomb Data Center has re- ported a broad analysis of fire and explosive

bombings in the US during the period July

1970 through June 1971. Bombings are classified according to state, region and population group. The report deals with property damage and the number of casualties. The fre- quency of incidents is analyzed in terms of

target, motive and the type of explosive used.

241. Multistory Framed Buildings, Circular No.

11/71 Building Regulations 1965, Department of the Environment, London, February,

1971. The Circular states that in general, multi- story buildings having a fully framed struc- ture in concrete or steel which comply with

RP/68/05 from the Institution of Structural Engineers will be appropriate for the application of a waiver from the special provisions

designed to guard against progressive collapse

imposed by the Fifth Amendment.

242. Newmark, N. M., Planning and Design of Tall Buildings, State-of-of-the-Art Report No. 7, Technical Committee No. 8: Fire and Blast, University of Illinois, Urbana, September

1971. The effects on buildings of external loadings

of a transient or impulsive nature arising

from the detonation of explosives, including

gas or other sources, from sonic boom from

aircraft, or from accidental impact are dis- cussed. Fundamental relations for developing blast resistance design procedures are

also presented based upon the work of Newmark and others.

243. Paris Suburb Blast Kills 6, Hurts 107. The New

York Times, New York, December 22, 1971. An explosion in a 12-story apartment

building in Argenteuil, France blew out all the interior walls of the first six floors. Officials counted 6 dead and 107 injured, 45

seriously. Firemen in this Paris suburb said the blast was apparently due to accumulated

gas.

244. PCI Design Handbook. Prestressed Concrete

Institute, Chicago, 1971. A comprehensive design guideline (with

examples) of recommended procedures for design and detailing of prestressed concrete

structures. The Handbook has extensive material on connections in both frame and bear- ing wall prestressed concrete construction for gravity and lateral loads. While progressive

collapse is not specifically mentioned, many

of the details suggested for ductility for earth- quake design seem applicable.

33
245. Pipeline Accident Report. Colonial Pipeline

Company Petroleum Products Pioeline, Jacksonville, Maryland, Report No. NTSB-PAR71—2, National Transportation Safety Board,

Washington, D.C., December 1971. A pipeline leak occurred in the Colonial

Pipeline System near Jacksonville, Maryland.

Contractors worked continuously for 20 h to find the leak, and on the next day an explosion

occurred followed by a fire. There were no

fatalities, but five workmen were burned.

246. Pipeline Accident Report. Mobil Oil Corporation High-Pressure Natural Gas Pipeline, Near

Houston Texas, Report No. NTSB-PAR-71-

1, National Transportation Safety Board,

Washington, D.C., July 1971. A 14-in pij>eline carrying natural gas at a pressure of more than 780 psig. ruptured in a residential subdivision north of Houston,

Texas. All residents were evacuated, and

about 8 tt) 10 min later, the escaping gas exploded violently. Thirteen houses, ranging

from 24 feet to 250 feet from the rupture, were destroyed by the blast. The leaking gas caught fire and burned for 1% h until valves on either side of the leak were closed by

workmen. In all, 106 houses were damafired,

and property damage was estimated at $500,- 000.

247. Pipeline Accident Report. Phillips Pipe Line

Company. Propane Gas Explosion, Report

No. NTSB-PAR-72-1, National Transportation Safety Board, Washington, D.C., March

1971. A rupture occurred in the Phillips Pipeline

Company system in Franklin County, Missouri, which released 4,538 barrels of pro- pane. An explosion, equivalent to 100.000

pounds of TNT, and a fire resulted in extensive property damage within a 2 mile radius. No fatalities occurred, but ten persons sus- tained injuries. The report summarizes the findings of the subsequent investigations.

248. Portion of Garage Collapses during Concrete

Placement, Engineering News-Record, March

25, 1971, p. 14. A newly placed portion of a three-story

reinforced concrete parking garage collapsed

in Arlington, Va. Workmen were placing concrete for a 20X20 ft slab, and when it gave

way, 3,600 ft^ of adjacent concrete slabs also

feU.

249. Problems of Overloading, LN News (Larsen

Neilsen Building System) , Gotenborg, Sweden,

No. 46, December 1971, pp. 4-7.

To show that overloading risks are com- mon to traditionally built and prefabricated

buildings alike, three examples of violent ex- plosions in conventionally built structures are

given. Recommendations are given concern- ing requirements regarding overloads and

detailing to ensure capacity to withstand such

overloads. 250. Recommendations Internationales Pour Le Cal- cul Et L'Elxecution Des Ouvrages En Beton

(International Recommendations for the Cal- culation and Execution of Concrete Construction), Comite Europeen du Beton, Resistance to Accidental Actions, Venice, October 1971. The object of this annex is to define the conditions under which it is possible to look

for an improvement of safety in building

construction with regards to "accidental ac- tions." Accidental actions being defined as unpredictable loads i.e., gas explosions, acci- dental impact of vehicles, etc. Means for re- ducing or limiting the risk of such accidental

actions is presented, and special recommendations are presented for large panel construction.

251. The Resistance of Buildings to Accidental Damage, RP/68/05, Institution of Structural Ens^-

neers. The Structural Engineer, Vol. 49, No.

2, February 1971, p. 102. The recommendations of the Institution of

Structural Engineers for structural design of buildings which are presently covered by the Building (Fifth Amendment) Regulations

1970 are discussed. The recommendations

stress joint continuity requirement and fear

that the Fifth Amendment regulation will lead

to unnecessary structural strength and cost.

252. Rivard, J. B., Risk Minimization by Optimum

Allocation of Resources Available for Risk

Reduction, Nuclear Safety, Vol. 12, No. 4, July-August, 1971. A quantitative approach to system safety

has been developed. The risk from component activities are expressed as explicit functions of the resources available for their re- duction, and the minimum system risk is then found by dynamic programming. Numerical examples of the method are given.

The approach is explained in terms of the nuclear safety problem, but application to other fields of risk is straightforward.

253. Rodin, J., The Partial Collapse of a Prefabri- cated Large Panel Tall Building in London

Its Cause and Consequences, CIB Symposium

on Tall Buildings, Moscow, October 12—15,

1971.

34
The background leading to the adoption of large panel systems for tall blocks of flats and the selection of one such system for Ronan Point, part of a major housing project in London, is reviewed. The collapse is briefly described and the findings of the Public Inquiry reviewed in relation to the major,

points of principle which arose. The ensuing

problems, the chosen methods of dealing with

them and reactions of the interested parties, are reported. The paper includes a suggested

design philosophy, particularly related to tall buildings, for dealing with hazards, including gas explosions, on a probabilistic basis, in keeping with modern concepts of structural design. Its application will require more in- formation which, hopefully, will be forth- coming from certain research projects at present in progress in the United Kingdom.

254. Sharpe, R. L., and Kost, G., Structural Re- sponse to Sonic Booms, Journal Structures

Division, ASCE, Vol. 97, No. ST4, April

1971, pp. 1157-1174.

A review of field tests with aircraft-gen- erated sonic booms indicates that properly

designed and constructed houses should not incur damage from sonic booms with nominal peak overpressures of 2 of 3 psf. Re- sponse can be predicted adequately if the

characteristics of the boom and structure elements are known. Most damage incidents involve glass damage.

255. Shinawaga, T., Strength and Behavior of Vertical Joint in Precast Reinforced Concrete Wall Construction, Seminar under the JapanUS Cooperative Science Programs, Construction and Behavior of Precast Concrete Structures, Seattle, August 1971, p. 223. The results of experiments on the strength of vertical connections and their behavior are described. A cast-in-place joint which is called a "wet joint" is used for the vertical connection with vertical shear forces between

precast concrete wall panels being transmitted

by shear keys in the "wet joint." The vertical connection used in the structural design of a

5-story building was based upon the results of this investigation.

256. Sinha, B. P., and Hendry, A. W., The Stability of a Five-Story Brickwork Cross-Wall Struc- ture Following the Removal of a Section of a Main Load-Bearing Wall, The Structural Engineer, Vol. 49, No. 10, October 1971, pp. 467^74

Three experiments are described that had

the objective of confirming that a simple

five-story brick cross-wall structure could

remain stable after a section of the main load

bearing wall was removed at ground level to

test the stability of the structure in a damage

condition, as might occur following an inter- nal explosion. Measurements were made of the applied loads, deflections and strains. The

theoretical conclusion that the structure would

remain stable under these conditions was con- firmed and some information was obtained

concerning the strength of 114 mm (4.5 inj thick wall panels subjected to lateral loadings.

257. Sinha, B. P., Maurenbrecher, A., and Hendry,

A. W., Model and Full-Scale Tests on a Five- Story Cross-Wall-Structure under Lateral Loading, British Ceramic Research Association, Proceedings Second International Brick

Masonry Conference, Stoke-on-Trent, 1971. The work described is concerned with the

rigidity of, and stress distribution in, a sec- tion of multi-story cross-wall structure. Tests were first carried out on one-sixth-scale model

clay brickwork and deflections measured un- der lateral loading were compared with those obtained by existing analytical solutions. The

latter did not yield accurate results, but an approximate method based on the calcula- tion of deflections, story by story, appeared more promising. The experiments were re- peated on a full-scale structure. The test site and the results of lateral loading tests are de- scribed. Comparisons are made between the

one-sixth-scale test and the full-scale tests and

also with the results of deflection calculations by the approximate method, by the con- tinuum method and by a finite element analysis. On the whole the full-scale test results give substantial confirmation of the model

test.

258. Slack, J. H., Explosions in Buildings—The Be- havior of Reinforced Concrete Frames, Concrete, London, Vol. 5, No. 4, April 1971, pp. 109-114.

Two instances of explosions in reinforced concrete factory buildings are discussed. The

first case study is concerned with an explosion in a 4-story cast-in-place framed structure, while the second illustrates the nature of

blast damage within a single-story precast concrete framed building. In the cast-in-place structure the progression of the explosion pressure wave is traced and the resulting

damage to the external cladding as well as

fire damage are described. The precast concrete frame building suffered column damage

due to the confinement of the primary explosion. In both of the buildings, large areas of cladding, or their connections, were weaker

than the main structural frame, resulting in limited overall damage to the buildings. From

the first case, it appears that the framed

35
cast-in-place structure had a greater inherent

resistance to damage than would be indicated

by a straightforward analysis taking account

of structural continuity. In the precast frame

structure, it was found that a precast frame

can have a greater resistance to collapse than

would seem apparent from a basic reinforced

concrete design analysis. However, it is Slack's recommendation that full or partial continuity

at the cast-in-place joint be provided to give

individual members greater resistance to damage.

259. Special Study of Risk Concepts in Dangerous

Goods Transportation Regulations, Report

No. NTSB-71-1, National Transportation

Safety Board, Washington, D.C., January

1971.

Examination of the salient approaches underlying the development of the existing regulations for the transportation of dangerous

goods; description of the difficulties created thereby; and discussion of the needs which

must be met by new approaches are covered. The study includes an example of a type of framework which might be employed for ef- fectively guiding the risk identification, risk evaluation, and risk reduction processes ad- dressed to the transportation of dangerous

goods.

260. Stability of Modern Buildings, The Institution of Structural Engineers, London, England,

September 1971.

The report is largely concerned with highrise construction in steel and concrete and

with relatively new types of building struc- tures in which members are connected by some form of virtual hinge, and the lateral

stability of the structure depends generally on stiffening shear walls rather than on the

stiffness of the joints in structural frame. In- dustrialized forms of building composed of prefabricated components are also included.

