idl-bnc-idrc.dspacedirect.org€¦ · ISSN 0125 - 1759 JOURNAL OF FERROCEMENT Abstracted in:...

188N-G'l8 1711 o. 4 , October i991

JOURNAL OF FERRDC ENT

ISSN 0125 - 1759

JOURNAL OF

FERROCEMENT

Abstracted in: Cambridge Scientific Abstract; USSRs Referativni Zhumal; ACI Concrete Abstracts; Engineered Materials Abstracts; International Civil Engineering Abstracts.

Reviewed in: Applied Mechanics Review

EDITOR-IN-CHIEF Ricardo P. Pama

EDITORIAL STAFF

EDITOR EXECUTIVE EDITOR H. Arthur Vespry

Professor, Structural Engineering and Construction Division

Lilia Robles-Austriaco Senior Information Scientist IFIC

Director, IFIC/Library and Regional Documentation Center AIT Vice-President for Development

AIT

Mr. DJ. Alexander Professor A.R. Cusens

Mr. J. Fyson

Mr. M.E. loms

Professor A.E. Naaman

Professor J.P. Romualdi

Professor S.P. Shah

Professor D.N. Trikha Professor B.R. Walkus

Mr. D.P. Barnard

Dr. G.L. Bowen Dr. M.D. Daulat Hussain

Mr. Lawrence Mahan Mr. Prem Chandra Sharma

Dr. B.V. Subrahmanyam

Mr. S.A. Qadeer

------ ·----···---~--

EDITORIAL ASSISTANT Mahmood Hossain Information Scientist IFIC

EDITORIAL BOARD

Alexander and Associates, Consulting Engineering, Auckland, New Zealand. Head, Department of Civil Engineering, University of Leeds: Leeds LS2 9JT, England, U.K. Fishery Industry Officer (Vessels), Fish Production and Marketing Service, UNFAO, Rome, Italy. Ferrocement International Co., 1512 Lakewood Drive, West Sacramento, CA 95691, U.S.A. Department of Civil Engineering, The University of Michigan, 304 West Engineering Building, Ann Arbor, MI 48109-1092, U.S.A. Professor of Civil Engineering, Carnegie-Mellon University, Piusburg, Pennsylyania, U.S.A. Department of Civil Engineering, Northwestern University, Evanston, Illinois 60201, U.S.A. Professor of Civil Engineering, University of Roorkee, Roorkee, U.P., India. Department of Civil Engineering, Technical University of Czestochowa Malchowskiego 80, 90-159 Lodz, Poland.

CORRESPONDENTS

Director, New Zealand Concrete Research Association, Private Bag, Porirua, New Zealand. P.O. Box 2311, Sitka, Alaska 99835, U.S.A. Associate Professor, Faculty of Agricultural Engineering, Bangladesh Agricultural University, Mymensingh, Bangladesh. 737 Race Lane, R.F.D. No. 1, Marstons Mills, Mass. 02648, U.S.A. Scientist and Project Leader, Drinking Water Project Mission Project, Structural Engineering Research Centre, Sector 19, Central Government, Enclare Kamla Nehru Nagu Ghaziabad, U.P., India. Chief Executive, Dr. BVS Consultants, 76 Third Cross Street Raghava Reddy Colony, Madras 600 095, India. Managing Director, Safety Sealers (Eastern) Ltd., P.O. Box No. 8048, Karachi, 29 Pakistan.

CONTENTS

ABOUTIFIC

EDITORIAL

JOURNAL OF FERROCEMENT

Volume 21, Number4, October 1991

PAPERS ON RESEARCH AND DEVELOPMENT

Box Shaped Precast Ferrocement Roof Elements 0. Yuzugullu

Optimal Concrete Composition Based on Paste Content for Ferrocement Nguyen Huu Thanh

PAPERS ON APPLICATIONS AND TECHNIQUES

ii

iii

321

331

Effect of Superplasticizer in Rich Mortar Mixes Containing Locally Available Sands 351 S.K. Agarwal and /rshad Masood

Prestretched Ferrocement (PF) and their Main Elements Vu Dinh Tuyen

Treatise on Utilization of Bamboo as Reinforcement in Ferrocement VijayRaj

Bibliographic List

IFIC Database

News and Notes

IFIC Consultants

Ferrocement Information Network

IFIC Reference Centers

Authors' Profile

Book Review

Abstracts

International Meetings

Contents List (Vol. 21)

Index (Vol. 21)

IFIC Publications

Advertising Rates and Fees for IFIC Services

Advertisement

Discussion of the technical material published in lhis issue is open until I January 1992 for publication in lhe Journal.

359

371

383

395

396

406

416

418

426

428

430

432

434

438 443 449

450

The Editors and lhe Publishers are not responsible for any slalemenl made or any opinion expressed by lhe authors in lhe Journal. No pan of this publication may be reproduced in any form wilhoul wrillen permission from lhe publisher. All correspondences related to manuscript submission, discussions, permission lo reprint, advertising, subscriptions or change of address should be sent to: The Editor, Journal of Ferrocement, IFIC/AIT, G.P.O. Box 2754, Bangkok 10501, Thailand.

The International Ferrocement Information Center (IFIC) was founded in October 1976 at the Asian Institute of Technology under the joint sponsorship of the Institute' s Division of Structural Engineering and Construction and the Library and Regional Documentation Center. IFIC was established as a result of the recommendations made in 1972 by the U.S. National Academy of Sciences' Advisory Committee on Technological Innovation (ACTI). IFIC receives financial support from the Canadian International Development Agency (CIDA) and the International Development Research Center (IDRC) of Canada.

Basically, IFIC serves as a clearing house for information on ferrocement and related materials. In cooperation with national societies, universities, libraries, information centers, government agencies, research organizations, engineering and consulting firms all over the world, IFIC attempts to collect information on all forms of ferrocement applications either published or unpublished. This information is identified and sorted before it is repackaged and disseminated as widely as possible through IFIC's publications, reference and reprographic services and technology transfer activities. All information collected by IFIC are entered into a computerized data base using ISIS system. These information are available on request. In addition, IFIC offers referral services.

A quarterly publication, thelournal ofFerrocement, is the main disseminating toolofIFIC. IFIC has also published the monograph Ferrocement, Do It Yourself Booklets, Slide Presentation Series, State-of-the-Art Reviews, Ferrocement Abstracts, bibliographies and reports. FOCUS, the information brochure ofIFIC, is published in 19 languages as part of IFIC's attempt to reach out to the rural areas of the developing countries. IFIC is compiling a directory of consultants and ferrocement experts. The first volume, International Directory of F errocement Organizations and Experts 1982-1984, is now being updated.

To transfer ferrocement technology to the rural areas of developing countries, IFIC organizes training programs, seminars, study-tours, conferences and symposia. For these activities, IFIC acts as an initiator; identifying needs, soliciting funding, identifying experts, and bringing people together. So far, IFIC has successfully undertaken training programs for Indonesia and Malaysia; a regional symposium and training course in India; a seminar to introduce ferrocement in Malaysia; another seminar to introduce ferrocement to Africans; study-tour in Thailand and Indonesia for African officials; the Second International Symposium on Ferrocement and a Short Course on Design and Construction of Ferrocement Structures, and the Ferrocement Corrosion: An International Correspondence Symposium. IFIC has successfully established the Ferrocement Information Network (FIN), the IFIC Reference Centers network and the IFIC Consultants network. IFIC has promoted the introduction of ferrocement technology in the engineering and architecture curricula of 144 universities in 50 countries. Currently, IFIC is involved to strengthen the outreach programs of the nodes of FIN.

11

l~o 'I a

IFIC has gone a long way in 15 years. We have been through hard times but with perseverance and dedication, we have worked steadily towards the achievement of our goal - effective and efficient service to the ferrocement community.

Our past and present endeavors were influenced by individuals. To them we dedicate this issue.

Founding Fathers

Past Editorial Board Members

Dr. Seng-Lip Lee Dr. Ricardo P. Pama Dr. Jaques Valls

Dr. G.W. Bigg Dr. G.L. Bowen Mr. D.J. Eyres Dr. Pisidhi Karasudhi

Present Editorial Board Members: Mr. D.J. Alexander Professor A.R. Cusens Mr. J. Fyson

Past Associate Editor:

Past Editorial Assistants and Information Scientists

Mr. M.E. Iorns Professor S.L. Lee Professor A.E. Naaman Professor J.P. Romualdi Professor S.P. Shah Dr. D.N. Trikha Professor B.R. Walkus

Mr. Ian Baugh

Mr. Bishwendu Kumar Paul Mr. V .S. Gopalaratnam Mr. Caesar Singh Mr. Sashi Kumar Kunnath Mr. S.M.M.1. Chowdhury Mr. Ariston G. Trinidad Mr. Shah Mustaque Parvez Mr. Erano E. Sera Mr. Romeo Agustin Mr. Humayun Iqbal Ahmed Mr. Joselito P. Madrigal

lll

Past Correspondents

Present Correspondents

Present IFIC Staff

Technical Adviser

Director

Associate Director

Editorial Assistants and Information Scientists

Research Assistant

Administrative Secretary

Mr. R.J. East Mr. B.J. Spadbrow

Mr. D.P. Barnard Dr. G .L. Bowen Dr. M.D. Daulat Hussain Mr. Lawrence Mahan Mr. Prem Chandra Sharma Dr. B.V. Subrahmanyam Mr. S.A. Qadeer

Dr. Ricardo P. Pama

Mr. H. A. V espry

Dr. Pichai Nimityongskul

Mr. Mahmood Hossain Mr. Shah Nawshad Parvez Mrs. N. Rubio-Hermosura

Lalida Vichitsombat

To our DONORS and USERS - We are grateful to you for your continued support without which we would not be what we are. THANK YOU.

On behalf of IFIC, I would like to convey our continuing commitment to strive harder for the advancement of ferrocement technology.

IV

Lilia Robles-Austriaco Editor

Journal of Ferrocement: Vol. 21, No. 4, October 1991 321

Box Shaped Precast Ferrocement Roof Elements

0. Yuzugullu

Six box shaped precast ferrocement roof elements were tested to study their behavior under flexural loading. Effect of the variation in the geometry of the box cross section and in reinforcement were the main parameters to be investigated. Based from the result of the limited number of elements tested, it was concluded that, under flexural loading, use of expanded mesh together with aflat top or concave top geometry increased the load carrying capacity and showed better flexural behavior.

INTRODUCTION

The main concern of the study outlined [l] was to determine the behavior of box shaped precast ferrocement elements under flexural loading. The proposed elements were intended for roofing oflow rise or single story buildings. Box shape was selected to accomodate any economically feasible form of heat insulation material. Structurally compact form of the box shape and the inherent watertight property of ferrocement itself can be counted as additional advantages.

EXPERIMENT AL PROGRAM

Element Details and Casting Procedure

The geometry of the cross-section and the type of reinforcement used were selected as the main parameters for the experimental study [l]. Accordingly three geometric shapes (Fig.I), namely flat top, convex top and concave top and two types of reinforcement (expanded mesh and hexagonal mesh) were proposed. Element designation, cross-section geometry and the type of reinforcement used are given in Table 1. The information given in Table 1 is furthermore elaborated by Fig.I.

The proposed shapes are architecturally versatile since they can easily be assembled into various pleasing shapes for roof construction (Fig.2).

Casting of the elements was achieved in three steps:

Step 1. Top (flat or curved) and bottom (flat) faces were cast seperately with extruding side web reinforcements.

Step 2. Top and bottom faces were coupled to form a box by folding and overlapping the side web reinforcements from top and bottom faces. During this assembly process a temporary

wooden support was used to hold the top and bottom faces apart. Step 3. Side webs were plastered with mortar.

The main idea in using the above procedure for casting was to obtain a box which could either be left empty or filled with a heat insulation material and can allow a curved surface for the top. However the assembly procedure was time consuming.

' Bogazici University, Kandilli Observatory and Earthquake Research Institute, Earthquake Engineering Department, 81220 Cengelkoy, Istanbul, Turkey

322 JournalofFerrocement: Vo/.21, No.4, October1991

Element reference no.

Ml-B

M2-B

M3-B

Ml'-B

M2'-B

M3'-B

Table 1 Element Designation

Cross-section geometry

Flat top

Convex top

Concave top

Flat top

Convex top

Concave top

T. (Fial)

s

Reinforcement

Top face Bottom face

1 layer I layer expanded mesh expanded mesh

3 layers 3 layers hexagonal mesh hexagonal mesh

Fial top l(v 3 7 Kg/m)

Ml-B: Expanded mesh

s M J '-B: Hexagonal mesh B (Flat)

T (Convex)

T (Concave)

B (Flat)

Convex Lop (-V39 Kg/m)

M2-B: Expanded mesh

M2'-B: Hexagonal mesh

Concave top ("'39 kg/m)

M3-B: Expanded mesh

M3'-B: Hexagonal mesh

t = Lhichness = 1.5 cm

Each side web

2 layers expanded mesh

6 layers hexagonal mesh

11.scf 1:=:;( -~~-=--:::::--::::::---=--~~-:::3-] T = Top: 3 layers of reinforcement

j. L =Length= 100 cm I B = Bottom: 6 layers of reinforcement

Reinforcinq l~esh S = Side webs

Fig. I. Element details.