The report is presented in two parts:

(1) The first part is concerned with the design of modern highrise building

structures in steel and concrete. In- cluded in this section are: criteria for

stability, the box-frame and the precast

box-frame.

(2) The second part deals with many types

of defects and failures that commonly

occur in the widest range of these forms of construction. Included in this section are: joints in precast concrete,

single-story shed buildings, eccentric loading, foundations, erection precautions, and common causes of structural

distress.

261. Taylor, N., and Alexander, S. J., Structural Damage by Explosions (A Pilot Survey),

Technical Note 22, Construction Industry Research and Information Association, London,

England, June, 1971. A pilot survey was initiated to establish the procedures for future and wider surveys on the frequency of gas explosions and the

structural damage they cause. Newspapers

were used to obtain reports of explosions in residences and, where appropriate, visits were made to damaged properties and comprehensive investigation of the circumstances

carried out. Findings show that gaseous ex- plosions in domestic buildings in Great Britain

causing significant structural damage occur

at the rate of less than one per week.

262. Thomas, K., Structural Brickwork—Materials

and Performance, The Structural Engineer,

London, Vol. 49, No. 10, October 1971, pp. 441-450.

Calculated loadbearing brickwork is dis- cussed and the basic requirements are specified. Materials and their effects on strength

and performance are considered and recom- mendations made. The mechanism of brick- work failure under vertical and lateral load- ing is covered and the results of current re- search in this field are included. Factors af- fecting strength are discussed and information

is provided on composite action with concrete beams, also quality control.

263. Third Annual Report of the Secretary of Transportation on the Administration of the Natural Gas Pipeline Safety Act of 1968, De- partment of Transportation, Washington,

D.C., July 1971.

Refer to annotation for the Second Annual

Report; April 1970 (25). This report is the yearly compilation for the calendar year

1970.

264. Two Killed and 26 Injured in New Rochelle Explosion, The New York Times, New York,

December 30, 1971. An explosion and fire leveled a two-story auto sales and service building and destroyed an adjoining structure on the main thoroughfare of New Rochelle, New York. It was re- ported that at least two men were killed and

26 others were injured. The cause of the fire has not yet been determined, but fire offi- cials said that a boiler in the building might

have exploded.

265. U.S. Capitol Survives Bombing with Light Damage, Engineering News-Record, March 11,

1971, p. 11.

36
Fifteen to 20 lb of dynamite detonated in the U.S. Capitol building did only minor

damage. Heavy masonry interior walls ab- sorbed the force to cushion the blast. The

bombing disproved earlier reports that the west wall was in imminent danger of col- lapse.

266. Viaduct Falls on Busy Intersection, Engineering

News-Record, November 25, 1971, p. 12. A 402-ft three-span section of concrete viaduct under construction fell on busy streets in downtown Rio de Janeiro, killing at least 24 persons. At the time of the accident, a 2.5 ton transit mixer carrying about 8 tons of concrete was rolling out on the 161-ft center span. The span split near the middle, right

under the truck and collapsed in a V-shape.

Two adjacent spans followed, falling almost

intact as columns gave way (for additional

details see 275, 308, and 360).

267. West, H. W. H., A Note on the Resistance of Glass Windows to Pressures Generated by

Gaseous Explosions, Fourth Symposium on Load-Bearing Brickwork at the Mount Roval

Hotel, British Ceramic Society, London, 1971.

Tests were carried out involving the eflFect of gas explosions on windows of various details in order to study their effectiveness in providing venting. Specimens included sinsle- glazed windows of 32 oz glass and doublegleized units of the same thickness of glass. Because of their higher strength, the double- glazed windows provided ineffective venting.

Further, the resistance of glass to short-term loads (defined as lasting 3 s) is more than

twice that under sustained loadings. Repeated explosions that do not break glass may

be the cause of eventual failure at a lower

pressure. The strength of glass decreases with

time. For example, glass 18 months old

failed at loads some 20 percent less than those obtained with newly-manufactured glass. Fi- nally, while the failure of glass may give an

indication of the pressure developed in a real incident, care is necessary in interpreting test results since a distortion of the frame can

cause the glass to break at a pressure less than its actual breaking strength.

268. Wilton, C, Gabrielsen, B., and Morris. P.. Structural Response and Loading of Wall Panels,

URS Report 709-11, URS Research Company, California, July 1971.

This report is a continuation of a comprehensive investigation of the response to blast loading of full scale wall panels fabri- cated from brittle materials, notably nonreinforced brickwork. Information such as element failure times, energy or impulse transmitted to a building frame, and the influence of support conditions and other geometric

factors were obtained from the tests. 269. Alexander, S. J., and Taylor, N., Field Observations of Gaseous Explosions in Buildings fa report based on the CIRIA survey )

, Notes Reference No. 356/72, Building Research Sta- tion Symposium-Buildings and the Hazard

of Explosion, Garston, England, October 18, 1972. The Construction Industry Research and

Information Association (CIRIA) began a survey in April, 1971 covering damage to buildings from all accidental causes, covering

the whole of Great Britain. This paper concentrates on gaseous explosions since they ac- counted for the majority of the more severe

incidents. It deals with the frequency of inci- dents, an evaluation of the severity of inci- dents, and descriptions of several incidents.

270. Allen, D. E., and Schriever, W. R., Progressive

Collapse, Abnormal Loads, and Building

Codes, Structural Failures: Modes, Causes,

Responsibilities, ASCE National Meeting on

Structural Engineering, Cleveland, Ohio, April 1972, pp. 21^7.

A brief discussion and 19 dramatic photographs of progressive collapses of various

types of structures that were initiated by local failure due to abnormal loads. Some statistics are also included based on a study of news reports, and building code provisions on

progressive collapse are reviewed briefly.

271. Armer. G. S. T., and Kumar. S., Tests on Assemblies of Large Precast Concrete Panels, Precast Concrete, Vol. 3. No. 8, September

1972, pp. 541-546.

This paper describes an investiffation comprising tests on twenty-eight half-scale as- semblies of precast concrete large panels. The

object of this investigation was to study the behavior of such assemblies after the notional removal of certain load-bearing ele- ments. The paper concludes with a brief dis- cussion of the problem of designing this form of construction with the aim of reduc- ing the danger of progressive collapse.

272. Beck, H., Stability in the Design of Tall Concrete Buildings, Theme Report, Technical

Committee 23, ASCE-IABSE International

Conference on Tall Buildings, Preprints: Reports Vol. III-23, August 1972, pp. 1-16.

The fundamentals of stability are reviewed

with emphasis on the special effects of rein- forced concrete behavior. A survey of methods

for calculating the stability of columns, shear

walls, and precast systems is presented. Some

37
design recommendations and research needs

are also discussed. 273. Bomb Summary, Uniform Crime Reports, Federal Bureau of Investigation, National Bomb

Data Center, 1972. The data concerning bombing incidents are divided into sections and charts, includ- ing bombing incidents by target, by region,

geographic division and stage, and by ap- parent motive. Also included are selected in- incidents involving bombing attacks directed

against the law enforcement community.

274. Brakel, J., List of Limit States, State-of-the-Art Report 2, Technical Committee 26, ASCElABSE International Conference on Tall Buildings, Preprints: Reports Vol. Ill—26,

August 1972, pp. 21-59.

A comprehensive list of the various limit

states of reinforced concrete structures is presented. An example would be rupture of criti- cal sections of a structure (progressive col- lapse). Each of the limit states is discussed

in detail and information is given on perti- nent literature reference. 275. Builder Punished Before Collapse Probe Ends,

Engineering News-Record, March 9, 1972,

p. 13.

Punitive action was taken against ^he contractor in the recent Brazilian bridge col- lapse. The firm was prohibited from all state sponsored construction work. Investigation

indicates the box girder was not yet posttensioned at the time of the collapse. In

addition, the government charged many un- authorized openings were cast in the slab

(see 266)

.

276. Creasy, L. R., Stability of Modern Buildings,

The Structural Engineer, London, Vol. 50,

No. 1, January 1972, pp. 3-6.

The first part of the "Stability" report deals with the basic "anatomy of stabilitv" of tall buildings and traces the application of this principle to many types of concrete and steel construction. This appraisal is also extended

to some other types of buildings to illustrate the application of this basic concept of sta- bility in this fundamental way. The second

part of the report reviews a number of fundamental aspects of sound design which are com- mon to most types of building structures and

often overlooked. Many of these are con- cerned with the relative movement of the dif- ferent parts of the foundation and superstructure. Suggestions are made on the provisions

which should be incorporated into the original

design so that these movements can be safely

accepted by the structure in service. An appendix treats the subject of "Partial Stability"

in which a building suffers local damage with

probable restriction in use, but without complete collapse. The basic principles of a design

procedure for "partial stability" based on

catenary and membrane action are outlined

(for discussion see 279)

.

277. Despeyroux, J., Commentary on Structural Standards for Concrete Structures, Theme

Report, Technical Committee No. 20, ASCElABSE International Conference on Tall Buildings, Preprints: Report Vol. Ill—20,

August, 1972, pp. 7-27.

Though based upon modern safety concepts

and recent advances in the field of concrete

construction, the existing codes for concrete

structures do not generally take into account

the specific problems brought up by the tall- ness of buildings. Current design and execution practices make up for this lack of specifications. They prove to be very likely to re- sult in a consistent base for future standardization. Modern safety concepts are reviewed,

special attention being paid to the problem

of the resistance of tall buildings to accidental loadings and progressive collapse. As what

concerns designs problems, tall structures

differ from the lower ones bv the fact that the loadings due to such actions as wind, or earthquakes have to be determined taking

into account the dynamic properties of the

structures, and that new types of loadings,

ordinarily neglected, due to elastic shortening,

shrinkage, creep and temperature, may appear. Second order effects become of primary

importance. Repetition of alternating loadings

may have an unfavorable influence on the behavior of the structures. Execution of works

also needs specific standardization, mainly in the field of tolerances and quality control. Some special techniques present points that are worth considering for Codes of Practice.

278. Detailed Findings on Fatal Steam Pipe Blast Withheld, Engineering News-Record, New

York, July 13, 1972, p. 11. A 16 in diameter steam pipe burst in the 36th floor offices of the General Utilities Cor- poration in New York City on May 4, 1972.

It was reported that seven office workers died

in the blast. Initial reports suggest that failure occurred at bellows-type expansion joint and

that the steam inside, used to power air conditioning compressors located on the building

roof was at 155 psi and about 500°F.

279. Discussion on the Stability of Modern Buildings,

The Structural Engineer, London, Vol. 50, No. 7, July 1972, pp. 275-288.

38
A series of discussions are presented which

deal with the paper Stability of Modern

Buildings by L. R. Creasy (see 276)

280. Dragosavic, M., Research on Gas Explosions in Buildings in the Netherlands, Notes Reference No. 354/72, Symposium on Buildings and

the Hazards of Explosion, Building Research

Station, Garston, England, 1972. Summarizes research programs conducted

in the Netherlands to determine the level of pressure to be expected in explosions due to pockets of gas in typical buildings. Points out

that the danger of progressive collapse is one due to the overall structural design rather than the design of single members.

281. Dragosavic, M., Structural Measures to Prevent

Explosions of Natural Gas in Multi-Story

Domestic Structures, Scientific Institute for Building Materials and Structures (In col- laboration with Committee B16a of Stichting

Bouwresearch) , Delft, Netherlands, February

1972.

Part A of this report summarizes the possible measures to take in order to prevent the collapse of a building after a natural gas ex- plosion. The execution and results of tests involving natural gas explosions in buildings

are described in Part B (see 338)

282. The Dust Clears at Clarkston. Concrete, London,

Vol. 6, No. 1, January 1972, p. 37. A gas explosion destroyed a row of twenty- two single story terraced shops in Clarkston,

Glasgow. Below the shops were a series of basement voids where gas from a nearbv

broken main seeped and concentrated until

it was ignited. The maximum damage oc- curred about halfway along the terrace be- low some three or four of the shops. At the location of the explosion, floor slabs were

lifted and the collapse of the front row of columns implied the failure of 12 inXl8 in reinforced concrete beams and cross beams

at ground level.

283. Excavator Hits Gap Pipe, Six Die. Engineering

News-Record, November 9, 1972, p. 21. A gas explosion in a store in Lake City,

Minnesota killed six persons and injured

three. Gas leaked into the store's basement

after an excavator operator, working on a building project adjacent to the store, rup- tured a medium-pressure gas line.

284. Excavator Hits Gas Pipeline; Explosion Rips

Nearbv House, Engineering News-Record, November 16, 1972. An excavator uprooted a gas line in a Minneapolis suburb, causing an explosion

that destroyed a home and injured 13 per- sons. It was not clear whether the contractor had been informed of the location of the gas line. 285. Ferahian, R. H., Buildings: Design for Progressive Collapse, Civil Engineering, ASCE,

February 1972, pp. 66-69.

Unusual loads, with some emphasis on gas

explosions and the danger of progressive col- lapse in tall buildings made of precast concrete elements, are discussed, and design rules used in Great Britain, France and Canada

are reviewed.

286. Fourth Annual Report of the Secretary of Transportation on the Administration of the Natural Gas Pipeline Safety Act of 1968, United

States Department of Transportation, Office of Pipeline Safety, Washington, D.C., 1972.

Refer to the annotation for the Second Annual Report, April 1970 (see 183). This re- port is the vearly compilation for the calendar year 1971. 287. Gas Leak Probes Set, Engineering News-Record,

March 30, 1972, p. 3. A recent natural gas explosion which de- stroyed two homes in Fairfax County, Virginia, is prompting new investigations into gas leaks by the National Transportation

Safety Board.

288. Graaf, S., Stabilization of IB at Aldershot. Concrete, London, Vol. 6, No. 4, April 1972, pp. 30-32.

Details of the strengthening of British Army precast housing buildings to withstand

explosive forces. Continuity between floors and load bearing walls was achieved by

drilled-in diagonal anchor pin joints. Vertical tie rods were added to anchor strengthened partition walls against uplift.

289. Granstrom, S. A., The Scandinavian Approach

to Structural Safetv, Notes Reference No.

358/72, Building Research Station Symposium-Buildinss and the Hazard of Explosion,

Garston England, October 18, 1972.

This is a discussion on the draft Swedish

Regulation on design for progressive collapse;

its history and a comparison of the draft with

British regulations.

290. Greider. W., The Economics of Death or. Your

Life May Not Be Worth Savins. Washington

Post, Washington, D.C., April 9, 1972.

Author describes the rationale behind the

cost-benefit analysis of putting a price tag on human worth, or the price of life and death.

39
Also covered are some of the problems eval- uators encounter in trying to determine a standard means for comparison of all lives. 291. Illingworth, J. R., Formwork, Civil Engineering

and Public Works Review, June 1972, pp. 581-592.

A review of current practice in the design

and use of formwork and associated equipment is presented and accompanied by a bibliography of 39 references to the more

important published works of recent years. The article points out that where formwork

failures occur, the most frequent are those involving falsework. In most falsework fail- ures, inadequate consideration of falsework

design usually results in a progressive col- lapse of the falsework itself with catastrophic

results. 292. The IRA and the Structural Engineer, Euro- pean Scientific Notes, Office of Naval Research, London, March 1972, pp. 71—72.

The bombing of an Army Officer's building

in Aldershot near London in February 1972

is described. The Irish Republican Army

claimed to have carried out the bombing

using 280 pounds of gelignite. The building

did not collapse. The walls of one-half of the building were blow away completely, but the structural frame of reinforced concrete re- mained intact.

293. IRA Bomib Kills 8, Including Bombers, Washington Post, Washington, D.C. August 23,

1972.

A 100 lb bomb, which apparently exploded

prematurely, destroyed a customs station in Newry, Northern Ireland on August 22, 1972. The bomb killed eight persons, including the two Republican guerrillas who planted it.

294. Konstruktieve Maatregelen Tegen Aardgasexplosies In Hoge Woongebouwen (Structural

Measures Against Explosions of Natural Gas

in Multistory Residential Buildings), Rapport

NR:BI-72-6/04.3.02.520, Institut TNO Voor

Bouwmaterialen En Bouwconstructies, Delft,

February 1972.

Research was undertaken to determine the

possibilities of preventing explosions of nat- ural gas in multi-story residential buildings or of limiting the effects of explosions. The

structural measures whereby this can be

achieved comprise:

(a) the prevention of gas leakage

;

(b) ensuring that a wall or floor which

fails as a result of pressure due to an

explosion will not cause progressive

collapse

;

(c) if the requirement in (b) is not eco- nomically feasible; so designing the

essential structural elements of a build- ing that they can withstand the pressure developed in the event of a gas ex- plosion. Part B of the report presents an account of 34 tests with explosions of natural gas under

extreme conditions such as may occur in a

dwelling. Presents pressure measurements and

design recommendations.

295. Leach, S. J., and Bloomfield, D. P., Gas Accumulation and Ventilation, Notes Reference No.

357/72, Building Research Station Symposium-Buildings and the Hazard of Explosion,

Garston, England, October 18, 1972. The influence of buoyancy on the dilu- tion by ventilating air of accidental leaks of toxic and flammable gas is discussed and the limiting cases, where buoyancy effects are

negligible and where they dominate, are theoretically investigated. Theoretical results are tabulated and presented on design charts for controlling gas hazards in buildings by ventilation for a wide range of practical situations. 296. Lewicki, B., and Pauw, A., Joints. Precast Panel

Buildings, ASCE-IABSE International Conference on Tall Buildings, Lehigh University,

1972, Proceedings, Vol. Ill, pp. 171-189.

This discussion of design considerations for

joints and connections in precast concrete

structures stresses the importance of tensile continuity and joint ductility in large precast

panel buildings. The importance of tie and

peripheral bond beams in developing floor and wall diaphram action is emphasized. Design recommendations for floor and wall joints

and for minimum reinforcement requirements

in tie beams and tensile continuity connections are included.

297. MacGregor, J. G., Stability of Reinforced Concrete Building Frames, State-of-Art-Report 1, Technical Committee 23, ASCE-IABSE Inter- national Conference on Tall Buildings, Preprints : Report Vol. III-23, August 1972, pp. 19-35.

The behavior of reinforced concrete frames

is reviewed, followed by a review of theoreti-, cal analysis of the stability of elastic, elastoplastic, and reinforced concrete frames. Approximate methods and design recommendations are presented concerning frame stability.

298. Mainstone, R. J., Internal Blast, State-of-the-Art Report 6, Technical Committee 8, ASCEIABSE International Conference on Tall Buildings, Preprint: Reports Vol. lb-8,

August 1972, pp. 127-141.

40
Recent studies of the nature and structural

effects of internal blast are reviewed. Highexplosive blast is distinguished from that due

to a gaseous deflagration, and the main emphasis is on the latter since this has been the most widespread cause of local and sometimes more widespread structural damage

under peacetime conditions in recent years. Both the possibility of limiting the peak pres- sures reached by means of venting and the design of structural elements and complete

structures to resist the blast are considered.

A final comment is made on codes of practice and regulations.

299. Mainstone, R. J., The Effects of Explosion on

Buildings, Notes Reference No* 352/72,

Building Research Station Symposium, Buildings and the Hazard of Explosion, Garston,

England, October 18, 1972.

The report covers the following: sources,

characteristics and incidence of internal blast, control of peak pressures, and design of struc- tural elements and the structure as a whole

to withstand internal explosion and resist progressive collapse.

300. Marosszeky, M., Construction Loads Imposed

in Multi-Story Structures, Civil Engineering

Transactions, Australia. Vol. CE14, No. 1, April 1972, pp. 91-93.

A simple analysis is presented for evaluat- ing the severity of construction loads in a multistory structure built of in situ concrete. Where the upper floors are supported by the lower floors, the construction loads can be

reduced sufficiently to make them less critical than the service loads when floors are re- leased an dallowed to carry their self weight

before the next floor is poured.

301. Nissen, Henrik, Industrialized Building and

Modular Design, Cement and Concrete Association, London, 1972.

The book deals with general subjects in

the field of industrialized building and modular designs and shows how the principles

have been applied to actual projects in Den- mark. The whole range of prefabricated construction is covered; the design examples in- clude four apartment buildings, one terraced house, three one-family houses, two schools, one office and one factory. The building sys- tems discussed include those usins brick- work, concrete, wood and steel. Extensive

treatment of force transmitting connections

including typical details and test results for connection and tie systems for precast and

load bearing units are included.

302. Odgaard, A., and Olesen, S. 0., Local Failure in Panel Buildings. A Discussion Illustrated by

a Model Test. Byggeteknisk Konstruktionsforsknings Central, Report No. 017/B47,

Denmark, September 1972. The report contains the description and the

results of a project which consisted in the construction and testing of a 4-story concrete

large panel building in the model scale 1:4. Questions concerned with the concepts of

local failure and progressive collapse have

been examined. Generalizations are made to extend the test results into design recommendations.

303. Palmer, K. N., Explosions Research at the Fire

Research Station, Notes Reference No. 353/

72, Building Research Station SymposiumBuildings and the Hazard of Explosion. Garston, England, October 8, 1972. The paper outlines research pertaining to the problem of explosions in buildings and

the design requirements that should be laid down.

304. Popoff, A. Jr.. Designing Against Progressive

Collapse, PCI Design Seminar, October 1972. The paper includes a survey of the Regulations adopted by Britain, France. Canada

and the United States following the Ronan

Point failure. In Appendix C, Designing

Against Progressive Collapse, the author de- scribes the minimum reinforcement and the minimum connections which he feels every

precast building should have.

305. Popoff, A. Jr., Stability of Precast Concrete Systems Buildings. ASCE-IABSE International

Conference on Tall Buildings, Lehigh University, 1972, Proceedings, Vol. HI, pp. 571-

583.A review of existing and emerging regulations for preventing progressive collapse in a precast concrete systems building points out the need for continuous wall and slab reinforcement, and indicates that this can be

provided at nominal cost. It suggests the adoption of design principles similar to those used for earthquake design. For precast sys- tems, the design of joints is of prime importance. Eighteen references and excerpts

from British Regulations to prevent progressive collapse.

306. Possible Hazard. Engineering News-Record. May

25. 1972, p. 13. The author of Building Construction for

the Fire Service warned officials of fire de- partments that formwork fire in a post-tensioned concrete building under construction

41
could result in a "catastrophic total collapse"

that would bring "terrible casualties to fire- fighting forces." He cites possibility of a progressive collapse engulfing firemen fighting a form fire on an upper story.