Journal of Ferrocemenl: Vol. 21, No. 4, Oc1ober 1991 323

Fig.2. Possible assembly patterns.

The following casting methods can be mentioned as alternates:

1. Use a collapsible type of fonnwork [2].

2. Use styrofoam as the core, wrap the reinforcement around this core and spray mortar on the reinforcement upto the desired thickness (styrofoam is used both for insulation and as form work; practical for flat top geometry)

Material Properties

Ordinary portland cement and natural sand were used for the mortar. The water cement sand ratio used was 0. 7: 1 :2. Such a mix ratio yielded a mortar compressive strength of 24.53 MPa in the average.

The volume fraction (Yr) values are given in Table 2. The tensile strength of both types of reinforcement was tested to be f,.=294.3 MPa and the corresponding yield stress was estimated to be f = 274.7 MPa.

sy

Loading

An Amsler bending machine was used and four point flexural loads were applied to the elements (Fig.3). Net span was 0.9 m and the distance between the loads and the supports was 300 mm Monotonically increasing loads were applied up to failure. Dial gages were used to measure the deflections.

324 Journal of Ferrocement: Vol. 21, No. 4, October 1991

Table 2 Volume Fraction (Vr) Values

Volume fraction (V r) values

Expanded mesh Hexagonal mesh

Top and bottom faces 0.82% (I layer) 0.92% (3 layers)

Each side web 1.64% (2 layers) 1.84% (6 layers)

Machine head

Soft pad

Machine head Support

Fig.3. Testing procedure.

Longitudinal bending

Bending distortion

Fig.4. Deformation components.


Test Results

Under four point flexural loads the elements had experienced two types of deformations: longitudinal bending and transverse bending distortion as illustrated in Fig.4. The load deflection diagrams which are given in Figs.5.1-5.6 were plotted for the midspan deflections corresponding to the longitudinal bending component of the deformations.

The failure mechanism of each element were as follows:

Ml-B: No cracking at top face; finely divided flexural cracks within the constant moment region at bottom face ; small flexural cracks at side webs plus delayed large flexural cracks.

M2-B: No cracking at side faces ; longitudinal cracking due to bending distortion at the bottom face; collapse of the convex top face (Fig.6).

M3-B: No cracking at the top concave face; longitudinal cracking due to bending distortion at the bottom face ; some flexural and shear cracking at the side webs ; ultimate failure due to longitudinal bending in spite of considerable transverse bending distortion (Fig.7).

Ml'-B: General behavior exactly the same as Ml-B, except for pronounced flexural cracking of the side webs.

M2'-B: Genaral behavior exactly the same as M2-B,except for the finely divided flexural cracking of the side webs.

M3'-B: General behavior exactly the same as M3-B.

Comparison of Behavior

Effect of Reinforcement

Elements with expanded mesh reinforcement carried almost 50 % higher load and had higher initial stiffness than the elements with hexagonal mesh reinforcement, although the amount of expanded mesh and hexagonal mesh were almost equal (Figs.8.1-8.6).

Effect of Geometry

Connvex top elements experienced premature longitudinal cracking in the middle of the top convex face ( Fig.6) which had negligible effect on the ultimate load carrying capacity (Figs.9 .1-9 .2). Such cracking did not occur in the flat top and concave top elements (Fig. 7).

Theoretical Analysis

Theoretical load carrying capacities of the elements were computed by means of simple flexure theory.The box sections were idealized with equivalent I-sections as shown in Fig.10. Experimental and theoretical capacities are listed and compared in Table 3.

326

. (•gl

"""

P(lllJ}

600

200

P!k{ll

""'

I I

k------1,------i

6u •1 2mm

6fmm)

Fig.5.1. Load-deflection diagram (M 1-B).

I I

.b-------1------i'. .

6(mm)

Fig.5.3. Load-deflection diagram (M3-B).

J l ~-'-• £; ______ _J _____ i!

Fig.5.5. Load-deflection diagram (M2'-B).

Collapse of Lhe top face

Longitudinal crack at Lhe bouom face

Transverse bending disLOni:;- - --1----Longitudinal bending

Fig.6. Failure of M2-B.

P(llQ)

100

200

P!llg)

'""'

200

Journal of Ferrocem£nl: Vol. 21, No. 4, October 1991

Plz Pit

!11:------4- -----i! c::::J] M 2 - B

• -.....o---r·-=-". 7!0 •1

6u •10.lrt1m

10 12 " "

Fig.5.2. Load-deflection diagram (M2-B).

P/2 P12

l l

\; ----~,-----i ~ .. ,, ..

, ~ • soo tg

Fig.5.4. Load-deflection diagram (Ml'-B).

l l

\;------~' -----i

Fig.5.6. Load-deflection diagram (M3'-B).

" t,.{mm}

No cracking al the top face Longitudinal crack at the botlom face

crack

Flexur·<1l cr.:icks

Transverse bending distortion

Fig.7. Failure of M3-B.

Journa/ofFerrocement: Vo/.21, No.4, Oc1oberl991

P(k g)

1000

80

600

400

p( kg)

1000

80

600

400

p( kg)

1000

80

600

400

200

_ _,,,.-

P/2 P/2

l J

k------=t------i I I 6

P md'• ;- 100119

r-------r:--~ Prnaa: SOO•g Ml-I

,---------- ... --~---- ---11-~-------- -----l:r-- --- ---- ..

...... ~ ... - M1-I

/

"' ___ __ .,,.."'

~~

/,,.

10 12 14 16 18 20 22 24

Fig.8.1. Load-deflection diagram (Ml-B vs Ml'-B).

P/2 P/2

l J ~ k-------=i------i

6

Prnoxs750 kg

Pmox.soo kg ----- -----.0------....0.-----------.. ,,,..________ "ti ,

~ M2-B

,,~

I

/

/ y

v

e 10 12 14 16 18 20 22 24

6(mm)

Fig.8.2. Load-deflection diagram (M2-B vs M2'-B).

P/2 P/2

J J

k------=i------i Jr :n 6

P ftlaa:7S011g

MJ-B 7 Pmo• :500flt

~. _/Y ___ __ :-,:-_::::=-<>------- -- -----1:i~;-~-----<>------------ ---

..... ..c"''

,.fY,,.. ...

10 12 16 18

Fig.8.3. Load-deflection diagram (M3-B vs M3'-B).

20 22 24

6(mm)

327

328

Pl kg)

1000

80

600

400

P( Ii. g)

1000

80

600

Journal of Ferrocemenl: Vol. 21, No. 4, Oclober 1991

P/2 P/2

l l

£;-------=t------i 6

2-B rr==::n

Ml- B lf'¥f5l

10 12 ,, 16 18 20 22 24

6(mm)

Fig. 9. I. Elements with expanded mesh.

Pl2 Pl2

l l

£;-------=t------i 6

ti(mm)

Fig.9.2. Elements with hexagonal mesh.

JOcm l JO cm i JO cm

Mn =..!f-. 30 : 1 S Pn

II ____j.l

'

o.es t~ o EC:OllSf~ ab

d~t

T: As fy

Box section Equivalent I section Stress distribution

Fig. IO. Idealized sections for analysis.

Journal ofFerrocement: Vol. 21, No. 4, Oc1ober 1991 329

Table 3 Comparison of Experimental and Theoretical Results

Element Experimental Theoretical Experimental reference no. ultimate load (kg) ultimate load (kg) Theoretical

Ml-B 700 639 1.095

M2-B 750 639 1.174

M3-B 750 639 1.174

Ml'-B 500 496 1.008

M2'-B 500 496 1.008

M3'-B 500 496 1.008

CONCLUSIONS AND RECOMMENDATIONS

In view of the limited number of test results, the following conclusions were reached:

1. Due to increased load carrying capacity and better flexural behavior, use of expanded mesh together with a flat top or concave top geometry is recommended.

2. Simple flexure theory was found to be adequate for the determination of the load carrying capacity of the proposed shapes under the type of loading that were tested.

3. It is recommended that the box elements should be tied together to provide integral action during the transfer of in-plane loads. At locations where shear is critical wooden or ferrocement diaphrams should be used (Fig.I I).

Diaphragm

Fig. I I. Roof assembly


4. For a better insulation,it is suggested that the empty boxes should be filled with a proper heat insulation material; e.g. hay stack can be tried as an economical insulation material or styrofoam can conveniently be used both for heat insulation and as formwork.

5. Further experimental and analytical studies are recommended to improve the manufacturing process and to determine the design parameters for a practical application.

ACKNOWLEDGEMENT

The study leading to this paper was ~ponsored by the Research Center of the College of Engineering, King Saud University ,Riyadh. The support is gratefully acknowledged.

REFERENCES

1. Yuzugullu,O. 1987. PrecastFerrocement Box Roof and Wall Elements. Research Report, King Saud University, College of Engineering, Department of Civil Engineering. Riyadh, Saudi Arabia.

2. Yuzugullu,O. 1988. Behavior of box shaped precast ferrocement wall elements under compressive loading. Journal of Ferrocement 18(2): 101-110.

Journal of Ferrocemen/: Vo/21, No.4, Oc/Ober 1991 331

Optimal Concrete Composition Based on Paste Content for Ferrocement

Nguyen Huu Thanh·

The purpose of this study is to determine the optimal concrete composition with regards to strength of ferrocement, when it is considered with the following conditions: the given D maximal particle size; the gap-volume of the aggregate grading; and maintaining constant consistency of the fresh concrete.

LIST OF SYMBOLS

D

F K KK

K. L

s s

I

0

v • v aw

v c

v cw

v p

v po

v p.~x

= the maximal particle size ofaggregate;

mm. index referring to continuous gradings. plastic consistency of fresh crnicrete. slightly plastic consistency of fresh

concrete. spread of fresh concrete; cm.

= index referring to gradual gradings.

= specific surface of sand; m2/kg.

= optimal specific surface of sand; mz/kg.

volume of the aggregate; l/m3•

= volume of the water-demand of the

aggregate; l/m3•

volume of the cement; l/m3•

volume of the water-demand of the cement; l/m3

•

= volume of the cement paste; l/m3•

the theoretical paste saturatcdncss,

l/m3•

= the theoretical paste saturatcdncss,

l/m3•

= the experimental paste saturatcdncss,

l/m3•

= paste surplus; l/m3

volume of water; l/m 3

= the compressi vc strength of concrete; MPa.

c d m m

a

m aw

m c

m cw

m 0

r c

r me

r p

x

w a

w c

p

= the flexural strength of concrete;

MPa.

=cement = the particle size of aggregate; mm. = the fineness modulus from Abrams.

=the mass of aggregate, kg/m 3•

= the mass of water-demand of

aggregate, kg/m3•

= the mass of cement, kg/m3•

= the mass of water-demand of cement,

kg/m3•

= the optimal fineness modulus from

Abrams.

= ratio of compressive strength at the breaking and the maximum points.

= ratio of cement mass at the breaking and the maximum points.

= ratio of paste-volume at the breaking and the maximum points.

= ratio of the flexural strength at the

breaking and the maximum points. = ratio or body density at the breaking

and the maximum points. = so-called fineness factor from author. = water-cement ratio.

= water-demand or aggregate; m% = water-demand or cement; m%.

= the body density of concrete; kg/m3•

•Research Officer, Technical University of Budapest, Department of Building Materials, 11-1111 Budapest, llungary

332

= the body density of aggregate; kg/m3•

= the body density of cement; kg/m3•

=the body density of fresh concrete; kg/m3

•

=the body density of water; kg/m3•

= the optimal distance between grains in concrete.

Journal of Ferrocement: Vo/21, No.4, October 1991

E1

, E2' E1

=the relative distance between grains in concrfete

* index referring to the breaking point. max = index referring to the maximum point. f =index referring to the continuous

gradings. = index referring to the gradual gradings.

THE SIGNIFICANCE AND NECESSITY OF THE INVESTIGATION

Usually the thickness of a ferrocement construction is 10 mm-50 mm, so the most important demand for concrete-produce technology is the appropriate fresh concrete workability. It means that designing or producing ground-wet or fresh show concrete is notrecommended. Thus the investigations concentrate on designing slightly plastic (KK) or plastic (K) fresh concrete. Depending on the conditions of storage, the concrete shrinks by drying and swells by wetting. This process is reversible. The primary reason for shrinkage is the contraction of the cement-stone during curing which is a function of the relative cement-stone content. However, drying begins on the surface. The shrinkage of the outside layers is impeded by the inner unshrinking kernel. Hence, the tension acts on the surface and thus in the inner kernel. If the tension caused by shrinkage changes the concrete tensile strength, cracking occurs in the concrete. For some specific ferrocement structures it is very important that the structure does not crack. The shrinkage - and thus the degree of the concrete paste saturation - has become a significant issue. Thus the purpose of this research is focused on the choice of the appropriate concrete composition - by the given aggregate grading and consistency - in which the workability, the shrinkage, stress compatibility during the curing period and the strength demand can be fulfilled -possibly with minimal cement paste.

THE EXPERIMENT AL METHOD

In the case of a given maximal D, an aggregate mixture is said to be optimal aggregate grading when it has smallest gap-volume. In this investigation, optimal aggregate gradings for D =l mm; 2 mm; 4 mm cases have been made and their features can be seen on Fig. 1 [1]. Hence, only these aggregate gradings have been dealt with.

If the volume of the cement paste is equal to, less than or more than the gap-volume, then the concrete is paste saturated, under or over-saturated respectively.

From the trial mixings, an important conclusion is reached. In the case of sand aggregate, the under-saturated (and even saturated concrete) is not recommended for design, since the water-demand of the sand is substantially greater than for sand-gravel because of its greater specific surface. If the choice of consistency is appropriate for workability, then the saturated concrete's strength is very small. Considering simultaneously workability and strength, one can design only the over-saturated concrete for sand aggregate. This may give an explanation for the high cement-content of ferrocement (500 kg/m3-800 kg/m3

). The main aim of this experiment is to give an answer to the question: with how much over-saturation can one design the concrete for optimal strength and optimal solidity, without creating a danger of shrinking and cracking.

Journal of Ferrocemenl: Vo/21, No.4, October 1991 333

100

80 Contiroous Grorual 5rJfm2/kg) 7,82 8,20

~ v,x,r11m3J 300 ~ 60 ~ mo 3,16 e:

"1::l to 1, 130

"' 40 ti D=1mm <J Cl.

"' ~ 20

0 (logd)

0.063 0.125 0,25 0,5 2 4fmm) ¢J sieve size, mm.

'100

80 Continuous Gradual

~ S0 rm21kg) 6,10 6,91

.,,, 60 'v,io (l/m3) 265 245

"' <J mo 3,80 3,92 e: "1::l

40 to 1,539 1,492

"' ti <J Cl.

"' ~ 20

0 flogd)

0,125 0,25 0.5 2 4(mrn) ¢i sieve size, mm.

100

80 Contiroous Gradual

S0 trrl!kg) 4,84 5,60

~ 60 Yµifl/m3) 230 210 .,,,

mo 4,42 4,55

~ to 2,(X)9 1,923

"Si 40

[ ~ 20

0 f/ogd)

0.063 0,125 0,25 0,5 2 4(mm) ¢J sieve size, mm.

Fig. I. The gradings of aggregate for concretes.

334 Journal of Ferrocemenl: Vo/21, No.4, October 1991

For constant consistency, the mixing-water is reduced to two components. The first component is the water-demand value as a function of the specific surface (Vaw ), and the second one is the necessary water quantity - to normal cement paste (Vcw ), which gives 27 mo/o-32 mo/o in Hungarian cements.

During modelling of the fresh concrete structures, the following three cases has been distinguished:

First Case:

The so-called theoretically saturated concrete is identical to the traditionally saturated concrete, namely the cement paste fills the gap-volume (VP) determined in Ref. [l, 2]. This case is shown in Fig. 2.1 (A saturated type).

Second Case:

The concrete is provisionally (temporarily) said to be at over-saturated concrete composition, when the above mentioned gap-volume is filled by only the cement and the cement water-demand. This case is shown in Fig. 2.2 (B saturated type).

Third Case:

The concrete is said to be at the upper limit of over-saturation when the above-mentioned gapvolume (VP) is filled by only dry cement quantity. The volume of mixing-water and aggregate are the remaining parts (JOOO-VP

0 = 1000-V). This case is shown in Fig.2.3 (C saturated type).

According to this distinguishing method, the first and the third case means the lower and the upper extremes, and in this interval the optimal paste saturated concrete composition is to be found.

EXPERIMENT AL PROGRAM

The experimental program consists of designing of concrete compositions and of strength investigations. The first part is the design of slightly plastic, or plastic paste saturated concrete considering water-demand.

In the second part, given D = 1 mm; 2 mm; 4 mm maximal particle size, the degree of oversaturation for the continuous (F 1; F2; F4) and respectively the gradual (Ll; L2; L4) optimal particle distributions have been investigated, keeping constant consistency.

Design of Concrete Composition

During the design of the concrete, the aggregate water-demand is calculated using two methods. However, the two calculations are based on completely different principles but the results are nearly the same (Table 1).

One of the procedures derived from Ujhelyi [3] is that the water-demand of the aggregate can be expressed as a function of fineness modulus.

Journal of Ferrocemenl: Vo/21, No.4, October 1991

v Q

Fig. 2.1. A saturated type.

v 1000-V po po

v v v C\I c a\I

Fig.2.2. B saturated type.

v 1000-V po

v c

Fig.2.3. C saturated type.

Fig.2. The types of the supposed paste saturatedness.

Slightly plastic concrete (KK) : Plastic concrete (K)

w. = 21.5. exp (-0.19. m); m% w. = 23.6. exp (-0.18. m); m%

po

v Q

335

(1) (2)

The other method uses formula [l] considering the specific surface of the aggregate. The aggregate water-demand can be calculated as follows:

Plastic concrete: W = 3.4 Ys + w ; mo/o a o ........ (3)

Where, w0

= 2.0 mo/o, if the particle grading is continuous. w

0 = 1.5 m%, if the particle grading is gradual.

The consistency was established by making a survey and the spread measuring. The spread was

336 Journal of Ferrocem£nl: Vo/21, No.4, October 1991

Table 1 Water-Demand of Sand by Ujhelyi and by the Author

Fineness Specific Water-demand of sand, wa D Gradings modulus surface

mm m2/kg by Ujhelyi by author mo/o mo/o

Continuous 3.16 7.82 11.79 11.51 11.36. D=l

Gradual 3.31 8.20 11.46 11.23 10.76.

Continuous 3.80 6.10 10.44 10.40 10.00· D=2

Gradual 3.92 6.90 10.21 10.43 10.30.

Continuous 4.42 4.84 9.28 9.48 8.93. D=4

Gradual 4.55 5.60 9.06 9.54 9.26"

•Water-demand is calculated from fractions of sand.

investigated with a standard mortar-spread set (MSZ 523/3).

The cement that was used is Belapatfalvi 450 portland cement. The concrete compositions can be determined by the following method:

Known data: VP0

; we; w.; Pc; Pa; P.,. To calculate: me; mW; ma

For the sake of simplicity the air-content is neglected, so;

v + v + v c w a

Ve+ (Vcw + v.w) +Va = 1000 dm3

1000 dm3

........ (4) (5)

An example for calculating concrete composition of the provisional case is as follows:

v + v c cw

v + v = c aw

v po

1000 - v po

m) Pc+ (me. w) I Pw m.f P. + (m •. w.) I Pw

= =

m c p . v I (1 + p . w ) c po c c

v po

1000 - v po

m = a P •. (1000 - vpJ I (1 + P •. w.) m = w me. WC+ m • . w.

........ (6)

........ (7)

........ (8)

Journal of Ferrocem£nt: Vo/21, No.4, October 1991

In our case: = 3.17; P., = 1.00 ; Pa = 2.64 kg/dm3

In this experiment the following six series were investigated:

D = I mm, D = 2 mm, D = 4 mm,

belonging to this; F 1; LI belonging to this; F2: L2 belonging to this; F 4; L4

337

In each series different paste-content mixtures were made. The first, third and sixth mixture belongs to A, Band C type respectively. The second mixture was inserted between the A and B. The fourth and the fifth mixtures were interpolated in between the B and C type. They were indicated according to greatness:

FJ-l;Fl-2; Fl-3; Fl-4; FJ-5; FJ-6 LI -1; LI -2; LI-3; LI -4: LI -5; LI -6andsoon.

For each concrete composition series, its parameters and aggregate features can be found in Tables 2-4. The paste content, paste-surplus and over-saturation are given as volumes in liters.

Three 40 mm x 40 mm x 160 mm prisms were made from each mixture. These prisms are stored in water for 28 days. The room temperature and vapour content is l 7°C-l8°C and 70% - 80% respectively. The flexural, compressive strength and measured body-density for 28 day prism are presented in Tables 5 - 7. Fresh concrete consistency Ki is shown in Table 8.

THE ELABORATION AND EVALUATION OF EXPERIMENTAL RESULTS

The results as a function of paste-content and paste-surplus are shown in Figs.3-4. It is concluded that the B type saturatedness diagram has a breaking-point. The strength, paste-content, cement quantity values and their ratios at breaking point and maximal point are summarized in Table 9.

CONCLUSIONS

Based from the experimental results, the following conclusions can be drawn:

I. The volume of water for the slightly plastic and plastic mortar-mixture is determined by the waterdemand of the aggregate and cement. The aggregate water-demand can be determined by using the method of Ref. [3] and the cement water-demand is equal to that for the standard normal cementpaste.

2. For mortar using sand aggregate and considering simultaneously workability and strength it is not advisable to design under-saturatedness or even-saturated cement mortar. Only over-saturated mortar is recommended.

3. Over-saturation in which both workability and strength features are optimal is classified as experimental saturaledness. The experimental saturation does not conform with the so-called theoretical saturation (A type) but conforms with the B type.

338 Journal of Ferrocemenl: Vol.21, No.4, Oclober 1991

Table 2 Comparison and Characteristics of Fresh Concrete in F-1 andL-1 Series

Composition of 1 m3 fresh concrete F-1

II III IV v VI

mass vol. mass vol. mass vol. mass vol. mass vol. mass vol. kg 1 kg I kg I kg I kg I kg I

c 155 49 350 111 515 163 650 205 800 252 950 300

w 252 42 278 95 300 139 318 175 339 216 359 257 210 183 161 143 123 102

A 1845 695 1614 612 1419 538 1258 476 1080 409 900 341

P1 2252 2242 2234 2226 2219 2209

x=WIC 1.626 0.794 0.583 0.490 0.424 0.378

v 301 389 463 523 591 659 p

~v 1 89 163 224 291 359 p

V:V 1.000 1.30 1.54 1.75 1.97 2.20 p po

m0

= 3.16; S0

= 7.82 m2/kg; V = 300 l/m3; w =27.0 m%; w = 11.36 m% po c a

Composition of 1 m3 fresh concrete L-1

II III IV v VI

mass vol. mass vol. mass vol. mass vol. mass vol. mass vol. kg I kg I kg I kg I kg I kg I

-----------·--

c 129 41 350 111 478 151 600 189 700 221 888 280

w 240 35 271 95 288 129 306 162 320 189 346 240 205 176 159 144 131 106

A 1901 720 1635 619 1480 561 1334 506 1214 460 988 374

P1 2270 2255 2246 2240 2233 2221

x=WIC 1.857 0.773 0.603 0.509 0.456 0.390

v 280 381 439 495 541 626 p

~v 0 101 159 215 261 346 p

V:V 1.00 1.36 1.57 1.77 1.93 2.24 p po

m0 = 3.31; S0 = 8.20 m2/kg; V = 280 l/m 3; w =27.0 m%; w = 10.76 m% po c a

Journal of Ferrocement: Vo/21, No.4, October 1991 339

Table 3 Comparison and Characteristics of Fresh Concrete in F-2 and L-2 Series

F-2 Composition of 1 m3 fresh concrete

I II III IV v VI


c 121 38 300 95 450 142 575 182 700 221 840 265

w 227 33 253 81 276 122 294 155 312 189 333 227 194 172 154 139 123 106

A 1940 735 1722 652 1538 583 1386 525 1233 467 1061 402

P1 2288 2275 2264 2254 2245 2234

x=WIC 1.876 0.843 0.612 0.510 0.446 0.396

v 265 348 418 475 533 598 p

~v 0 83 153 210 268 333 p

V:V 1.000 1.31 1.58 1.79 2.01 2.26 p po

m0 = 3.81; S0 = 6.30 m2/kg; V = 265 l/m3; w =27.0 m%; w = 10.00 m% po c a


II III IV v VI


c 68 22 300 95 419 132 550 174 650 205 777 245

w 224 19 257 81 274 113 294 149 308 176 326 210 205 176 161 145 133 116

A 1993 755 1711 648 1576 594 1407 533 1286 487 1132 429

P1 2285 2268 2260 2250 2244 2235

x=WIC 3.287 0.857 0.655 0.534 0.474 0.304

v 245 352 406 476 513 571 p

~v 0 107 161 231 268 326 p

V:V 1.00 1.44 1.66 1.94 2.09 2.33 p po

m0 = 3.92; S0

= 6.90 m2/kg; V = 245 l/m3; w =27.0 m%; w = 10.30 m% po c a

340 Journal of Ferrocement: Vo/21, No.4, October 1991

Table 4 Comparison and Characteristics of Fresh Concrete in F-4 and L-4 Series

Composition of 1 m3 fresh concrete F-4

I II III IV v VI

mass vol. mass vol. mass vol. mass vol. mass vol. mass vol. kg 1 kg 1 kg 1 kg 1 kg 1 kg 1

c 83 26 300 95 395 125 500 158 600 189 729 230

w 204 23 238 81 254 107 270 135 286 162 306 197 182 157 147 135 124 109

A 2033 770 1761 667 1643 622 1511 572 1386 525 1225 464

P1 2320 2299 2292 2281 2272 2260

x=WIC 2.458 0.793 0.642 0.540 0.477 0.420

v 230 333 378 428 475 536 p

LW 0 103 148 198 245 306 p

V:V 1.000 1.45 1.64 1.86 2.06 2.33 p po

m0

= 4.42; S0

= 5.00 m2/kg; V = 230 Vm3; w =27.0 m%; w = 8.93 mo/o po c a


I II III IV v VI

mass vol. mass vol. mass vol. mass vol. mass vol. mass vol. kg 1 kg 1 kg l kg 1 kg 1 kg 1

c 29 9 250 79 359 113 451 142 550 174 666 210

w 201 8 235 67 252 97 266 122 282 149 300 180 193 168 155 145 133 120

A 2086 790 1811 686 1676 635 1562 592 1438 545 1294 490

P1 2316 2296 2287 2278 2270 2260

x=WIC 6.931 0.940 0.702 0.591 0.512 0.450

v 210 314 365 408 455 510 p

~v 0 104 155 198 245 300 p

V:V 1.00 1.50 1.74 1.94 2.17 2.43 p po

m0 = 4.55; S0 = 5.60 m2/kg; V = 210 Vm3; w =27.0 m%; w = 9.26 mo/o po c a

Journal of Ferrocemeni: Vo/21, No.4, Oclober 1991 341

Table 5 The Results of Experiment (F-1 and L-1 Series)