307. Remainder of Collapsed Building Demolished,

Engineering News-Record, July 27, 1972, p. 11.The remaining one-third of the 16-story re- inforced concrete apartment building that collapsed while under construction in Boston

in January, 1971 was demolished because it was "structurally unsound and unsafe" and

the structure contained "questionable concrete." The $5-million building, of flat plate

design, incurred a progressive collapse of two-thirds of its slabs and columns when a shear failure occurred around a column at the roof slab and the roof slab fell. 308. Report Blames Viaduct Collapse on Sloppy

Work. Engineering News-Record, January

27, 1972, p. 10. An investigating committee reported that the collapse of a 402-ft three-span section of concrete viaduct under construction in Rio

de Janeiro resulted from mistakes and omissions in design and construction (see 266).

309. Sanders, P. H., Evaluation of the Risk of Vehicle Impact on Structures, Structural Fail- ures: Modes, Causes, Responsibilities, ASCE

National Meeting on Structural Ensineering,

Cleveland, Ohio, April 1972. pp. 87-98.

A method of statistical aralveis is proposed

for determining the probability that an exterior ground-floor column in a multi-story

building will be struck by a motor vehicle straying from its normal traffic path.

310. Sertion of Bui'ding Collapses During Razina;,

Ene^neering News-Record, March 30, 1972,

p. 3.The center section of a V-shar»ed. eiffht- story department store in downtown Kansas

City, Missouri collapsed during razing of the

structure. The collapse occurred while workers were using acetylene torches on the first floor of the steel framed structure. The City

charged demolition contractor violated citv codes which call for buildings to be razed

from the top down.

311. Spanish Explosion, Washington Post, Washington, B.C., March 7, 1972.

A 10-story apartment building in Barcelona, Spain was reported to have suffered a violent explosion on the fourth floor. All floors of one comer of the building collapsed.

312. Special Study of Systematic Approach to Pipeline Safety, Report Number: NTSB-72-1,

National Transportation Safety Board, Washington, D.C. May 1972. This study describes what system safety is, what its potential benefits are, and some of the methods by which it may be applied to safety in the pipeline field. For example, by

using the systematic approach to safety, pipeline accidents can be predicted and analyzed

before they occur. Accidents can then be pre- vented by taking the action necessary to eliminate or control the hazards which lead to the

incidents. 313. Strehlow, R. A., Unconfined Vapor Cloud Explosions—An Overview, Report AAE TR 72-

1, UILU-ENG. 72 0501, Aeronautical and

Astronautical Engineering Department, University of Illinois, Urbana, Illinois, February

1972. The explosion of unconfined vapor clouds

produced by the dispersion of flammable

liquid or vapor spills is becoming a serious

problem, mainly due to the increased size of

the spills in recent years. This paper surveys

accidental explosions that have occurred over

the past 40 years and also evaluates recent research efforts which pertain to the dispersion and explosion of large vapor clouds.

314. Structural Safety—A Literature Review. Journal

Structural Division. ASCE, Vol. 98, No. ST4,

April 1972, pp. 845-884.

A literature review and bibliography containing 351 references is provided as a guide

for structural engineers interested in studying

the problem of a structural safety. The re- view is divided into five sections treating

load analysis, strength analysis, dvnamic

structural analysis, structural reliability analysis, and design aspects.

315. Summary of Liquid Pipeline Accidents Reported on Dot Form 7000-1 from January 1. 1971,

through December 31, 1971. Office of Pipeline Safety, Denartment of Transportation,

Washington, D.C, March, 1972.

Liquid Pipeline accidents reported to the Department of Transportation are summarized. Data include the location, number and

percentage of accidents which occurred, commodities involved, deaths, injuries, and value

of property damage sustained, cause of acci- dent, and location of accident by state.

316. Sutherland, R. J. M., Structural Design of Masonry Buildings, ASCE-IABSE International Conference on Tall Buildings, Lehigh

University, 1972, Proceedings, Vol. HI, pp. 1035-1055.

42
While the advantage of masonry is economy

without visual or planning monotony, the most obvious limitation is structural per- formance. Only if all conditions are favorable, is it possible to build 25 to 30 stories high in unreinforced load bearing masonry.

The use of masonry is discussed in relation

to national codes from the viewpoints of sta- bihty, earthquakes, explosions and other

accidental damage. Future developments are noted.

317. Swinnerton, H. A., An Ancient Form of Energy

Adapted to Modern Practice, Civil Engineering and Public Works Review, April 1972,

pp. 387-389.

This article reviews several aspects of the demolition industry, including advantages ob- tained by the explosives in the past and the

future.

318. Tall Building Criteria and Loading: Fire and

Blast, Technical Committee 8. ASCE-TABSE

International Conference on Tall Buildings,

Lehigh University, 1972, Proceedings, Vol. lb, pp. 463-746.

A series of reports and discussions pre- senting the state of the art of designing and

construction tall buildings so they can safely

resist fire and blast loadings.

319. Wakabayashi, M., Frames Under Strong Impulsive, Wind or Seismic Loading, State-of- the-Art Report 6, Technical Committee 15,

ASCE-IABSE International Conference on

Tall Buildings, Reports Vol. 11—15, August

1972, pp. 95-115.

A general review is given on the behavior

and design of structural frames and their components under strong impulsive loadings,

such as an internal or external explosion,

and wind or seismic loadings. The main

characteristics of these loads are first dis- cussed in relation to structural behavior, emphasizing the problems of ductility, energy

absorption capacity, P-delta effect and progressive plastic deformation. As the second

step of the discussion, the behavior of beams,

columns, beam-columns, braces, connections

and frames under monotonic loading is dis- cussed by introducing theoretical and exper- imental studies. The dynamic plasticity problems of the structure due to impulsive load

and the behavior of frames and their components under repeated loading are discussed. Several examples of the application of hysteretic characteristics to dynamic analysis are shown, and finally a reference is made to the problem of progressive plastic deformation

in the plastic design to tall buildings.

320. West, H. W. H., Load-Bearing Brickwork Under

Explosion Loading, Notes Reference No. 355/

72, Symposium on Buildings and the Hazards

of Explosion, Building Research Station,

Garston, England, 1972.

This paper describes gas explosion experi- ments undertaken by the British Ceramic Research Association from 1969 to 1972. Simulating conditions in typical upper stories of a cross-bearing wall apartment building, typi- cal concentrations of natural and town gas were ignited. Maximum measured pressures were around 3^/2 psi in almost all realistic cases although one test in an unvented room

induced pressures of 5 psi. This was felt to be nontypical.

321. Wilton, C, and Gabrielson, B., Shock Tunnel

Tests of Wall Panels, Technical Report, URS

70 30—7, Vol. 1, Test Information and Analysis, URS Research Company, San Mateo,

California, January 1972.

Test information and analytical results for a varietv of reinforced brick, concrete block

and clay tile wall geometries subjected to blast loads, and for short statically loaded

beams are presented in Volume 1. Non-preloaded solid walls tested stronger than predicted. Preloading with the equivalent of one

or two stories added only 10 to 20 percent to wall strength. Walls with doorwavs and with

windows behaved as predicted, with concrete block walls beina; very weak comparatively.

Interior walls of hollow clay tile and concrete block failed at very low overpressures.

322. Wing of Completed Apartment Building Collapses. Engineering News-Record, November

2, 1972, p. 12. One wing of an eight-story reinforced concrete building collapsed in Buenos Aires. Pre- liminary investigation indicates that concrete

quality and placement of reinforcing bars

may have fallen short of requirements. An

eyewitness said the building "slid down like a ball of cream," destroying some ground

floor stores and an automobile service station. Some settlement and cracking of columns in the structure had been noted.

323. Witteveen, J., Philosophy of Risks and Acceptable Damage and Indications for Desim,

Technical Committee 8: Fire and Blast. ASCEIABSE Joint Committee-Planning and Desisn

of Tall Buildings, Proceedings of the 6th Regional Conference. Delft, The Netherlands.

May 15, 1972, pp. 35-38.

Accounts of building failures in the Netherlands for one year showed that, in most cases, structural damage was caused by extreme

43
situations as fire and blast and that in many

cases failure of a relatively minor structural

part, or a fire in a relatively unimportant room, initiated a catastrophe that led to considerable consequential structural damage. To

answer the question "Is there a 'limit of growth' of tall buildings due to these problems?" it is necessary to establish a logical

philosophy on the risks and the acceptable

damage and to develop a more adequate cal- culation method to evaluate these factors. These are elaborated in the article. 324. Aged Hotel Falls After Structural Defect Cited,

Engineering News-Record, August 9, 1973,

p. 12.

One-third of an 8-story, 105 year old hotel collapsed in New York City, four weeks after the hotel had been cited for unrepaired struc- tural work. The structure is of brick and

wood construction.

325. Allen, D. E., and Schriever, W. R., Progressive

Collapse, Abnormal Loads, and Building

Codes, Structural Failures: Modes, Causes,

Responsibilities—a compilation of papers

printed at the ASCE National Meeting on

Structural Engineering, Cleveland, Ohio,

April 1972. published by ASCE, New York,

1973. Examples of progressive collapse that have occurred in the past and of abnormal

loads which can initiate progressive collapse are given. Statistics are also included based on a study of news reports, giving a rough measure of existing situations susceptible to progressive collapse. Building Code provisions on progressive collapse are reviewed

briefly.

326. Armer, G. S. T., Current Research at BRS on

the Stability of Precast Concrete Panel Structures, Reference No. 388/73, DOE/CIRIA

Seminar The Stability of Precast Concrete

Structures, London, March 27, 1973.

This paper describes the program of tests being carried out at the Building Research

Station (En2;land) aimed at discovering

modes of failure of a three-story, four-bay

panel structure under uniform loading with

variations in the support conditions which

simulate loss of panels due to explosion.

327. Baker, A., and Yu, C, Research to Investigate the Strength of Floor-to-Outside-Wall Joints

in Precast Concrete, Reference No. B387/73,

DOE/CIRIA Seminar, The Stability of Precast Concrete Structures, London, March 27,

1973.

The purpose of the research was to provide

test data for the design of floor-to-wall joints

so that they hold under certain specified acci- dental loads, or load damage, and prevent

progressive collapse. Test results lead to pre- liminary expressions for determining joint

strength and adequacy for reducing risk of progressive collapse.

328. The Behavior of Large Panel Structures, Construction Industry Research and Information

Association, London, Report 45, March 1973. The report gives the findings of a two-part

study which examined the local behavior of shear transfer and compression transfer

joints, and which also determined the most

efficient means of analyzing walls composed

of large panels. As a result of the experimental study, empirical formulae, for more

efficient design, have been proposed, while

computer programs have been produced for

elastic and elasto-plastic analysis of panel

shear walls taking into account the slip be- tween panels.

329. Blast Rips a Sears Tower Neighbor, Engineering News-Record, September 6, 1973, p. 16. A gas explosion that ripped through a 19- story reinforced concrete building in Chicago

also smashed 65 to 70 glass panels in the 1,450 ft high Sears Tower across the street from the explosion scene. The explosion

buckled 6 to 10 in walls and floors in the building, and also collapsed stairwells. However, the building was still structurally sound

and did not have to be razed.

330. Blast Strikes Skyscraper, Engineering NewsRecord, November 15, 1973, p. 16. One worker was killed and 19 others in- jured last week when a short circuit triggered a fire and explosion in the 31 -story Northern Trust Company Building under

construction in Chicago.

331. Bombers Harass Building Sites, Engineering

News-Record, August 16, 1973, p. 3.

Police last week removed three homemade

pipe bombs from widely separated construction sites in New York City. Nine bombs

have been found or have exploded at city

building sites since January 1.

332. Burnett, E. F. P., Abnormal Loadings and the Safety of Buildings, Report Prepared for: Structures Section, National Bureaus of Standards, Washington, D.C., August 1973.