Mixture Body density Flexural strength Compressive strength p, kg/m3 Rif, MPa Re, MPa

1 2054 0.88 4.4-4.4 I. 2 2047 2049 0.82 0.83 4.4-4.4 4.40

3 2046 0.78 4.4-4.4

1 2216 6.14 25.2-24.4 II. 2 2193 2207 5.92 6.22 25.2-25.2 25.00

3 2213 6.62 25.2-24.8

1 2248 11.06 46.0-45.6 III. 2 2258 2252 11.31 11.32 46.8-48.7 47.67

3 2250 11.60 50.4-48.8 F-1

1 2269 11.85 54.8-56.0 IV. 2 2264 2267 12.84 12.59 56.4-54.4 54.93

3 2267 13.07 53.6-54.4

1 2265 15.02 62.1-59.0 v. 2 2260 2268 13.32 13.74 61.6-65.0 62.90

3 2278 12.89 65.6-64.0

1 2231 10.58 54.8-54.8 VI. 2 2238 2240 12.85 12.14 54.8-55.6 56.30

3 2251 12.98 60.0-57.6

1 2159 0.88 4.8-5.0 I. 2 2144 2153 0.67 0.80 4.8-4.3 4.60

3 2157 0.83 4.5-4.2

1 2274 6.93 16.4-16.0 II. 2 2258 2262 6.84 7.00 16.8-17.4 16.90

3 2253 7.21 16.6-18.2

1 2287 11.08 32.9-32.1 III. 2 2235 2286 10.89 10.88 34.4-33.0 32.80

3 2297 10.66 33.9-30.6 L-1

1 2296 12.41 43.9-41.0 IV. 2 2291 2295 11.81 12.05 41.4-40.8 40.70

3 2297 11.92 42.0-41.2

1 2290 13.34 39.6-51.2 v. 2 2280 2288 11.98 12.80 50.8-49.8 48.90

3 2295 13.09 50.5-51.4

1 2303 13.84 49.0-48.3 VI. 2 2306 2304 14.72 14.47 50.0-44.2 47.70

3 2303 14.85 50.4-44.4

342 Journal ofFerrocem£nl: Vol.21, No.4, October 1991


Mixture Body density Flexural strength Compressive strength p, kglm3

Rif'MPa Re, MPa

1 2125 0.86 5.2-5.2 I. 2 2125 2114 0.79 0.80 4.8-5.0 5.00

3 2091 0.74 4.8-5.0

1 2235 5.02 21.7-22.4 II. 2 2236 2236 4.44 4.84 24.4-23.1 23.30

3 2237 5.05 23.5-24.0

1 2284 9.12 42.6-44.8 III. 2 2283 2284 8.45 9.01 43.2-42.8 43.00

3 2286 9.48 42.5-44.4 F-2

1 2302 11.81 53.1-52.5 IV. 2 2282 2284 10.28 11.16 50.9-52.3 51.57

3 2286 11.39 49.8-50.9

1 2287 11.66 62.2-64.0 v. 2 2284 2282 11.89 11.86 63.2-68.0 62.51

3 2275 12.05 62.7-60.9

1 2288 13.17 70.4-73.1 VI. 2 2272 2279 11.67 12.06 65.1-69.1 67.20

3 2277 11.34 63.3-62.2

1 2125 0.12 3.2-2.5 I. 2 2115 2118 0.12 0.12 2.6-2.6 2.72

3 2112 0.12 2.72-2.7

1 2250 6.30 15.0-15.4 II. 2 2257 2257 5.80 6.11 14.1-14.8 14.80

3 2265 6.23 14.5-14.9

1 2286 8.31 27.8-27.2 III. 2 2284 2284 9.77 9.26 29.4-30.0 29.20

3 2282 9.70 30.4-30.4 L-2

1 2255 11.53 41.3-35.5 IV. 2 2274 2269 11.59 11.48 39.3-39.5 39.54

3 2278 11.31 40.2-41.5

1 2286 12.52 51.4-52.7 v. 2 2288 2289 12.87 12.75 50.2-51.3 50.73

3 2292 12.85 47.6-51.2

1 2277 13.87 58.8-54.6 VI. 2 2277 2281 13.79 13.88 52.0-57.3 55.50

3 2290 13.96 54.4-55.8



Mixture Body density Flexural strength Compressive strength p, kg/m3 Rif' MPa Re, MPa

1 2151 0.23 4.7-4.2 I. 2 2158 2157 0.23 0.24 3.9-4.7 4.31

3 2163 0.25 3.8-4.5

1 2303 6.35 15.3-15.4 II. 2 2296 2289 5.90 6.12 13.8-15.6 14.70

3 2267 6.10 13.3-14.7

1 2305 8.58 26.7-26.7 III. 2 2285 2302 9.37 8.76 25.4-26.1 26.70

3 2315 8.33 27.3-28.0 F-4

1 2309 10.74 36.6-38.3 IV. 2 2289 2299 11.56 10.58 36.9-37.0 37.70

3 2300 9.45 38.9-38.3

I 2292 11.96 46.8-45.4 v. 2 2288 2293 10.51 10.96 44.1-45.0 45.50

3 2298 10.41 46.4-45.3

1 2304 10.72 49.6-50.9 VI. 2 2284 2292 13.06 11.77 51.4-46.9 50.23

3 2290 11.52 53.9-49.2

I I. 2 2164 2164 0.9-0.8 0.85

3

I 2293 l 1.6-1 l.8 II. 2 2295 2293 5.09 5.31 10.8-11.5 l l.33

3 2272 5.52 11.0-1 l.2

I 2303 8.32 26.2-24.l III. 2 2308 2306 8.32 8.30 21.1-24.1 23.67

3 2305 8.26 22.5-24.1 L-4

I 2284 9.63 31.8-32.0 IV. 2 2306 2296 9.14 9.55 32.9-29.5 31.25

3 2298 9.86 32.4-28.9

1 2309 9.66 39.8-39.4 v. 2 2310 2308 9.56 9.68 40.9-41.7 40.71

3 2305 9.82 40.7-41.7

I 2320 12.46 52.0-53.7 VI. 2 2313 2314 11.l 7 l l.80 55.0-52.8 53.50

3 2307 11.75 54.2-53.2

344

70 74 i ~ ~] ~ - -- -~ J:i;- °" 50 10

30 6 16 2300

10 12 2100

0 0

70 74 i ~i~~ - -- -0:." J::..:: ~ 50 10

?Al 6 15 2300

10 2 11 2100

0

!! 14 '1 ~~§~ - ---0:."' ct:.:: II-, 50 10 24(1)

10 2

0 0

0

JourNJ/ of Ferrocement: Vo/21, No.4, October 1991

D=1

591 IF1J 659 Vp 6 6(L1J;llm

3001Fi .d

0 300 ILJ IQJ

D=2

513

D=4 Contiroa.JS Gradual.

~~o--Rc-.-.---

~9"+-4--(17'.J"t--c---L--ti --1J--Rtf ---

--+---~ --·--

536 I FJ II ,,,3 V 50

3«JIUIF) 4Vp

100 200 3 0 ILJ

Fig.3. The compressive strength, the flexural strength, the body density and the consistency as a function of the paste saturatedness and paste surplus.

Journal ofFerrocement: Vol.21, No.4, October 1991

70 14---------t------+---..-,-----

~ 60 12-11 \' ,--+------4----+----+-Q:.'-' -.. \

t 5 10~ '\ Conhnuous Gradual ~ a:..... \ -a-Rt·-+--"' 40 8 - ----<r--+-~-\-'r--- -Rb __ ._ __

l '° 6 t '',,,_[8 ~ 20 4 ~ ---+--- l ~ ~ , ___ _

10 2 ii:

0 0 0.2 0.4 0,6 0,8 1.0 1,2 1,4 1,6 1,8 2.0

water-: cement ratio, X =VIC

QJ

"' -~

~ ~ 0 .......

Conffnuous Gradual -Rt·----Rb--•--

0 o a2 o;. o.6 o.s 11J 1.z 1,4 1,6

~ !::

4 "' t;,

~ 10 2 ~

00 0.4 0,6 0.8

Water-cement ratio, X=VIC

';Onhnuous Gradual I

1,0

-Rr-•--

1.2 1,4 1,6 1,8 2,0 2,2 Water-cement ratio, X=VIC

Fig.4. The variation of the compressive strength and the flexural strength as a function of the water-cement ratio.

345

346 Journal of Ferrocerruml: Vo/21, No.4, October 1991

Table 8 Consistency of Fresh Concrete

Consistency; Flow, Ki (cm)

Series II III IV v VI

F-1 12.00 12.25 14.75 14.00 13.00 13.75

F-2 13.00 12,25 16.50 16.75 17.25 16.75

F-4 14.00 13.25 15.50 15.00 16.00 16.50

L-1 13.00 12.00 12.75 16.50 19.50 15.25

L-2 13.00 12.75 14.75 17.00 16.50 15.50

L-4 14.00 13.00 15.25 16.50 16.75 15.25

4. The difference of mortar between the experimental saturation and theoretical saturation, decreases with increasing maximal particle size (Fig. 5). The ratios between A and B type paste saturatedness are shown in Table 10.

5. The behavior of flexural strength as a function of paste-content is shown in Fig. 3. This diagram consists of two periods. The first period is from the theoretical point to the experimental one, which can be considered linear. The second one curves down. The point of intersection is called breaking point, which coincides with the experimental saturatedness.

The meaning of the breaking point can be explained by the following method:

During the hardening process of the concrete, crystallized, coagulating and gelatinous structures are developed in the water-cement-aggregate mixture. The crystallized (and gelatinous) phase determines the plastic (and viscose-plastic) properties of cement-stone. The distribution of structural faults and pores, as compared to aggregate, is a very important coefficient in the cement-stone. In the agregate's surface a covering of calcium hydrosilicate and calcium oxihydrate forms [4]. The formation of a massive structural shell promotes the development of the crystallized structure on the sand surface. The strength of the concrete is maximal when the crystallized shells of this sort mutually cross each other. The crystallized shells develops into a solid spatial system. The relative position of grains(£) decisively influence the bearing capacity of the concrete [Fig. 6]

To ensure proper space for crystal formation, the grains of aggregate must have adequate porousness. Thus, in concrete the cement paste content grows in comparison with the theoretical paste saturatedness. The more super abundant the sand is, the more the paste surplus. Thus, in the case of the gap-volume of the two aggregate-mixtures being identical (to ensure the same strength of concrete), the less the maximal particle size (D), the more is the over-saturatedness (Fig. 5). The measure of over-saturatedness is attributable to the specific surface of aggregate.


Table 9 The Values and lhe Ratios of the Strength, lhe Paste Content and the Cement Mass

Series

Optimal gap-volume, Vp0

The values of the

breaking point

The values at lhe

maximum strenglh

Ratios

R" c

m·

R max if

R max c

V max p

mmax c

-R"/R max 'if- i if

r =R" IR max c c c

r =V" IV \I p po

r =V" IV max v,'" p p

r =V max1v v, m p po

r =m· Im max me c c

F-1

300

11.32

47.67

463

515

13.74

62.90

591

1139

0.82

0.76

1.54

0.78

1.97

0.45

L-1

280

10.86

32.79

439

478

14.47

48.90

626

1234

0.75

0.67

1.57

0.70

2.24

0.39

F-2

265

9.01

43.05

418

450

12.06

67.19

598

1173

0.75

0.64

1.58

0.70

2.26

0.38

----~-- I

I~-_. I

I

2 4

L-2

245

9.26

29.19

403

419

13.88

55.47

571

1103

0.67

0.53

1.65

0.71

2.33

0.38

Hax. particle size, mm

Fig.5. The measure of the paste surplus as a function of the maximal particle size.

F-4

230

8.76

26.70

378

395

11.77

50.23

536

1035

0.74

0.53

1.64

0.70

2.33

0.38

L-4

210

8.30

23.68

365

359

11.79

53.49

510

966

0.70

0.44

1.74

0.72

2.43

0.37

348 Journal of Ferroceml!nt: Vo/21, No.4, October 1991

Table 10 The Ratios of Experimental and Theoretical Paste Saturatedness.

Series F-1 L-1 F-2 L-2 F-4 L-4

Surplus sat.ness, r v 1.54 1.57 1.58 1.65 1.64 1.74

Surplus paste, ~VP 163 159 153 158 148 155

x=WIC 0.58 0.60 0.61 0.65 0.64 0.77

Fig.6. The relative position of the aggregate grains as a function of the paste saturatedness.

6. Conclusions for the Experimental Paste Saturatedness

a. At the breaking point the flexural strength reached theri/ =70% -75% of the maximal strength, while the ratio of paste content is r"v,,,.,.=70% and the ratio of cement quantity issues r'"" = 30% (Table 9).

b. Considering the theoretical saturatedness at the base, then at the breaking point the paste content is r" =155%-165%, while the paste content V of maximal strength is r =220 %-240%.

v p, max v, max

c. At the breaking point the cement quantity is less than the bibliography's (700 kg/m3-800 kg/m3).

This means that the traditional cement feeding is reducible and so is the danger of shrinkage and

cracking of the over-cement feeding.

7. In the case of identical maximal particle size and identical paste-content, the flexural strength (R c ) of concrete which is made by gradual grading, is greater than the continuous grading between the theoretical and experimental points. This difference is reducible with incresing D (Fig.3). Accordingly, the smaller the maximal particle size (D) is, the more the application of the gradual grading is advisable. In the section of the over-saturatedness this difference is negligible.

Journal of Ferrocemenl: Vo/21, No.4, October 1991 349

8. Conclusions for the Compressive Strength

a. The R = R (V ) and R = R (m ) diagrams show the breaking point at the experimental c c p c c c

paste-saturatedness. But in this case the breaking point is not conspicuous. This behavior is in agreement with the knowledge [6] that, the strength-increase is not proportional to the increase of the cement-content.

b. Table 9 shows the ratio of r= R.)R/'"'x and its decreasing tendency. These ratios become smaller when the maximal particle sizes grow.

c.The compressive stength for the continuous gradings is greater than that of the gradual gradings in the case of indentical D, V and consistency (reverse occurence to the case of the flexural strength).

p

This difference is reducible too with increasing D.

d. Increasing the quantity of the over-saturatedness increases the influence of the type of gradings.

9. The 28 day body density of concrete was 99 %-100 % of the possible greatest body density at the breaking points. Thus by the given identical stuffing method and the identical consistency the breaking point's concrete porosity is the least (Table 11).

In the case of the identical D maximal particle size, the concrete produced by gradual gradings is denser than by continuous ones.

The consistency was measured by spread (Table 5 and Fig.3). The optimal spread was found at the breaking point. Under the breaking point of the cement-paste, the cement is poor, and the fresh concrete specimen have poor cohesiveness. Over the breaking point, the paste is rich in cement, the pie of the spread was very cohesive, so it is difficult to spread. From this point of view the workability at the breaking point is optimal.

It has been established that with an increase in water-cement ratio, the concrete strength decreases (Fig. 4). The decrease of the water-cement ratio reaches the optimum value, when it has suitable workability and the strengths are maximal. With a further decrease, the fresh concrete is not very workable and the porosity also increases.

The most important result obtained from this study is the optimal mortar composition at the experimental paste-saturation (Fig. 7).

REFERENCES

1. Thanh, Ng. H. 1990. The water-demand and the gap-volume of aggregate for ferrocement. Journal of Ferrocement 20(3): 241-256

2. Thanh, Ng. H. 1986. F errocement betonjanak tervezese (Concrete designing for ferrocement). Candidate dissertation. Budapest, 1986.

350 Journal of Ferrocemi!nl: Vo/21, No.4, October 1991

Table 11 The Body Densities and their Ratios at the Breaking Point and the Greatest Body Density

Series F-1 L-1 F-2 L-2 F-4

p· at breaking point 2252 2286 2287 2287 2302

pmax, max. body density 2268 2304 2286 2289 2302

r =p·/pmax p 0.993 0.992 0.999 0.998 1.000

..-------i 1000 dm3 ~.-----..

v po

v CV

Experiment.al

PASTE SATURATEDNESS

Fig.7. The designing method of concrete for ferrocement.

1000-V po

L-4

2306

2314

0.996

3. Ujhelyi, J. December 1984. A betonosszetetel tervezesenek rovid osszefoglalasa az SATE Minosegellenorzo Klubjanak tagjai reszer e. Budapest.

4. Voznesenski, V .A. 1962. 0 structure armocementa. Armocement i armocementnue construkcij. Gossroiizdat, 26-36. Moscow

5. Rrichvager, z., and Raphael, M. 19??. Grading Design of Sand for Ferrocement Mixes. Ferrocement-Materials and Applications. ACI SP-61, 115-131. Detroit: American Concrete Institute.

6. Balazs, Gy. 19??. Die Zementsaettigungswert als eine wichtige Kenngroesse der Betonstruktur. Baustoffe 85. Herausgegeben vom lnstitut fuer bauforschung RWTH Aachen, 5-7.

Journal of Ferrocemenl: Vol. 21, No. 4, October 1991 351

Effect of Superplasticizer in Rich Mortar Mixes Containing Locally Available Sands

S. K. Agarwal and lrshad Masood ·

The purpose of this study was to examine the effect of superplasticizer in the rich rrwrtar mixes ( 1 :1.5, 1 :1.2, 1 :1.25 and 1 :3) containing locally avaible cheaper sands of different fineness rrwdulii for theferrocement work. Emphasis has been on the flow characteristics, compressive strength, water absorption, drying shrinkage properties which play an important role in the use for theferrocement work.

The results obtained indicated that with the help of superplasticizer, mortars madefrom locally available cheaper sands have compressive strength. comparable with standard costlier sand.

INTRODUCTION

Superplasticizers are being employed increasingly for mortar, plaster and concrete (1,2) because of the benefits they provide in handling, placing, compaction and finishing along with other technical and economical advantages.

Superplasticizers find its special use in mixes where water cement ratio is strictly controlled to have impervious mortars and at the same time the desired workability. These impervious mortars are basically required to provide watertightness in ferrocement [3]. In ferrocement the matrix has 95% or more pronounced influence on the behavior of the final product. Therefore, the selection of constituent materials e.g. cement, aggregate, mixing and placing of the mortars should be carefully exercized [4]. Chemical composition of cement, the nature of the aggregate and water-cement ratio are the major influencing parameters in determining the property of the mortar.

The use of admixture in ferrocementhas become indispensable for water reduction and increasing strength [5-7). The use of water reducing agents permits the use of more sand for the same design strength which also results in lower creep strains and less surface cracking.

Pozzolanas such as fly ash (1) can also be added to superplasticized cement to increase the durability. Up to a maximum of30% ofcementcan be replaced with pozzolanas in such a combination without reducing the ultimate strength.

In view of the advantages of the use of superplasticizers and with the availability of different types of locally available cheaper sand with varying fineness modulii in different parts of the country, it was decided to study the performance of mortars with such sands separately or after blending them.

·Central Building Research Institute, Roorkec-247 667, India.

352

MATERIALS

1. Cement:

2. Sand:

Journal of Ferrocem£nt: Vol. 21, No. 4, October 1991

Ordinary portland cement conforming to IS 19269/1967.

Locally available river sands, Solani (FM= 0.8), Ranipur (FM= 1.9), Quarry sand (FM= 2.2)and Standardennore sand (FM=2.4)as per IS 650, 1966and a blended sand (FM = 1.5) of Solani and Quarry by mixing equal weights.

3. Superplasticizer: Sulfonated napthalene formaldehyde condensate (SNF) was used for the present study. Different doses of superplasticizer had been used for determining the flow of mixes.

EXPERIMENT AL DETAILS

Four mortar mixes (1:1.5, 1:2, 1:2.5 and 1 :2.3) were prepared using different sands. The water cement ratio was varied from 0.25 to 0.4. Cubes of 50 mm sides were prepared for the present study.

First the flow of mixes at different water cement ratios and varying dosage of superplasticizer (0.3%,0.6%,0.8%, 1.0%) by weight of cement were determined as per BIS 5512. Theresultsaregiven in Table 1 and Fig.1.

e .§

120

JI 80 0

IL

40

---- ---------~~-

0·2 0·4 O·li 0·8

Dosage of SP

a--<> I: 2 Cement ennore sand at 0. 40 w/c -·-·- I: l.!5 Cement blend sand at 0.40 w/c ----- I: l.!5 Cement ranipur sand at 0.40 w/c ·-- -·- i: 2'.!5 Cement ennare sand at 0.3!5 w/c

1·0

"1---11 I: 2 Cement ranipur sand at 0.40 w/c

.,,_....., I: 2 Cement -quarry sand at 0.40 w/c

~ I: 2 Cement blend 1and at 0.40 w/c

Fig. I. Variation of flow with dosage of superplasticizer for various mortar mixes.

Journalo/Ferrocemenl: Vo/.21, No.4, Ocloberl991 353

Table 1 Flow Table Values(%)

w/c Nil 0.3% 0.6% 0.8% 1.0% Sand used ratio

1:1.5 1.2 1:2.5 1:3 1:1.5 1:2 1:2.51:31:1.5 1:2 1:2.5 1:31:1.5 1:2 1:2.51:31:1.51:21:2.51:3

Enno re

0.25 -

0.30 24 - - 38 10 - - 45 15 - - 56 20 - - 64 24 4

0.35 85 35 - - 115 55 11 - 125 80 17 - Ex 95 19 - Ex 105 21 -

0.40 130 70 30 2 Ex 100 45 5 Ex 110 84 15 Ex 110 84 25 Ex 110 85 33

Ranipur

0.25 -

0.30 -

0.35 10 - - 30 - - 40 4 - 50 5 - 55 8

0.40 46 17 - - 90 35 - - 115 42 - - 115 44 - - 115 53 -

Quarry (Q)

Solani

0.25 -

0.30 -

0.35 15

0.40 45

0.25 -

0.30 -

(S) 0.35 -

-

10

0.40 22 -

0.25 -

Blend 0.30 _ (Q+S)

1:1 0.35 20 -

0.40 50 -

Ex Exceeds flow table

- 35 -

- - 90 16 -

- 12 -

- 35

- 32 -

- 85

- 6

- 52 -

110 22

- 18 -

45 -

- 42 -

3

8

- 55 -

- 110 27

- 20 -

- 48 -

- 45 -

- 10 -

- 58 -

6 - 112 28 7

- 22 -

- 50 4

- 47 -

104 26 4 - 105 28 - - 108 30 4

354 Journal of Ferrocemen/: Vol. 21, No. 4, October 1991

The compressive strengths of 50 mm cubes for control and at 0.6% superplasticizer additions, cured at 27 ± 2° C for 28 days are shown in Table 2. The water absorption of the 25 mm x 25 mm x 250 mm bars using 1: 1.5 and 1 :2 mortar mixes are given in Table 3.

Shrinkage was observed with the help of length comparator as per IS 4031/1976. For cement sand bars of size 25 mm x 25 mm x 250 mm, the results are shown in Table 4.

DISCUSSION

It is evident from the results shown in Table 1 that with the addition of superplasticizer, there is an increase in flow. This is more predominant in case of no flow mix ( 1: 1.5) found in locally available river Solani sand (FM=0.8). In this case 18% increase in flow at w/c ratio of0.35 has been found. In cases where low initial flow was observed, addition of superplasticizer increases the flow by 100% or more. It is evident from Table 1 and Fig. I, that the effect of superplasticizer on the flow after 0.6% addition is more or less constant. Therefore it can be considered as an optimum dosage level of superplasticizer in the present condition. Hence, in the present study, compressive strength, water absorption and shrinkage properties, for the mixes prepared with 0.6% superplasticizer addition have been reported.

The results of compressive strength shown in Table 2 indicate that in case of no-flow mix, the gain in strength can be attributed to the fact that after adding superplasticizer the no-flow mix becomes workable and the cohesiveness of the matrix is found to be increased. However, in case of mixes having certain flowability the gain in strength has been found to be less than 10%.