The objective of this report is to attempt

to identify and classify all forms of loading

that can influence a building. In particular, those forms of loading that by current design

standards may be presumed to be abnormal.

44
will be categorized and their significance considered. Types of loading treated in detail include: explosive bombing; natural gas ex- plosions; aircraft accidents; and sonic boom

effects.

333. Burnett, E. F. P., Somes, N. F.. and Leyendecker, E. V., Residential Buildings and Gas- Related Explosions, NBSIR 73-208, (June

1973).

The findings of an analysis of available USA statistics concerning the frequency of

gas-related explosions in residential build- ings are presented. The study was confined to incidents involving piped gas systems as they

affect residential and commercial buildings.

Though due regard has to be taken of the limitations inherent in the available statistics,

it is concluded that in the USA the probability of occurrence of an explosion capable

of causing significant structural damage could

be 2.2 per million housing units per year.

334. Collapse Kills Five and Destroys Large Portion

of 26-Storv Buildins: Under Way, En2:ineer- ing News-Record, March 8, 1973, p. 12. A form failure, a structural failure or a climbing crane collapse killed at least five workers and destroyed a large section of a

26-story cast-in-place reinforced concrete apartment building under construction in Bailey's Crossroads, Virginia. The weight of the falling climbing crane, the green concrete and the cured 8 in thick floor slabs, ripped an 80 ft wide top-to-bottom gap in the building. Two completed decks of an adjacent

parking garage also collapsed. (For more details see 335, 374, 349, 350, 347, 361, 362.)

335. Collapse Blamed on Premature Shoring Re- moval, Engineering News-Record, April 19,

1973, p. 11. The possible premature removal of shoring

between the 22nd and 23rd floors of the 26-

story building in Bailey's Crossroad apparently caused tbe progressive collapse of a portion of the cast-in-place reinforced concrete

structure. The finding was contained in a consultant's report to be presented to a grand

jury.

336. Colman, D. G., An Investigation of Joints in Frameworks, Reference No. B389/73, DOE/

CIRIA Seminar, The Stability of Precast Concrete Structures, London, March 27, 1973.

This paper covers the precast concrete part

of a pilot study commissioned to look at a

limited range of joints, both in precast concrete and in structural steel construction. Eight different forms of steel insert joints for

precast concrete construction have been stud- ied to try to obtain some general impressions

of the current state of practice, and some

detailed impressions of the specific form of joint studied. 337. Cracknell, C. J., and Jamnan, D. A., Effect of Heavy Impact Loads on Structural Members,

Concrete, London, Vol. 7, No. 8, September

1973, pp. 49-50.

A design procedure is outlined (with

worked examples I for the impact loading that occurs on a reinforced concrete beam when

a load fails under gravity from a medium

height that the damage caused to the struc- tural member is similar to that of a very heavy static load. 338. Dragosavic, M., Structural Measures Against

Natural-Gas Explosions in High-Rise Blocks

of Flats, Heron, Vol. 19, No. 4, 1973, 51 pp.

English translation of entry 281.

339. Excessive Horsepower Drops Former Stable,

Bjigineering News-Record, September 27,

1973, p. 13. A possible overload and unauthorized al- terations may have been responsible for the collapse of a four-story brick and timber

building in New York City that was con- verted in 1918 from a stable to a garage.

340. Explosions Take Heavv Toll, Engineering NewsRecord, March 1, 1973, p. 3. Report of three explosions involving gas

leaks or pipeline ruptures including an apartment building.

341. Explosives Complete a Partial Collapse, Engineering News-Record, December 13, 1973, p. 12.

Explosives knocked down the rest of the

partially collapsed concrete shell roof of a bulk materials storage building 4-64 ft long,

by 105 ft wide by 100 ft high. Two panels

collapsed at one end of the building and ex- plosives were needed to drop the roof in a way that would not destroy or damage the columns and concrete walls, which rise only

about half the building's height.

342. Failures at Two Schools Spur Concern for 100

Others of Similar Design, Engineering NewsRecord, July 5, 1973, p. 10. Bearing failures at end of a precast joist

triggered a progressive collapse of the entire roof according to investigating officials. Bear- ing surfaces were very narrow (1.5 in) and

typical of details used in a large number of

structures.

45
343. Fatal Pipe Installation Engineering NewsRecord, November 8, 1973, p. 3. The collapse of a portion of a 105 year old

hotel in New York City (see 324) was at- tributed to an apparently unauthorized in- stallation about 30 years ago of a drain pipe

in a bearing wall. A crack in the pipe re- sulted in a leak that weakened the mortar of

the brickwork.

344. Fribush, S. L., Bowser, D., and Chapman, R., Estimates of Vehicular Collisions with Multistory Residential Buildings, NBSIR 73-175,

(April 1973).

Through analysis of data from Oklahoma

and Illinois along with national statistics, estimates are made of the number of ve- hicular collisions with buildings on an annual, nation wide basis. The best estimate

is on the order of tens of thousands. However,

since the impetus for the study was on multi- story buildings and the likelihood of their being subject to progressive collapse, the cal- culations have been refined to apply to substantial damage to multistory residential buildings. In 1970, such accidents were only on the order of 40, hence the probability of a given building being so affected in a single year is approximately one in ten thousand.

Some discussion is provided on improvement

for data collection for the future. 345. Fortskridande ras (Design to Avoid Progressive

Collapse) , The National Swedish Board of Urban Planning, Publication No. 63, July 1, 1973.

The National Swedish Board of Urban

Ranning has worked out regulations regarding the stability of buildings in order to re- duce the risk of progressive collapse due to local damage. The regulations are divided

into mandatory requirements and recommendations with solutions deemed to satisfy the requirements. In connection with the

regulations, some commentary is published.

The regulations are supplements to Chapter

21 (section :93) and Chanter 22 (section :35)

in Svensk Byggnorm (SBN).

346. Granstrom, S., Stability After Local Damage, Report of research in Sweden, CIB W23A,

Copenhagen, September 4, 1973.

Summarizes current Swedish philosophy

regarding acceptable risks in multi-story construction. Summarizes principal causes of three progressive collapses in Sweden (propane explosions, solvent explosions, fire). Dis- cussed social effects of risk analysis and compares to statistics regarding death by fire, drowning, and suicide.

347. Guilty in Collapse, Engineering News-Record,

July 19, 1973, p. 16. A Virginia state court found a concrete subcontractor guilty of misdemeanor charges

stemming from the March collapse of a 26-

story apartment building under construction

in a Washington, D.C. suburb (see 334).

348. Hughes, B. P., Limit States of Impact and

CPllO, Concrete, London, Vol. 7, No. 8, August 1973, pp. 37-40.

Relative to the recent Fifth Amendment of the British Standard CPllO, an examination

is made of the essential requirements and as- sumptions which can be made to facilitate simple design for exceptional events, especially limit states of impact. It is demonstrated

that for all normal designs where the simplified stability clauses are followed, a satis- factory resistance to accidental damage is as- sured. Includes 2 examples of calculation of recommended tie forces to satisfy CPllO.

349. Indicted Subcontractor also Faces OSHA Action, Engineering News-Record, May 21, 1973,

p. 13. The concrete subcontractor for the apartment building that collapsed at Bailey's Crossroads, has been charged with willful violation

of the Occupational Safety and Health Act (OSHA). Charges alleged that the contractor was responsible for the premature removal of forms, failure to properly conduct tests to insure concrete strength was sufficient for form removal, and use of damaged shoring

materials (see 334)

.

350. Indictment Against GC on Collapsed Building

Dismissed, Engineering News-Record, June

14, 1973. p. 15. The general contractor for the 26-story

apartment building that collapsed in March

while under construction in a Washington,

D.C, suburb has been cleared of charges

made by a grand jury. The judge determined

the contract made the concrete subcontractor

responsible. A consultant hired by the county

says the collapse was caused by the premature

removal of shoring (see 334)

.

351. Inexperience Hurts. Engineering News-Record,

November 15, 1973. p. 3.

Collapse of a three-story garage in New

York City (see 324) was caused by an $80,000 alteration job performed by an in- experienced contractor who did not consult with an architect or engineer. Alterations

included replacement of 500 wood floor beams, installation of a new roof of corru46
gated metal decking and 4 in. of reinforced concrete topped by 1.5 in of asphaltic concrete.

352. Insurance Facts 1973, Insurance Information

Institute, New York, 1973. The booklet includes a ten year U.S. property insurance catastrophe record and indi- cates type of catastrophe and magnitude of

loss. 353. Janney, J. R., Structural Failures, Structural

Failures: Modes, Causes, Responsibilities,

ASCE National Meeting on Structural Engineering, Cleveland, Ohio, April 1972, pp. 11-20.

A brief discussion of several case histories where failures have occurred due to gravity

loads. The discussion is divided into failures caused by ponding, bearing problems, shear

and stability. A plea is made that more doc- umentation on such failures should be published. 354. Lewicki, B., Deuar, K., and Zieleniewski, S., In- teraction of Floor and Wall for Prevention of Progressive Collapse in Large Panel Buildings, International Council for Building Research Studies and Documentation—Working

Commission 2A, Meeting at Copenhagen, September 1973, printed by Centre for Building

Systems Research and Development, Warsaw.

The interaction of bearing walls and

floors in large panel buildings can reduce to a large extent the risk of a progressive col- lapse. An initial theoretical study on this problem is presented suggesting a method of

calculation for panel structures with elements

removed. Authors outline needed testing pro- gram on panels and joints.

355. Leyendecker, E. V.. and Fattal. S. G., Investi- gation of the Skvline Plaza Collapse in Fair- fax County, Virginia, NBSIR 73-222, (June

1973).

The progressive collapse of the Skyline

Plaza apartment building A—4 at Bailey's

Crossroads, Virginia (see 333) has been

studied by using information contained in case records of the Occupational Safety and

Health Administration (OSHA), U.S. De- partment of Labor and obtained from on-site inspections by investigators from the National Bureau of Standards. Non-compliance

with OSHA construction standards has been

identified with regard to formwork, field- cured concrete specimens and crane installa- tion. 356. Life Span of Structures, Report of Observations

of Attendees at the Engineering Foundation

Conference, New England College, Henniker,

N.H., July 22-27, 1973. The life span of structures is determined

by design, construction, functional serviceability or environment as natural causes of demise. This paper deals with such topics as the life cycle of structures, structural design,

fire, insurance and rehabilitation of bridges.

357. Litle, W. A., Boston Collapse (a summary pa- per). Structural Failures: Modes, Causes, Responsibilities—a compilation of papers printed

at the ASCE National Meeting on Structural Engineering, Cleveland, Ohio, April 1972,

published by ASCE, New York, 1973. The paper outlines the conditions and details of the January 25, 1971 collapse of a 16-story reinforced concrete apartment build- ing under construction. Also included is a summary of a report by the five-man investi- gating commission appointed by the mayor to probe the collapse.

358. Mainstone, R. J., The Hazard of Internal Blast

in Buildings, Building Research Establish- ment Current Paper, CP 11/73, England,

April 1973.

Recent studies of the nature and structural

effects of internal blast are reviewed. Hish

explosive blast is distinguished from that due

to a gaseous deflagration, and the main emphasis is on the latter since this has been the most widespread cause of local and sometimes more extensive structural damage under

peacetime conditions in recent years. Both

the possibility of limiting the peak pressures reached by means of venting and the design

of structural elements and complete structures

to resist the blast are considered. A final com- ment is made on codes of practice and regulations.

359. Morton, Jane P., Bombing Incident Target Analysis, July 1970—December 1971, International Association of Chiefs of Police, Gaithersburg, Maryland, 1973.