Table 2 Compressive Strength (kg/cm2)

Sand w/c ratio No superplasticizer 0.6% superplasticizer used ---------- - - -- ---- --- - -----

1: 1.5 1 :2 1: 1.5 1:2 -- ----------------------------

0.25 400 324 440 400 Ennore 0.30 398 396 398 404

0.35 385 428 460 408

0.40 396 320 396 315

Ranipur 0.35 332 340 360 365

0.40 310 296 340 316

Quarry (Q) 0.35 400 420 416 460

0.40 382 400 384 390 - - -- -----

Solani (S) 0.35 272 236 340 300

0.40 264 220 290 280 ------- ----- ------- ------------- -- -- ----- --- - --

Blend (Q+S) 0.35 380 356 392 370

1: 1 0.40 376 320 376 350

Journal of Ferrocem£nl: Vol. 21, No. 4, October 1991 355

Table 3 Absorption(%)

Sand w/c mtio No supcrplasticizer 0.6% superplasticizer used

I :1.5 I:2 I :1.5 I:2

0.25 8.8 IO.I 6.4 9.0 Ennore 0.30 6.3 8.0 5.9 7.5

0.35 7.9 9.0 6.7 8.I 0.40 7.8 6.0 7.8 7.0

Ranipur 0.35 8.4 13.5 7.3 9.4 0.40 9.6 I 1.9 IO.I I0.6

Quarry (Q) 0.35 7.7 I0.6 7.7 7.0 0.40 8.4 7.8 8.4 8.0

Solani (S) 0.35 IO.O I3.6 8.5 I2.8 0.40 8.8 I2.8 8.8 I2.0

Blend (Q+S) 0.35 8.3 I 1.7 8.3 I0.6 I: I 0.40 9.0 10.2 9.0 9.8

The observations on water absorption or the loss of weight with drying time (Table 3) show that the loss in weight in case of superplasticized mixes are less as compared to non plasticized mixes. These results confirm that the superplasticized mixes are less porous.

The drying shrinkage, although a very important property particularly for the ferrocement work, has been found, in this study, to be nearly the same in superplasticized mortars as that in the case of control mix. The nature of sand used plays a great role in influencing the drying shrinkage. The higher amount of water used for mortar applications also results in higher shrinkage due to higher water loss on drying. However, in case of mortars studied, water was not in higher amounts, and the excessive flowability obtained by addition of superplasticizer may be of help in placing, compaction and finishing etc. but not in giving rise to higher shrinkage. In general the drying shrinkage has been found to be decreased by addition of superplasticizer with few exceptions.

CONCLUSIONS

In summary, the advantages of using superplasticizer with sands of varying fineness modulii are as follows:

I. It allows substitution with cheaper local sands for the more expensive quarry or standard sand.

2. The compressive strength of superplasticized mortars with Ranipur, Quarry, Solani and their blend for I: 1.5 and I :2 mixes compares well with the strength obtained with nonplasticized mortars having standard Ennore sand.

356 Journalo/Ferrocernenl: Vol.21, No.4, Oclober 1991

Table 4 Tesl Resulls of Shrinkage

Control 0.6% superplaslicizer ------------------ -·- ---- ---------

Sand w/e 1:1.5 1:2 1 :3 1: 1.5 1:2 1 ;3 used ralio -------------------- ---------- - -- ----··

Flow Sx 10-5 Flow Sx 10-5 Flow Sx 10-5 Flow Sx 10-5 Flow Sx 10-5 Flow Sx 10-5

------

0.25 72 74 45 64 71

0.30 24 59 73 45 37 15 40 Ennore

0.35 85 69 35 81 33 125 75 80 75 32

0.40 130 70 70 82 2 41 Ex 57 110 73 15 33 ------- --------- - --- -------------------- -------

0.35 15 74 67 43 52 75 70 32 Quarry

0.40 45 95 10 58 33 110 82 22 62 3 44 --------- ----------- - ---------

0.35 10 140 130 100 40 129 4 127 44 Ranipur

0.40 46 127 17 110 89 115 121 42 105 93 ------- -

0.35 89 131 75 18 108 99 64 Solani

0.40 22 81 128 58 45 65 121 50 ·---

0.35 20 101 85 23 42 100 75 42 Blend

0.40 50 103 46 50 104 101 26 40 13

3. In case of no-flow mortars, the addition of superplaslicizer nOl only imparls workabilily bul also increase lhe strenglh.

4. Waler absorplion is less in case of superplasticized mortars lhan lhe control mixes wilh the local sands and hence more dense and impervious as well as more corrosion resislanl morlars are oblained which make them suilable for ferrocemenl work.

ACKNOWLEDGEMENT

This paper is published wilh the permission of Director, Central Building Research Inslitule, Roorkee. The work reporled is a parl of lhe lnslilule's R&D work.

Journal of Ferrocem£nt: Vol. 21, No. 4, October 1991 357

REFERENCES

1. Malhotra, V.M. 1981. Developments in the Use of Superplasticizers. ACI SP 68. Detroit: American Concrete Institute.

2. Rao K.P. 1989. Plasticizers in Cement Mortars for Ferrocement Work. Indian Concrete Institute News.

3. Ravindrajah, R.S., and Tam, C.T. 1984. Watertightness in ferrocement. Journal of F errocement 14(1): 11-20.

4. Zhang, Y.L. 1985. The new manual plastering process and mechanism for ferrocement mortar in the presence of superplasticizers. Journal of Ferrocement 15(2): 145-149.

5. ACI. 1982. State of the Art Report on Ferrocement. Detroit: American Concrete Institute.

6. Ioms, M.E. 1980. Some improved methods for building ferrocement boats. Journal of Ferrocement 10(3): 189-203.

7. Swamy, R.N., and Al-wash, A.A. 1981. Cracking behavior of ferrocement in flexure. In Proceedings of the International Symposium on Ferrocement, A/l-A/11. Bergamo:RILEM.

Journal of Ferrocemen/: Vo/21, No.4, October 1991 359

Prestretched Ferrocement (PF) and their Main Elements

Vu Dinh Tuyen ·

The various aspects of prestretchedferrocement (PF) has been investigated in this paper. The folded method of stretching the wire net, developed by the author, was very effective and can be used not only for thin plates and shells but also for other elements, such as thin beams, columns.frames, wall panels etc. In the experimental investigations, prestretched ferrocement elements exhibited clearly its high elasticity and high load carrying capacity. A cost analysis was also made which showed PF economically favorable as compared to reinforced concrete and other materials.

INTRODUCTION

In general, the reinforcement in reinforced concrete and in many similar construction techniques are straight. However, in actual construction, armatures are not straight, especially for the small diameter steel bars. The wire mesh for ferrocement structures is not also straight, especially for the ones that were manufactured manually.

Observations showed that a stretched wire mesh will increase the load carrying capability of the ferrocement element, will permit a reduction on the factor of safety and will also reduce the amount of steel reinforcement. These reasons encourage the use of prestretched wire mesh. Some processes use 4 mm diameter bars (low intensity) in the tension areas of the structure and uses the wire mesh (low intensity too) with a stretching force of less than 30 kg/wire. This is referred to as "straight stretch". When hard steel wires are used in the tension area with the tension force greater than 150 kg/wire and the wire mesh stretching below 30 kg/wire, it is referred to as "prestretched" or "preconstraint"

CHARACTERISTICS OF PRESTRETCHED FERROCEMENT

The prestretched ferrocement (PF) structures consists of the wire mesh (I mm diameter) with 20 mm wire grid stretched very straight and plastered with mortar. The traditional combination of skeletal steel and wire mesh is replaced by one layer of stretched wire mesh. Applying the stretching force to the wire mesh was rather difficult. The first attempt was to stretch the wire net in the three dimensions (x, y, z) with tension force of25 kg/wire-30 kg/wire. However, frictional forces at the wire meshes and at the comers of the element were extremely large. So the tension forces at two ends were not effective at the middle of the section. The author has developed a system to stretch the wire net. The armature is folded at the joint before applying the stretching force.

With this folded method, almost any element can be stretched. This method can be used not only for thin plates and shells but also for thin beams (Figs. I and 2), columns (Fig.3), joints (Fig.4), wall

• 200 A Lytu Trong St., District 3, Hochi Minh City, Vietnam.

360 Journal of Ferrocem£nl: Vol.21, No.4, October 1991

panels (Figs.5 and 6), terrace and floor slabs (Fig.7), frames and others used to support the structures of a building.

4 mm 0 Top Bar

One loyer of wire mesh that was woven on site

4 mm 0 One or four bottom bars. It depends on its resistance

Detail of Section

One layer of wire mesh

4 mm 0 one or four bottom bars, depends on the strength of the bar

Elevation of Hollow Beam

Dimensions :

L 3m - 4m

b 0.10 m - 0.25 m

h 0.12 m - 0.25 m

~ 15mm - 17 mm

Fig. I. Cross-section and elevation of hollow beam.

Journal ofFerrocement: Vo/21, No.4, October 1991

4 mm 0 one top bar


.t:C:::===-- 4 mm 0 one or four bottom bars. It depends on its supported requirement

Detail of Section


361

4 mm 0 one top bar

Note : Every beam hos

two covers at its ends.

four

Elevation of the U- shape Beam

Dimensions :

L = 3m-4m

b = 0.10m-0.25m

h = 0.12 m - 0.25 m

b = 15 mm - 17 mm

Fig.2. Cross-section and elevation of a U-shape beam.

362 Journal of Ferrocement: Vo/21, No.4, October 1991

h

Hollow Column

h

b

4 mm (l) one or two bars in every corner


4 mm (l) one or two bars in every cover

Dimensions :

b = h = 8 = x =

100 mm - 200 mm

100 mm - 200 mm

15 mm - 17 mm

3 m - 4 m

Detail of the Columm

Fig.3.1. Cross-section and elevation of a hollow column.

U- shape column align with the wall

---------One layer of wire mesh -----

4 mm (l) one bar on every corner

Detail of the Column

x

Cover of the column

x

Fig.3.2. Cross-section and elevation of a U-shape column align with the wall.

Journal o/Ferrocement: Vo/21, No.4, October 1991

E E 0 0 .,,

The midde lT columns

mortar

wall panel

Solitary TT column is the big .L column

ofter joining

Bolt (6mm0, 150 mm in length)

10 mm thick

Joining for the corner TT columns

Fig.4. Joint detail.

The closed panel

• 1. 500 mm .I

Fig.S. l. Closed type wall panel.

The box panel or the hollow panel

I- 500-1000 mm ~I

One layer of the

wire mesh

One layer of the wire mesh

Fig.S.2. Box wall panel or hollow wall panel.

363

364 JourNJI of Ferrocement: Vol21, No.4, October 1991

Special panel X This type is used without rafter, It both covers -::/1~ and support the house. It can permit use of ~

4 mm 0 two bars ----

4 mm 0 one top bor

15mm(l7)

200mm

L • 3.8m L length

Standing Position

Section 2-2

4mm 0 one,two or three bottom bars.

It depends on its strenc;ith

One layer of wire net

Section I - I

4 mm 0 one top bar


Ordinary Panel- this kind of panel is covered like fibrocement tile. Its length is half of the roof.

Exterior form of the ordinary panel


4mm0 four

Section

Note Every ordinary panel has two

covers at its ends.

a - a

.-"!':;' 2"' ""' " ....... . l~mH_rs;: ~ ~5mm

bars ------------~ \----- 385 15 ~ ~ fl5

400mm 80 mm

Fig.6. Roof panels.

Journal of FerrocemenJ: Vo/21, No.4, October 1991

Hollow panel

SECTION a - a

330mm

Note : h ) 210

len9th of pone!

Note ·

Len9th of ponet = I

( Imo• = 4 .5 m I

U- shape panel

One layer of the wire mesh

Every U - shape

panel hos cover OI

its ends .

Exterior form of the Hollow panel

SECTION o-o

rr.=========~[4 mm 0 one top toyer

~~ <mm0-,No

I I or three depends

320mm

350mm

Fig. 7. Terrace and floor slabs.

STRUCTURAL BEHAVIOR

365

Prestretched element has exhibiled clearly ils high e lasticily and high load carrying capacity in the experimental invcsLigalions (Figs.8-9) conducted for U-shape beams (Table I) and slab elements (Table 2).

After unloading Lhe U-shape beam, it returns al once to its original shape testifying to its high elasticity.

The load was applied for Lhree years and no change has been observed. The roof panel (3.5 m lenglh x 0.5 m widlh x 0.2 m heighl x 15 mm thick) can support up LO 1800 kg wiLhout failure.

366 Journal of Ferrocem£nt: Vo/21, No.4, October 1991

Fig.8. The loaded U-shape beam.

Fig.9. The slab element under test.

Journal of Ftrroctment: Vo/21 , No.4, October 1991 367

Table 1 Results of Loading for U-Shapc Beam

Time of Exterior load Maximum Relative Allowable loading per meter deflection of deflection deflection

(kg/m) beam' smu (mm)

Sma/l s

8 - 4 - 87 96 5 5/3000=0 .334/200 < 1/200

11 - 4 - 87 116.5 8 8/3000=0 .534/200 < 1!200

13 -4 - 87 174 15 J 5/3000= 1/200 = 1/200

Table 2 Results of Loading for Slab Element

Time of Exterior load Maximum Relative Permiued loading per square meter deflection of deflection deflection

(kg/m2) beam,s ..... SJ s (mm)

14 - 4 - 87 550 0 0 0

18-4-87 1030 15 15/3000= I /200 = 1/200

COST ANALYSIS

In order to appreciate the economical advantage of PF scructures, it was compared to reinforced concrete and other materials (Table 3). PF was found economically favorable.

CONCLUSION

Based from twenty years of experience in using prestretchcd ferrocement, it could be concluded that it is most suitable for one story to three story buildings (Figs. I 0-11 ). Prestretched ferrocement can be used effectively and economically for mass production (Fig. 12).