During the period July, 1970, through December, 1971 a total of 2.889 bombing inci- dents were recorded by the lACP based on

data gathered from field reports and the regular screening of 11,000 daily and weekly news

publications. The incidents in this publication have been placed into fourteen major

categories with various sub-categories and

analyzed to evaluate the significance of the

targets being attacked. The analysis includes

the frequency of incidents directed against

each target, the kind of bomb employed, the motive or intent of the bomber, and the geo- graphical and regional location of targets. In

47
addition, a chronological siunmary listing of bomb incidents for each target category is presented.

360. Not Guilty, Engineering News-Record, September 13, 1973, p. 16. The court of justice of Guamabara, Brazil,

has absolved the president of Sobrenco Construction Company, five engineers and five state inspectors of criminal responsibility in connection with the collapse of a 402 ft sec- tion of concrete viaduct under construction

in Rio de Janeiro on November 20, 1971 (see

266).

361. Not Guilty, Engineering News-Record, October

4, 1973, p. 32. A job superintendent was acquitted of in- voluntary manslaughter in the building col- lapse that killed 14 construction workers. The

judge ruled that the prosecution did not conclusively prove that the defendant prematurely ordered removal of shoring from be- neath the 23rd floor of a planned 26-story

reinforced concrete building in Bailey's Crossroads, Virginia (see 334)

.

362. OSHA Makes a Deal. Engineering News-Record,

November 22, 1973, p. 15. The concrete subcontractor for the Bailey's

Crossroads building agreed to pay $13,000

in federal penalties without admitting guilt in OSHA violations (see 334)

.

363. Partially Collapsed Building Repaired, Engineering News-Record, January 25, 1973, p. 26. Repairs have been completed on Ronan

Point, a 24-story London apartment build- ing that partially collapsed in 1968. The

article mentions that this failure possibly re- duced enthusiasm for systems building in England. The article notes that subsequent

to the Ronan Point collapse, the government

checked 2,000 high-rise buildings of more

than six stories and of these, 700 required

strengthening.

364. Peterson, Hans, Analysis of Building Structures,

Chalmers University of Technology, Department of Building Construction, Report 1973:

11, Goteborg, 1973. The work summarized in this paper deals with the structural analysis of multi-story

buildings. Two methods, the finite element

method and the stringer method, are used. The finite element technique is applied to the bending and in-plane analysis of plates. The

analysis is further extended to the evaluation

of the response of multi-story buildings to

static loads. Experimental results for slabs and wall joints are also presented.

365. Richtlinien und Bestimmungen der neuen DIN

1045 fur GroBtalelbauten (Directives and

specifications of the new German standard

DIN 1045 for large-sized constructions)

,

Betonwerk and Fertigteil-Technik, Vol. 1, 1973. (In German, with English and French

summary pp. 5—14.)

DIN 1045 contains no summarized section of specifications for large-sized slab construction. Although the new specifications for precast reinforced-concrete constructions are summarized in section 19—previously DIN

4225—the specifications for large-panel slab constructions have to be compiled from vari- ous further sections. This article compiles and

explains, based on the specifications of the new DIN 1045 for large-sized slab constructions, the completed "Tentative specifications for constructions of large sized wall and floor panels."

366. Rules and Regulations Relating to Resistance to Progressive Collapse under Extreme Local

Loads, Housing and Development Administration, Department of Buildings, The

City Record, New York, August 2, 1973. Amendment of the City of New York Building Code to require resistance to progressive

collapse by either the alternate path method

or the specific local resistance to 720 psf

method.

367. Sahlin. S., and Runesson. K., Nagra Berakningar

Av Kraftomlagring MMI Cellstruktur, Chal- mers University of Technology. Institute for Building, Report 73:12, July 1973. Report presents results of a detailed finite element type analvsis of a three storv bearing

wall structure with typical door and window

openings. Various structural configurations

are assumed based on loss of key panel and

corner elements. Results are presented in terms of forces and deformations with key

elements removed.

368. Sanders, P. H., Evaluation of the Risk of Vehicle Impact on Structures, Structural Fail- ures: Modes, Causes, Responsibilities—

a

compilation of papers printed at the ASCE

National Meeting on Structural Engineering,

Cleveland, Ohio, April 1972, published by

ASCE, New York, 1973. The failure of an exterior ground-floor col- umn in a multi-storv building would cause

collapse at every level of those floor areas that depend upon the failed column for support.

This paper deals with the probability of a motor vehicle striking an object located near

a traffic path. This probability is shown to be

a function of the distance of the object from

the traffic path and the volume of traffic.

48
369. School Roof Collapse Blamed on Short Ledge,

Cross Ties. Engineering News-Record, August

23, 1973, p. 14. The British Building Research Establish- ment cited several reasons for the collapse

last June of a school's assembly hall roof in London. These include insufficient bearing

area, insufficient cross ties, corroded rein- forcement, strength loss due to use of high

alumina cement (conversion) and lack of

continuity.

370. Somes, N. F., Abnormal Loading on Building

and Progressive Collapse, NBSIR 73-221,

(May 1973).

This report attempts to define the parameters of the problem of progressive collapse, to classify and discuss the various sources of abnormal loading and to quantify their fre- quency insofar as the currently available U.S. data permits. The implication of these find- ings for the USA are then discussed. The re- sponse of buildings and building elements to abnormal loading is then reviewed, including

cases of progressive collapse. Several alternative approaches for the introductions of cri- teria are presented and, finally, conclusions are given with respect to the problem posed in the USA.

371. Steele, W. A. Bowser. D., and Chapman. R. E., The Incidence of Hazardous Material Acci- dents During Transportation and Storage,

NBSIR 73-412 (November 1973).

This report is one of a series describing

background research concerning the incidence

of abnormal loading. The report is organized

in terms of modes of hazardous material

transportation and storage. These modes

pipeline, water, motor vehicle, and railroad

transportation systems—are addressed in four sections with Storage Systems discussed

in a fifth. The sections depend on the amount

of available data, rather than the risk in- volved in an accident. A summary of the re- sults is presented in the last section. On the whole, there is little empirical evidence to substantiate a threat to buildings from haz- ardous materials transport. However, trends

in volumes shipped in proximity to structures of interest raises the prospect of future in- cidents.

372. Structural Design Requirements to Increase Resistance of Buildings to Progressive Collapse,

Proposed HUD Handbook by the HUD Staff, U.S. Department of Housing and Urban Development, November 1973.

This draft document reflects the state-of-the- art for methods to increase the resistance of

buildings to progressive collapse, and pro- posed mandatory requirements for the struc- tural design of high-rise buildings to be constructed under HUD programs. 373. Structural Failures: Modes, Causes, Responsibilities, A compilation of papers presented at the ASCE National Meeting on Structural Engineering, Cleveland, Ohio, April 1972 and

published by ASCE, New York. 1973. The book contains seven papers which relate directly to structural failures. 374. Two Firms, Individual, Indicted as Result of Fatal Collapse, Engineering News-Record,

May 3, 1973,' p. 16. Indictments have been returned against the general contractor, the concrete subcontractor

and the subcontractor's job superintendent in connection with the accident at Bailey's Cross- roads (see 334)

375. Weeks, G. A.. Tests on the Public Building

Frame at BRS, Reference No. B390/73, DOE/

CIRIA Seminar, The Stability of Precast Concrete Structures, London, March 27, 1973. The Department of the Environment has

adopted a standard system for precast concrete frame construction for use within the Public Sector. Previous structural experimentation associated with this development

has been limited to tests on individual components and isolated joints. This paper de- scribes some aspects of an experimental pro- gram, including tests to failure, carried out

in the Structures Laboratory at the Building

Research Station on a full-scale two-story

assembly built in this way and should be

treated as an interim document. Test results indicated substantial geometric effects which

influenced stability which would not have

been noted in isolated joint tests. 376. Wilford, M. J., and Yu, C. W., Catenary Action

in Damaged Structures. Reference No. B391 /

73, DOE/CIRIA Seminar, The Stabilitv of Precast Concrete Structures, London, March

27, 1973. The Structural Engineer is now required to design a structure against the possibility of complete disaster following local damage.

Many of our current forms of construction

have this capacity, but there is no recognized

design data on which to calculate for this possibility. This paper attempts to establish and prove a design procedure based on

"catenary" and "membrane" action of the

structural members, to produce a state of "partial stability." The report summarizes

tests on beam and slab specimens with sup- ports removed to determine collapse state

49
load capacity. Results indicated special detailing is generally required to ensure cate- nary action. 377. Wilhelmsen, A. M., and Larsson, B. Sonic Booms

and Structural Damage, D3/1973 (Statens

institut for byggnadsforskning) , Stockholm,

May 1973. The study of the effects of sonic booms was

performed in three stages. The first stage

comprised a survey of the available literature on the effect of sonic booms on buildings and

contact writh research workers in other countries working in this field, but is not included

in the English edition. The second stage consisted of a survey of claims for damage in Sweden in an attempt to clarify the extent to which it was possible to judge whether damage could be caused by sonic booms. The third stage comprised a test series of overflights over test units. Data and conclusions are pre- sented which indicate sonic boom is not a

threat to primary structural members if planes are flying above 1000 m.

50
3. Author Index

Numbers refer to references, which are numbered consecutively.

A

ACI Committee 342, 67 Adams, H. C 194 Alexander, S. J 95, 147, 261, 269

Allen, D. E 195, 270, 325

Allgood, J. R., 148 American Gas Association 170 Amerongan, C. V 68 Ames, S 182 Amirikian, A 3 Anderson, B. G., 9 Armer, G. S. T 271, 326 Arthur D. Little, Inc 61 ASCE 17 ASCE-IABSE Technical Committee on Tall Buildings . 8, 318

Astbury, N. F 196, 197

' Au, T. Y 227

B

Baker, A 327

Baker, J. F 1 Battat, M. E 179

Bechtel, S 145

Beck, H 272

Beresford, F. D 33

Birkeland, H. W 40

Birkeland, P. W 40

Blakey, F. A 33

Bloomfield, D. P 295

Boston Mayor's Investigation Commission 203

Bowser, D 344, 371 Bradshaw, R. E 201

Brakel, J 274

British Standards Institution 175 Brondum-Nielsen, T 202

Brook, D. H 8 Burhouse, P 59

Burnett, E. F. P 332, 333

c

California Department of Justice 199

Carlsson, M 225

Chandler, S. E 25 Chapman, R 344, 371

Clare, R 197 CIB Commission W23, 216

Cohen, E 9, 164

Coles, B. C 99

Collins, A. R 100 Colman, D. G., 336 Comite Europeen du Beton, 68, 250

Connell, K. F 77

Construction Industry Research Information Association (CIRIA) 218, 328

Cotton, P. E 4

Cousins, E. W 2, 4

Cracknel], C. J 337

Crawford, R 22

Creasy, L. R 159. 160, 210, 276 Cubbage, P. A 197

Cubbitt, R. L 179

Custard, G. H 161

Cutler, J. F 211

Cziesielski, E 44

D

Dansk Ingenjorforening 126

Davies, S. R 239 Department of the Environment—London 241

Despeyroux, J 103, 104, 277 Deuar, K 354

Dobbs, N 164 Donahue, J. D 161 Dowding, C. H 215

Dragosavic, M 280, 281, 338

E

Edge, P. M., Jr 27 Edmunds, J. 145 Edwards, A. T 22

Expert Council of the Danish Society of Engineers 125

F

Fattal, S. G 355

Federal Civil Defense Administration 7

Feld, J 26, 46, 79

Ferahian, R. H 217, 285

Firnkas, S 18, 108, 109

Flak, H 167

Foster, D 201

Fribush, S. L 344

Fry, J. F 219

G

Gabrielsen, B 145, 268, 321 Gas of France, et al 65

Gifford, R. W 222

Glassman, A 110

Godfrey, K. A 82

Goffin, H 83

Graaf, S 288

Granstrom, S. A 10, 171, 223, 224, 225, 289, 346

Greater London Council 178, 189, 190

Greenfield, F. C 172

Greider, W 290

Griffiths, H 84

Grundy, P 21 H

Hambly, E. C 95, 147 Hamilton, W. A 99 Hanson, K 112

Haseltine, B. A 113, 227, 228 Hawkins, N. M 237

Hellers, B. G 167 Hendry, A. W 239, 256, 257 Hodgkinson, A 173 Hodgkinson, H. R 196, 197 Hoglund, T 167 Holmgren, J 167 Holtum, R. D 172 Hughes, B. P 348

I

Ulingworth, J. R 291

Institution of Civil Engineers 226

Insurance Information Institute 352

International Association of Chiefs of Police 238

51
J p

Janney, J. R 353 Jarman, D. A 337 K

Kabaila, A 21

Kalra, J. C 172 Kanoh, Y 231

Kost, G 254 Kumar, S 271

L

Larsson, B 377

Lax, D 1 Leach, S. J 295

Leggatt, A. J 176

Legget, R F 16

Lewicki, B 50, 232, 233, 296, 354

Leyendecker, E. V 333, 355

Ligtenberg, F. K 116, 234

Litle, W. A 357 Lohrding, R. K 179 London Ministry of Housing and Local Government 80, 124

Lugez, J 117, 235 M

MacGregor, J. G 297

Mainstone, R. J 236, 298, 299, 358 Marchand, P. E 51 Marosszeky, M 300

Mast, R. F 118 Matlock, H 87

Mattock, A. H 237 Maurenbrecher, A 257 Mayes, W. H 27 McKaig, T. H 19

Mikluchin, P. T 211

Miles, J. R 134

Ministerio del Lavorio Publici 120 Monk, C. B., Jr 13

Morris, P 268

Morton, J 239

Morton, J. P 240, 359 N

National Industrial Conference Board 5 National Research Council of Canada 177, 155

National Swedish Board of Urban Planning 345

National Transportation Safety Board 122, 180, 185, 230,

245, 246, 247, 259, 312 Newberry, C. W 28, 66 Newmark, N. M 11, 242 New York Department of Buildings 366

Nielsen, K 6

Nissen, H 301 Nordic Sub-Committee on Large Concrete Panels 186

Norris, C. H 14 Northwood, T. D 22 o

Odgaard, A 302

Office of Naval Research—London 292

Olesen. S. 0 112, 302

Ostenfeld, C 35

Ota, Y 231 Otway, H. J 179

Paddleford, D. F 121 Palmer, K. N 182, 303 Pauw, A 296

Persinger, G. S 240

Petersson, H 364

Plewes, W. G 195, 211

PopofI, A., Jr 304, 305

Porl, M. K 53 Power, J. K 30

Prestressed Concrete Institute 244

Pugsley, A 84 R

Ramsay, W. A 31 Rasbash, D. J 127, 182

Reese, L. C 87

Rivard, J. B 252

Robinson, J. R 69, 129 Rodin, J 130, 253 Rogowski, Z. W 182 Rozvany, G. L N 132 Runesson, K 367

Russoff, B. B 55

s

Sahlin, S 367

Saillard, Y 133

Sanders, P. H 309, 368

Saunders, 0. 84

Schriever, W. R 16, 195, 270, 325

Shapiro, G. A 23

Sharpe, R. L 254

Shell International Gas Limited 104 Shinagawa, T 255

Short, A 134

Short, W. D 71

Sinha, B. P 256, 257

Slack, J. H 258

Smith, R. B 77

Sokolov, M. E 23

Somerville, G 59 Somes, N. F 333, 370

Soviet Economic Mutual Aid 165

Stanger, R. H. H 38

Starr, C 135

Statens Planverk 212

Steele, W. A 371

Strehlow, R. A 313

Stretch, K. L 137

Sutherland, R. J. M 316

Swihart, G. R 148

Swinnerton, H. A 317 T

Taylor, N 261, 269 Teichmann, G. A 12 Thayer. J. R 161 The Institution of Structural Engineers 86, 93, 111, 153, 260 The Technical Advisory Panel on Explosion Research 142 Thomas, K 113, 228, 262 Thompson. N. F 2 Turner, R. D 179 u

U.S. Department of Housing and Urban Development 372

U.S. Department of the Air Force 140

U.S. Department of the Army 63, 140

U.S. Department of the Navy 140

U.S. Department of Transportation 183, 263, 286, 315

52
w

Wakabayashi, M 319 Weeks, G. A 375

West, H. W. H 196, 197, 267, 320

West-water, R 8, 12 Whitney C. S 9 Wiggins, J. H 144

Wilford, M. J 376 Wilhelmsen, A. M 377

Williams, E. L 1 Wilton, C 145, 268, 321

Witteveen, J 323 Woods, J. F 132

Yamanouchi, 0 231 Yu, C 327, 376

Zarzvcki, A 117

Zieleniewski, S 354

4. Subject Index

Numbers refer to references, which are numbered consecutively.

Abnormal loading—see Accidental impact; Construction loads; Explosions; Faulty practice; Foundation failure Accidental impact 116, 121, 146, 217, 234, 242, 370

Accidental impact, aircraft 332

Accidental impact, construction equipment 43, 77

Accidental impact, frequencies 234, 370

Accidental impact, highway vehicles ... 125, 126, 178, 191, 214, 250, 309, 344, 368

Accidental impact, ships 35

Aerial explosions 10 Alternate path 45, 80, 86, 98, 103, 109, 111, 114, 115, 129,

133, 160, 173, 187, 194, 202, 210, 276, 354, 366, 367

Alternate path, tests 210, 223, 224, 231, 239, 256, 271, 302, 326

Analysis, mathematical 14, 367

Analysis, structural—see Structural analysis

Anchorage 112 B

Bison system—see System building. Bison

Blast resistant design—see Structural design, explosions

Blasting 12, 22, 215

Boiler explosions—see Explosions, boiler and steamline Bombing—see Explosions, high explosives

Bond failure 34

Brick—see Masonry

British code—see Building code, British Building code. Agreement 53

Building code, British ... .80, 81, 84, 89, 90, 93, 97, 100, 101,

134, 138, 175, 216. 222, 348

Building code, Canadian 155, 177, 195, 211, 217

Building code, CEB—see Recommendations, CEB

Building code, comparisons 233, 270, 277, 285, 289, 298,

304, 325, 358

Building code, Danish 98, 171 Building code, HUD 372

Building code, Italian 120, 233

Building code, London 178, 189, 190

Building code. New York City 366

Biiildina; code, Polish 139

Building code, Russian 165. 184, 233

Building code, Swedish 186, 212, 223, 233, 289, 345, 346

c

Canadian code—see Building code, Canadian

Catenary action 210, 272, 376 Chain reactions—see Failure modes

Code—see Building code

Collapse 130

Collapse, construction 71, 72, 203, 248, 266, 270

C^ollcipsc fire see Fire

Collapse', multiple examples .19, 26, 71, 79, 110, 167, 223, 225, 249, 270, 325, 353, 370, 373

Collapse, Aldershot 292

Collapse, Argenteuil, France 336

Collapse, Arlington, Virginia 76, 85, 248

Collapse, Atlanta, Georgia 36

Collapse, Bailey's Crossroads, Virginia . . 334. 335, 347, 349, 350, 355, 361, 362, 374

Collapse, Barcelona, Spain 311

Collapse, Boston, Massachusetts 200, 203, 204, 205, 206, 209 213 229 307 357

Collapse, Brazil 207, 208, '266,' 275,' 308,' 360

Collapse, Brooklyn, New York 39

Collapse, Buenos Aires 96, 149, 181, 322

Collapse, Cairo 24

Collapse, Dayton, Ohio 106

Collapse, Godthaab, Greenland 156, 22

Collapse, Harrisonburg, Virginia 15

Collapse, Houma, Louisiana 152

Collapse, Italy 37

Collapse, Jamaica 43

Collapse, Las Vegas 123

Collapse, Madrid 107

Collapse, Malaysia 75

Collapse, Manhatten, New York 54, 56

Collapse, Mexico City bridge 70

Collapse, New Orleans, Louisiana 45

Collapse, New York 191

Collapse, New York City 20, 64, 324, 339, 343, 351

Collapse, Ottawa 32, 41, 47

Collapse, Paris 29

Collapse, Pittsburgh, Pennsylvania 48, 157

Collapse, Pt. Pleasant bridge 62, 74

Collapse, Ronan Point 73. 78. 80. 84. 88. 89 90. 91. 92. 94,

97, 100, 103, 105, 108, 109, 114, 128, 129, 131

Collapse, Scotland 282

Collapse, Sweden 49, 60

CoEapse, Tennessee 192

Collisions—see Accidental impact

Column failures 149, 322 Comite Europeen du Beton 104, 250 Comparisons—see Building code, comparison

Connections—see Joints Construction Joints—^see Joints Construction loads . . .6, 21, 33, 41, 42. 46. 55, 67, 157, 203, 204, 300, 306, 314, 334

Continuity ... .18, 68, 69, 83, 103, 108, 118, 216. 2.=iT. 2.'^8. 288.

296, 305, 319. 369

Corrosion 39. 369

Costs—see Economic factors Cranes—see Accidental impact

Criteria—see Alternate path; Building code; and Specific resistance D

Danish code—see Building code, Danish

Debris load 143, 145, 157, 337

Demolition 8, 63. 71, 310, 317 Design criteria—see Alternate path; Building code; and Specific resistHiice Design interpretations . 86, 111, 113, 153, 159, 160, 163, 166,

178, 189, 195, 241. 348 Domes 43. 57, 58 Dynamic analysis 147, 220 Dvnamic loading—see Explosions

Dynamic tests . 9, 13, 14, 17, 22, 99, 148, 150. 196, 197, 220.