368 Journal of Ferrocement: Vol21, No.4, October 1991

Table 3 CosL Analysis and Comparison

Type of SLeel Sand Macadam Sand Weight of Tolal Price of SLrucLure for 1 m2 or for 1 m2 or for 1 m2 or for 1 m2 or element/ weighl of 1 clement

(dimensions 1 m clement 1 m elcmem 1 m elemenL 1 m elemenL meLer element in mm) (kg) (ml) (ml) (ml) (kg) (kg) (US$)

Beams (length=3.3m)

Reinforced concrete 100 x 140 1.73 22.65 0.0085 0.0041 24.S 80.85 3.14

PF 100 x 140 0.873 1.09 0.004 0.0015 10.61 35 1.68

Reinforced concrete 100 x 180 2.82 4.9 0.016 0.008 45 149 4.88

PF 120 x 180 1.4 3.84 0.01 0.0043 26.22 86.5 3.40

Columns (H=3.30 m)

Reinforced concrete 120 x 120 1.67 5.67 0.013 0.044 36.4 120 4.05

Brick 200 x 200 13.05 80 bricks 0.06 2.35

Hollow PF 150 x 150 1.47 4.55 0.012 0.005 28.5 94 3.75

Tiles '

A <2m1 7.48 16.16 0.021 4.89

A=2m1 6.71 20.30 0.020 pcrm2

4.91

PF

A= 1.65 m1 2.57 12.58 0.028 0.021 2.44

A=l.7m2 2.29 11.26 0.028 0.019 per m1

2.18

·Nonna( fcrrocement tile at Technical Scientific Institute.

Journal of Ferrocement: Vo/21, No.4, October 1991

Fig.10. A two-story apanment using preslretched ferrocement elements.

Fig. I I. The house and breeding farm constructed of prestretched ferrocement elements located in Long Xuyun city.

Fig.12. Prefabricated prestretched ferrocemenl element ready for delivery.

369


Treatise on Utilization of Bamboo as Reinforcement in Ferrocement

Vijay Raj·

371

The potential of bamboo for utilization as reinforcement inferrocement skeletal grid has been investigated. The properties and factors that influence/control its usage are presented and discussed. The investigations conducted pertain to determining the suitability of water repellent treatment aimed at minimizing water absorption and swelling/shrinkage characteristics. Durability tests have also been conducted. Further, the various design aspects like shape .form and percentage of bamboo in reinforcements are discussed.

INTRODUCTION

Bamboo, known as "poor mans' timber," has constantly attracted the attention of scientists and engineers for use as reinforcement in cement concrete due to its superior properties like high strength to weight ratio, high tensile strength and other factors like low cost and easy availability. Several researchers in the past [ 1-3] have tried to use it as a substitute for steel in reinforced cement concrete (RCC), but met with not much success. Reasons for failure of such structures were associated with large deflections, swelling and shrinkage cracks, poor bond between concrete and barn boo and decay of the bamboo.

Recently, many researchers have studied its use as reinforcement in ferrocement. Chem bi et.al. [ 4 J and Winarto [5] have reported its use in construction of water tanks. Kali ta et.al. [6] have used it for wall panels and cylindrical shell shaped roofing elements. The author [7,8] had developed bamboo based ferrocement (BFC) slab elements for roofing/flooring purpose in low cost housing. Bamboo mats have been used in Bangladesh [9] for walling etc. All these studies indicate that bamboo has tremendous potential for use in ferrocement, provided it is used in proper shape and form. Its properties and limitations must be known and well understood so that efforts made in this direction meet with success. A few properties of bamboo in ferrocement are presented in detail.

BAMBOO : GENERA, SPECIES AND OCCURENCE

Bamboos are generally found in the temperate and tropical regions, up to altitudes not exceeding 4000 m. There are about 50 genera and 1000 known species, growing both wild and cultivated. A few principal genera along with their occurence are given in Table 1.

• Assistant Professor, Depanment of Civil Engineering, Madan Mohan Malaviya Engineering College, Gorakhpur-273010,

India.

372

Bamboo Genera

Arundinaria

Bambusa Chimnonobambusa

Cephalostachyum Dendrocalamus

Dinochloa Gigantochloa I ndocalamus

Melocanna Neohouzeaua Ochlandra

Oxytenanthera Phyllostochys Pseudostachyum

Schizostachyum Semiarundinaria

Sinobambusa Teinostachyum Thamnocalamus

Journalo/Ferrocemenl: Vol.21, No.4, Ocloberl991

Table 1 A Few Genera of Bamboo and Their Occurence

Climatic Regions (with altitudes)

Alpine Temperate Regions Regions

(>3000 m) (1500 m- 3000 m)

x

x

x x x

x

x

x

x

x

x

x

----- ------------------------

Tropical Region (<1500 m)

Subtropical

x

x x

x

x

x x

x

x

x

x

x

x

Moist

x

x x

x

x

x

x

x

Dry

x

x

x

STRENGTH PROPERTIES

The properties of bamboo noteworthy for use as reinforcement in fcrroccment are given below:

Flexural Strength

Knowledge of flexural strength of bamboo is necessary if it is to be used as reinforcement in slab or beam type clements. The inner layer of wall of a bamboo is weaker in flexure than the outer layer. Bauman [ 11] has reported that outer layers are at least twice stronger than the inner layers in bending and tension. Values reported by him indicated average bending strength as 140 MPa for the outer layers and 52 MPa for the inner layers. To get the best results, therefore, the inner portion of the bamboo wall should be peeled off.

Journal of Ferrocem£nl: Vol. 21, No. 4, October 1991 373

Modulus of Elasticity and Rupture

The modulus of elasticity and rupture are the two important parameters associated with the flexural strength. The modulus of elasticity for few species of bamboo, found in several countries are shown in Table 2. All these values indicate that bamboo has a low modulus of elasticity, and may lead to failure/cracking in the structure. Adequate caution has, therefore, to be exercised, while using bamboo reinforcement in flexural clements of fcrrocement, which are themselves prone to large deflections.

Tensile Strength

The tensile strength of bamboo is also observed to be more for outer layers than the inner layers; the variation being reported [11] as 210 MPa-250 MPa to 150 MPa-200 MPa for the outer and inner layers respectively.

Compressive and Crushing Strength

The compressive strength of bamboo, like most other timbers, is higher when measured perpendicular to the grain than that measured parallel to the grain. The ultimate compressive and crushing stress values for several species of bamboo have also been shown in Table 2, along with various other strength properties.

ADDITIONAL FACTORS

Besides the above referred strength properties, the following additional factors also need due consideration for using bamboo as fcrroccmcnt reinforcements:

Variation in Strength Properties

Bamboo being a naturally occuring organic vegetation, the variation in strength properties is possible from species to species as well as within the species.

It has been reported [ 10] that variation within the species can occur depending on the sample size and location in the culm. The first few meters of the culm at the bottom are in general stronger than the top portion. Several other factors such as the age of the culm as well as moisture content can also affect the strength properties. The strength is maximum when the bamboo is fully mature. The various species, in general, achieve full maturity al different ages. Dendrocalamus strictus species, for example has a maturity age of about three years. It may be interesting to note that for this species the increment in strength of two and a half years old bamboo over that of the six months old is 79% in modulus of rupture, 38% in modulus of elasticity and 76% in maximum crushing stress [3]. As such only mature bamboos should be used for reinforcement in fcrrocement.

The moisture content in the bamboo also decreases as the age increases. As a quantitative estimate, a green bamboo may have about 100%-125% moisture content at the age of one and half years, which may decrease up to 30% at fiber saturation point al maturity. The strength properties have been observed to be optimum at moisture content in the range of 15%-20%, which can be achieved by seasoning.

374 Journal o/Ferrocement: Vol. 21, No. 4, Oclober 1991

Table 2 Strength Properties of Bamboo Species Found in Several Countries

Bamboo species Modulus Modulus Ultimate Ultimate Ultimate Ultimate of of crushing compres- tensile shear

elasticity rupture stress sive stress stress stress MN/mm2 MPa MPa Mpa MPa MPa

-----·----------------------- -------- ---·

Indian Species <3.7.12) Dendrocalamus Strict us

Bambusa balcoa Bambusa nutans

Bambusa tulda

General Range of Values

Malaysian Species (10)

Bambusa vulgaris striata ( 13)

Dendracalamus asper ( 13)

18

17

11.1 12.3

15-20

(14) 12.9

P androcalamus

giganteus (13)

Bambusa blumeana (13)

(14) 12.3

Gigantochloa Levis (14) 15.3

Thailand Species (4)

Thyrosostachy Olivery Gamble

Indonesian Species (15)

' Parallel to grain

130.07 101.24

66.08

87.88

60-160

62.9 45

35-72 79-86 140-280

50.05

64.7 49_5·

187.7 ••

44.7-56.9

56.2 58.l.

165.6 .. 45_5·

295.4

440.6 259.5

319.4

372.8 242.0

218.7" 269.2

55.3 82.8-505

49.05- 166.87-

112.82 294.3

•• Perpendicular to grain

9.13

9.57

9.66

Specific gravity

----- - -

0.57-0.65

1.06

1.07 0.764

1.30

1.37 0.756

0.844


Swelling and Shrinkage Characteristics

Swelling and shrinkage can occur in bamboo due to absorption/release of water. A green bamboo on seasoning releases water and shrinks. The rate of shrinkage is high for immature bamboo and decreases on maturity. It has been reported lhat a six month old bamboo may shrink about 12% in diameterand 16% in wall thickness when dried from green to 12% moisture con tent, while lhese values may decrease to 4%-7% and 3%-7% respectively as lhe bamboo attains maturity [3]. Conversely, a seasoned bamboo, when used as reinforcement in fcrrocemcntcan absorb water from green mortarand swell, followed by shrinkage when the mortar dries out. It may lhus get completely detached from surrounding mortar, causing surface cracks. Thus, the control of moisture movement is of utmost importance. This can be achieved through the use of water rcpcllant treatments which arc discussed later. The swelling and shrinkage phenomena, however, is least in mature culms at a moisture content of 20%, which is known as "optimum moisture content". This aspect should be kept in mind while using bamboo in ferrocement structures.

Water Absorption

A normal air seasoned bamboo contains moisture in lhe range of 12% - 20%, e.g. Shui [10] reported average moisture content of air dried bamboos as 15.50%, while the aulhor has found it as 12.5% for a two and a half year old air dried bamboo of Dendrocalamus strictus species. Bamboo can absorb a large amount of water. Bamboo cul ms have been reported to absorb water in the range of 51 %-55% after four days of immersion [10]. The aulhor in his study [12] found the range as 57%-64% after seven days of immersion.

Several water repellant treatments like varnish, sulfur-sand, resin treatment etc. [4, 13, 14] have been used to minimize water absorption, wilh varying degree of success. Recently, lhe Forest Research Institute, Dehradun, India conducted a study to determine the efficacy of several water repellant treatments on a quantitative basis. Following treatments were tested:

a. Brush coating with gloss oil. b. Brush coating wilh white lead and varnish. c. Brush coating with a mixture of 80/100 grade bitumen and kcrosine oil in lhe ratio 4: 1

by weight. d. Soaking in a mixture of linseed oil and turpentine oil in 50:50 ratio. e. Dipping in 80/100 grade very hot bitumin.

Eight bamboo strips of size 150 mm x 20mm x 9 mm were treated with each oftherepellantsgiven above. The strips were lhen immersed in water for seven days, and percentage of average water absorption was calculated. The results shown in Table 3 indicate that dipping in 80/100 grade very hot bitumen treatment has lhc least water absorption of approximately 12%. The author has also conducted a similar study to compare the water absorption of untreated and treated ( wilh 80/100 grade very hot bitumen) bamboo strips [12]. The results shown in Table 4 indicate a water absorption of 45.6% and 9% forthe untreated and treated strips respectively. The term 'very hot' implies hot molten state of bitumen, fluid enough to be applied on lhe strip by brush, but does not contain any air bubbles.

376 Journal of Ferrocenuml: Vol. 21, No. 4, October 1991

Table 3 Efficacy of Water Repellant Treatments

SI. Treatments Percentage of water absorption Average No. water

Strip no. absorption

2 3 4 5 6 7 8

1. Gloss oil 12.9 42.98 52.11 25.82 15.10 21.38 23.85 40.42 29.32 %

2. White lead + var- 46.15 43.10 31.66 50.55 53.53 30.69 70.71 48.81 46.65 % nish

3. Bitumen + kero- 36.77 25.23 35.72 30.60 36.44 37.40 30.87 27.73 32.59 % sene oil, 4: 1 weight

by

4. Linseed oil + tur- 33.57 29.80 46.33 52.16 46.90 46.93 53.43 45.42 44.32 % pentine oil ( 1: 1)

5. Hot bitumen 14.48 6.00 14.10 12.41 6.39 13.08 14.29 15.15 12.00 % (approx)

Obseivation: Water repellant at SJ. No.5 i.e. (Hot bitumen gave the best results, water absorption is 12%

Sample designation

UT-1 UT-2 UT-3 UT-4

T-1 T-2 T-3 T-4

(approximately).

The water absorption of 12% is also high, which may be due to the percolation of water

from the ends of strips.