267, 314, 337 Dynamite—see Explosions, high explosives

53
E I Economic factors 119, 135, 176, 201, 214, 251,

Editorials, building regulations 97, 100, 104, 105, 150,

Editorials, progressive collapse ... 88, 91, 100, 103,

Error, construction—see Faulty practice

Error, design—see Faulty practice Excavation

Explosions, boiler and steamline 25, Explosions, external 125, 126, 140, 214, 217, Explosions, gas and vapor .... 94, 122, 125, 126, 152,

171, 243, 245, 246, 247, 249, 250, 282, 283, 284, 285,

290,

114, 154,

114, 150,

305

118, 176

128, 154

Explosions,

137, 142,

Explosions,

Explosions,

Explosions,

Explosions,

Explosions,

Explosions,

Explosions,

Explosions,

Explosions,

gas and vapor—characteristics 2, 4, 147, 162, 182, 197, 218, 220, 269, 280, 281, 299, 313. gas and vapor—control ... .81, 95, 102,

137, 147, 193, gas and vapor—frequency ... 25. 61, 84, 218, 219, 221, 261, 269, 313, 332

gas and vapor—tests ... 2, 4, 150, 182, 220, 236, 267, 280

high explosives 1, 125, 126, 171, 198, 292, high explosives—characteristics .1, 3, 63, 161, 298, 299

high explosives—frequency . . . .223, 238, 332, high explosives—tests 22, 99, internal 84, 113, 116, 125, 126, 140, 234. 258, 265, 270, 292, 299, 303. liquid oxygen

. .32, 264,

234,

156, 287, 330,

, 95, 295,

, 338,

111,

194,

102, ,333, 1%,

294, 242,

293,

5, 8, 317, 240,

359,

150, 214,

, 318,

64

278

371

169, 329, 340

127, 298, 358

127, 294

142 370

197, 320

265, 331

10, 358

273, 370

164

217, 358

.230 F

Failure—see Collapse

Failure modes. Key link 57. 58, 62, 129

Failure modes. Progressive—horizontal .... 15. 20, 26, 29, 34,

35, 36, 39, 49, 60, 70, 72, 103, 106, 134, 200, 203, 207, 208,

24S. 266, 334, 341, 342, 357, 369

Failure modes. Progressive—vertical . 24, 37, 47, 48, 54, 56,

64, 73, 75, 76, 80, 84, 85, 90, 91, 92, 94, 96, 103, 106, 109, 123,

134, 149, 156, 157, 167, 181, 191, 200, 203, 204, 206, 209, 213,

229, 271, 291, 306, 307, 310, 311, 322, 324, 326, 334, 335, 339,

351, 355, 357

Faulty practice. Construction error 26, 29, 32, 37, 41, 47,

57, 71, 75, 76, 85, 181, 200, 203, 204, 205, 207, 275, 307, 308,

310, 322, 334, 335, 347, 349, 350, 351, 355, 360, 361, 362, 37.4 Faulty practice, Design error 26, 34, 58, 110, 275, 308

Faulty practice. Occupant misuse ... .24, 26, 54, 56, 107, 110, 339, 343

Fifth Amendment (to British Building Regulations) —see Building code, British; and Recommendations, Fifth Amendment

Fire 25, 102, 110, 116, 234, 242, 306, 318, 323

Flat plate 20, 21, 33, 46, 47, 200, 203, 204, 206. 307, 334, 357

Force, tie—see Tie forces Formwork 6. 21, 33, 46, 67 Formwork failure 26, 42, 70, 76, 79, 291, 349 Foundation failure, Adiacent excavation 32, 64

Foundation failure. Excessive settlement . 24, 110, 207, 208,

260, 322 Frames—see Rigid frames

Frequencies—see Accidental impact; and Explosions

Gass (see also Explosions, gas and vapor) 65

Glass 2, 27, 30, 31, 220, 236, 254, 267 H

High explosives—see Explosion, high explosives

Highway vehicles—see Accidental impact, highv^ay vehicles

Ice load—see Snow load Impact (see also Accidental impact) 337

In-situ joints—see Joints Insurance 352, 356

Italian code—see Building code, Italian

Joints, In-situ—requirements 118, 319

Joints, In-situ—tests 45

Joints, Precast elements—design 40, 50, 69, 117, 174, 232,

235, 244, 296, 301, 304, 305, 328

Joints, Precast elements—requirements .... 18, 23, 40, 44, 50,

53, 55, 59, 68, 69, 84, 108, 109, 117, 118, 249, 260, 296, 304, 305, 319, 327, 336

Joints, Precast elements—tests 23, 38, 50, 59, 112, 143, 224, 255, 258, 327, 328, 336, 375

Larsen-Neilsen—see System building

Lateral forces—see Specific resistance. Tie forces Layout of panel structure 93 Leaks—see Explosions, gas and vapor

Limit state ' 274, 348 Loads—see Abnormal loads; Accidental impact; Construction

loads; Debris loads; Explosions; Snow load; and Tsunamis

M

Masonry 13, 32, 64, 111, 113, 129, 137, 152, 194, 196, 197, 201, 211, 226, 227, 228, 239, 256, 257, 262, 316, 320, 321, 343 Models 22, 164, 224, 257, 302 N

Natural gas (see also Explosions, gas and vapor) 65

Nitroglycerin—Explosions, high explosives

Panels—see Building code; and Joints Panels, design ... .44, 50, 53, 68, 83, 104, 134, 137, 145, 175, 217. 235, 250, 354, 365

Panels, tests . 23, 143, 145, 168, 197, 228, 231, 255, 256,

268, 271, 302, 321, 326, 328. 375

Pipeline accidents—see Explosions, gas and vapor; and Pipeline safety Pipeline networks 170

Pipeline safety .52, 61, 77, 180, 183, 185, 221, 245, 246, 247,

263, 283, 284, 286, 287. 312, 315, 340, 371

Polish code—see Building code, Polish Precast concrete 18, 23, 36, 40, 50, 53, 55, 59, 73, 82, 83,

84, 112, 123, 271, 285, 288, 296, 301, 304, 305, 326, 336, 342,

365, 375

Pressure—see Explosions

Prestressed concrete 15, 99, 132, 244, 275, 306

Progressive collapse—see Collapse ; and Failure modes

Projectiles 121, 146

Recommendations, CEB 68, 69, 104, 133, Recommendations, CEB, discussion of . . 103, 104, 128,

Recommendations, Fifth Amendment . .80, 93, 124,

Recommendations, Fifth Amendment, discussion of . 97, 101, 103, 114, 115, 129, 133, 143, 151, 153,

163, 166, 168, 172, 173, 174, 188, 194, 222, 228,

251, Redundancy—see Alternate path

Regulations—see Building code

158, 250

133, 138, 232, 233

187, 190, 217

84, 86, 159, 160, 233, 241,

320, 348

54
Regulations, gas 65

Reinforcement, lateral 296, 304, 376

Reinforcement, ties 18, 59, 69, 296, 304, 327, 376 Repair—see Strengthening

Rigid frames, . . . 45, 137, 160, 178, 187, 241, 258, 276, 292, 297 310 329 330 Risk analysis . . .16, 116, 130, 135, 146, 161, 179, 214, '234, 252, 259, 290, 312, 323, 332, 333, 344, 346, 368 Ronan Point—see Collapse, Ronan Point Roofs 20, 26, 36, 39, 42, 49, 57 Russian code—see Building code, Russian

Rusting—see Corrosion

Safety factor 16, 46, 104, 116, 138, 216, 250, 314 Sagging 45

Seismic design 244, 305

Shear, 20, 40, 44, 47, 203, 204, 237, 307, 353, 357

Ships—see Accidental impact, ships

Shoring—see Formwork

Snow load 16, 49, 58

Sonic booms 27, 28, 30, 31, 66, 144, 254, 332, 377

Specific resistance ... .80, 86, 98, 111, 115, 143, 154, 168, 187, 202. 294, 320, 366

Specifications—see Building code; and Regulations

Stability 260, 272, 276, 279, 297, 375, 376

Stability, Bearing wall structures 170, 260, 305, 343

Stability, Damaged structures 126. 216, 239, 256

Standards—see Building code: and Regulations

Statically determinate structures—see Failure mode, Key link

Statically indeterminate structures—see Alternate path

Statistical design 116. 130, 145, 253

Steel frames 29, 31, 45, 48, 56, 72, 106, 192, 310

Strength—see Joints; Masonry; and Panels

Strengthening 80, 90, 136, 172, 188, 226, 288, 363

Structural analysis 155, 257, 314, 364, 367

Structural analysis, explosions 9, 11, 95, 239

Structural design 93, 111, 113, 118, 195, 201, 210, 225,

226, 244, 272, 280, 281, 302, 304, 328, 338

Structural design, explosions ... .1, 3, 5, 7, 9, 11, 13, 14, 17, 93, 140, 147, 148, 161, 194, 226, 228, 242, 289, 298, 299, 303, 304, 318, 319, 358, 376 Suspended structures 232 System building 51, 82, 91, 141, 172, 363 System building. Bison 143, 168, 222 System building, Larsen-Neilsen, 249 System building, Wates 38

Tension failures 39, 192

Test, procedures 143, 354, 375

Tie forces . . . .53, 98, 134, 136, 143, 178, 216, 224, 232, 296,

301, 348, 369 Tornadoes 121, 146

Traffic—see Accidental impact, highway vehicles Trusses 39, 62, 129, 192 Tsunamis 87

Vapor explosions—see Explosions, gas and vapor

Vehicles—see Accidental impact, highway vehicles Venting ... 2, 4, 95, 127, 129, 137, 142, 162, 182, 193, 197, 220, 236, 258, 267, 280, 281, 294, 295, 298, 313, 320, 338, 358

Viaducts 266. 275, 308, 360

Vibrations 12, 22, 28, 64, 215 w

Walls—see Panels Welded connections—see Joints Wind bracing 4g Wind pressure 16, 84, 92, 201, 234 Windows—see Glass; and Venting

Wood 58. 60

55

•C^ U.S. GOVERNMENT PRINTING OFFICE: 1975 O 592-102

NBS--H4A <RE V, 7-73)

U.S. DEPT. OF COMM. 1. PUBLICATION OR RHFORT NO. 2. Gov't Accession

B.BL.OGRAPH.C DATA NBS BSS- 67

3. Recipient's Accession No.

4. TITLE AND SUBTITLE

Abnormal Loading on Buildings and Progressive Collapse.

An Annotated Bibliography

5. l-'u bl i <; at ion Date January 1976

6. Performing Organization Code

7. AUTHOR(S)

E. V. Leyendecker , J. E. Breen, N. F. Somes, and M. Swatta

8. Performing Organ. Report No.

9. PERFORMING ORGANIZATION NAME AND ADDRESS

NATIONAL BUREAU OF STANDARDS

DEPARTMENT OF COMMERCE

WASHINGTON, D.C. 20234

10. Project/Task/Work Unit No. 4618488

11. Contract/Grant No.

12. Sponsoring Organization Name and Complete Address (Street, City, State, ZIP)

Office of Policy Development and Research

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Washington, D. C. 20410

13. Type of Report & Period Covered Final - 1974

14. Sponsoring Agency Code

15. SUPPLEMENTARY NOTES

ijibrary oi Congress Uataiog JNumber: iD-oLyUyo

16. ABSTRACT (A 200-word or less factual summary of most significant information. If document includes a significant

bibliography or literature survey, mention it here.) This bibliography on the subjects of abnormal loading and progressive collapse

is an annotated listing of articles that have appeared in the technical literature from 1948 through 1973. The entries have been arranged chronologically by

year and alphabetically within years. Both subject and author indexes have been

included. The references listed have been selected as most representative of

the historical background and best representing the origin and present state-of-the-art

of current practice without undue repetition of data.

References pertaining to characteristics, frequencies, incidents, tests, design

procedures, and regulations for many types of abnormal loadings are included.

Among these are various types of accidental impacts, construction loads, explosions,

faulty practices, and extreme atmospheric loads. Heavy emphasis was placed on referencing applicable building codes and regulations pertaining to the subjects of progressive

collapse and abnormal loadings. This bibliography also contains numerous references

to contemporary professional opinion as expressed in editorials and discussions of

the subject and, particularly, on the various regulations proposed. A large number

of proposed analysis and design procedures, as well as applicable test results, are

referenced. In addition to the general reference material, a careful search was made

of the ten most recent years (1964-1973) of Engineering News Record to identify and

annotate possible progressive collapse examples from building failures reported by

that publication.

17. KEY WORDS (six to twelve entries; alphabetical order; capitalize only the first letter of the first key word unless a proper name; separated by semicolons

)

Abnormal loading; alternate path; annotated bibliography; bibliography; building code;

building regulations; collapse; failures; progressive collapse; specific resistance

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