Table 4 Efficacy of 80/100 Grade Bitumen Water Repellant Treatment

Size of bamboo No.of Moisture content(%) Water absorption strips strips (mm) Initial Final

700 x 8 x 12 4 14.8 60.5 45.7 700 x 8 x 12 4 14.0 59.0 45.0 Average 400 x 7 x 11 4 15.2 57.5 42.3 45.6 400 x 9 x 11 4 14.9 64.3 49.4

700 x 8 x 12 4 13.8 24.3 10.5

700 x 8 x 11 4 15.0 21.0 6.0 Average

400 x 8 x 12 4 14.0 28.0 14.0 9.0

400 x 9 x 12 4 14.5 20.3 5.8

UT = Untreated bamboo strips.

T =Treated bamboo strips.

Species Tested= Dendrocalamus strictus.


The two results are in close agreement, which indicates that this treatment is better than others tested.

In ferrocement structures, the water cement ratio is kept quite low. So the reinforcement is not likely to have access to free water from mortar. The high absorption rate should not be treated as a deterrent for the use of bamboo in reinforcement provided adequate cover is used to prevent exposure to atmospheric moisture. However, there are certain applications, for example in marine and liquid retaining structures, where bamboo can absorb a large amount of water. Further, even in terrestrial applications, the surface cracks (which can develop due to so many reasons) if left unnoticed or unrepaired, can act as an entry point for the moisture to reach the bamboo reinforcement. For these applications, it is advisable to use water repellent treatments liberally.

Bond Characteristics

It is well known that the wall of the bamboo culm, specially the outer wall, has poor bond with cement mortar. Further, the bond strength also depends on the moisture content present in the culm. A green bamboo culm of Dendrocalamus strictus species may have bond stress as low as 0.35 MPa, while on seasoning it can increase up to 0.56 MPa [3]. The values for a few other species have been reported to lie in the range of 0.27 MPa to 0.49 MPa [10].

The bond stress can be increased in several ways. It has been found that coarse sand, if sprinkled on 80/100 grade bitumen (used as water repellant, as discussed earlier) while it is still hot, roughens the surface of the bamboo strips thus increasing the bond strength. Pull out tests conducted on such strips have indicated the increase in bond stress from 0.6 MPa to 1 MPa.

The nodes if left intact while splitting the bamboo culm into strips, also help to increase in bond strength, as the protruding portion gets a firm grip in the mortar. In fact, the bond strength also varies with the variation of the positioning of the nodes. In certain type of bamboo reinforcements, a fine wiremcsh if wrapped tightly on bamboo can also contribute to increase the bond strength. The exact contribution obtained from these two methods, however, needs investigation.

Durability Aspects

Almost all species of bamboo are non-durable, with a very few exceptions, e.g. Guadua augustifolia is a durable species. They are susceptible to decay, damage by insects, fungi, fire and acidic environments. Nonna) life of bamboo when exposed to atmosphere is two to three years in tropical climate. Certain preservative treatments can, however, increase its life to 15-20 years. A few water repellents e.g. varnish, resin and 80/100 grade bitumen can also act as preservatives for improving the durability of most bamboo species.

If bamboo culms arc to be stored for use at a later date, the following precautions will help in preventing decay:

a. The culm should be submerged in water (preferably running or spray water) to leach out starch, sugar and water soluble materials. This will minimize insect attack and biodegradation.

378 Journal of Ferrocem£nl: Vol. 21, No. 4, October 1991

b. Surface prophylatic treaunents, if given, will in addition to other advantages, prevent cracks on surface of the culms. Such treaunents, have been discussed in detail by Masani et.al. [3].

Exposure to acidic environment poses yet another potential threat on durability of bamboo species. Acidic environment is often caused by industrial effluents and exhaust gases. Hydrogen sulphide and sulfur dioxide are the common effluents liberated in the atmosphere that produce sulfuric acid that can cause serious decay of bamboo.

The author conducted a study [12] to evaluate the effect of sulfuric acid on bamboo. For this purpose, test specimens of Dendrocalamus strictus species of bamboo were prepared according to shape and size shown in Fig. 1. These were subjected to sulphuric acid attack of varying concentrations, by immersing four specimen each in acid solutions of 5%, 1 % and 0.1 % concentrations, for a period of thirty days. At the end of the period, the strips were first examined for visual effects, and were then tested till failure under gradually increasing tensile load. Four more specimens, were also tested in similar manner by immersing them in 0% acid solution (i.e. plain water) for the purpose of comparison. The observations recorded are presented in Table 5. It may be noticed from the table that there is a rapid deterioration of strength as the concentration of acid is increased. This is mainly due to decay of bamboo fibers, which is evident by the change in colour of the strips. Other species of bamboo are also likely to exhibit similar behavior, although there may be some variation in the quantitative values. One should, therefore, be extremely careful while using bamboo as reinforcement in toxic environments.

E E

"' I'-

E E Q

E E

0

"'

E E Q

2 5 mm .~

Fig. I. Shape and size of test specimen of bamboo strips.

Journal of Ferrocemenl: Vol. 21, No. 4, Oclober 1991 379

Table 5 Effect of Sulphuric Acid on Bamboo

Sulphuric No.of Color of bamboo strips Ultimate Elongation Percentage . acid specimen Before After tensile (%) decrease in

concentration exposed strength strength (%)

exposer exposer (MPa)

0.0 4 Light green Light green 172.0 2

0.1 4 -do- Slight yellow patches on surface

131.5 2 23.8

1.0 4 -do- Color chanfces to 78.0 2.5 54.6 light yel ow

5.0 4 -do- Color changes to 21.5 3 87.5 dark yellow

• Calculated with respect to strength of bamboo at Oo/o acid concentration.

Optimum Percentage of Bamboo Reinforcement

The optimum percentage or spacing of bamboo reinforcement to be provided in ferrocement depends on several factors such as type of structure, the strength requirements, the energy absorption characteristics and the economy. While Glenn [l] has recommended an optimum reinforcement of about 4%-5% for RCC, the percentage and spacing used by various researchers in ferrocement is shown in Table 6. The range of variation is from 1.25% to 8.33%. For structures such as circular water tanks, the predominant force is hoop tension, while in slab elements, it is flexure. Since bamboo is stronger in tension, than flexure, the reinforcement needed in water tanks is less than that required for slab elements.

Table 6 Percentage of Bamboo Reinforcement in Ferrocement

Ferrocement elements and Size of bamboo Spacing of Thickness of Percentage of nature of force in bamboo strips strips ferroccmcnt bamboo

reinforcement (mm) (mm) element (mm) reinforcement

Slabs under flexure and 20 x 10 80 x 80 30 8.33 impact (10)

Slabs under flexure (7) 6x6 100 x 100

30 3.56

Water tanks in hoop tension 2 x 15 80x 80 60 1.25 (4,5) (provided in two

layers)

380 Jow·nal of Ferrocemenl: Vol. 2 I, No. 4, October 1991

It may, however, be noted that the energy absorption increases with the increase in bamboo reinforcement. This results in the reduction of number of cracks as well as improved fatigue and impact resistance. The bamboo reinforcement being flexible has a tendency to spring back and recover part of deflection. Additional reinforcement, above the minimum needed, increases this 'spring back' tendency of the element. This phenomenon has also been referred to as the 'cushion effect' [10]. It is, therefore, advisable to have a little more reinforcement in the clement provided the strength and economy is not affected. The spacing can be fixed conveniently having known the percentage and size of reinforcement.

CONCLUSIONS

From the study of above referred properties and factors, the salient points that emerge for the

efficient utilization of bamboos in ferrocemcnt can be summarized as follows:

a. For maximum strength, only adequately mature and well seasoned bamboos should be used.

To minimize swelling and shrinkage, the moisture content should be maintained in the range of 12%- 20%. Use of water repellent treatments is also recommended. Further, adequate cover should be provided (=lOmm) to protect bamboo reinforcement from atmospheric decay.

b. Bamboo reinforcements, should be prepared in such form and shape, that its superior properties like high tensile strength etc. are fully made use of; and limitations such as low modulus of elasticity, lesser durability etc. are duly taken cared of. For this purpose, the following points should be kept in mind while designing bamboo reinforcement for ferrocement structures:

1. Bamboo should invariably be used in form of thin strips obtained by peeling off the soft inner portion of the culm wall.

ii. For water tanks and other liquid retaining structures, circular shape should be preferred to the rectangular one.

iii. Roofs having segmental, cylindrical, paraboloid, hemispherical shapes etc. should be preferred for low cost housing over flat ones.

iv. In case simple slab elements are to be provided., the serviceability requirement should be specified and controlled stringently. To check excessive deflection, use of camber or ribs is also recommended, on the lines suggested by Kaushik et.al. [ 15] Further, barn boo reinforcement more than minimum should be provided, without affecting the strength and should be placed in zones having less flexural stresses [7, 8].

c. Prompt maintenance is of utmost importance: to ensure long life of bamboo reinforced ferrocement elements. The elements should be inspected periodically and surface cracks noticed, if any, should be repaired and sealed at the earliest.


DISCUSSION

The users of bamboo should note that bamboo is a cheap and replcnishable agricultural resource; the availability of which can be regulated as per the demand. There are many species, that mature quite early, and become ready for utilization within a few years. Dendrocalamus strict us species, for example, can be fallen in a cycle of 3-4 years. So, by a systamatic management of bamboo cultivation, the crop can be obtained as frequently as desired without causing any depleting of this natural resource. The utilization of bamboo reinforcements in ferrocement can thus turn out to be a cheap and ideal alternative for the present and future time, where most other resources like steel etc. are rapidly getting depleted.

To popularize their use it is necessary to develop standard designs so that these are available 'off the shelf' to the common man. Besides, long term durability studies are also necessary.

The author has developed [7 ,8] one such standard design of bamboo reinforcement for a slab element for flooring/roofing purposes to cover spans upto 1.5 m. However, an all-out coordinated effort is needed round the globe in this direction. Suggestions/proposals are welcome from the prospective researchers to undertake joint work in this field.

REFERENCES

1. Glenn, H.E., 1950. Bamboo-Reinforcement of Portland Cement Concrete Structures. Clemson, South Carolina: Clemson College Engineering Experiment Station, Bulletin 4.

2. Geymayer, H.G., and Cox, F.B. 1970. Bamboo reinforced concrete. AC/ Journal (October).

3. Masani, N.J.; Dhamani, B.C.; and Bachan Singh. 1977.StudiesonBamboo Concrete Composite Construction. Dehradun, Government of India: Forest Research Institute.

4. Chembi, A., and Nimityongskul, P. 1989. A Bamboo reinforced cement water tank. Journal of Ferrocement 19(1): 11-17.

5. Winarto. 1989. Rain water collection tanks constructed on self help basis. Journal of F errocement 11(3): 247-254.

6. Kalita, U.C.; Khazanchi, A.C.; and Thyagaraga G. 1978. Bamboo-concrete wall panels and roofing elements for low cost housing. In Proceedings of International Conference on Materials of Construction for Developing Countries, 21-35. Bangkok: Asian Institute of Technology.

7. Venkateshwarlu D., and Raj, V. 1989. Development of bamboo based ferrocement roofing elements for low cost housing. Journal of Ferrocement 19(4): 331-337.

8. Raj, V. 1990. Large span bamboo ferrocement elements for flooring and roofing purposes. Journal of Ferrocement 20 (4): 367-375.

382 Jour-nalofFerrocem£nl: Vol.21, No.4, October1991

9. Housing and Building Research Institute. 1982. Innovations in Materials and Techniques. Dacca, Bangladesh: Housing and Building Research Institute.

10. Shui, L.T. 1990. Some properties of bamboo for consideration as ferrocement reinforcement. Journal of Ferrocement 20 (2): 149-157.

11. Bauman, R. 1922. U.D.I., Farich aufd und Geb lng. Wes., N0.231.

12. Raj, V. 1987. DevelopmentofFerrocement Based Bamboo Reinforced Roofing Elements For Rural Housing. Ph.D. Thesis. Avadh University, Faizabad, India.

13. Abdullah, A.A.A., and Abdul Rahim. 1984. Basic strength properties of a few selected Malaysian bamboo. Journal of Institution of Engineers, Malaysia 34 (June): 68-71.

14. Fang H.Y .; Mehta, H.C.; andJolly,J.D. 19??. Study of sulphur sand treated bamboo pole.New Horizons in Construction Materials 1: 489-497. Pennsylvania: Envo Publishing Co. Inc.

15. Kaushik, S.K.; Trikha, D.N.; Kotdawala, R.P.; and Sharma, P.C. 1984. Prefabricated ferrocement ribbed elements for lowcost housing. Journal of Ferrocement 14(4): 347-364.

16. Limaye, V.D. 1952. Strength of bamboos. The Indian Forester 78 (November 11).

17. Salam, S.S. et.al. 1989. Structural applications of bamboo. Journal oflnslitution of Engineers, Malaysia 45.

18. Manga,J.B. 1983. The feasibility of bamboo as Jreinforcement for ferroccment housing walls. Journal of Ferrocement 13 (4): 345-349.


Iffi JI IB3 L JI CQ) CG TI&AJF IHI JI CC LJI§T

This list includes a partial bibliography, with keywords, on ferrocement and related topics. Reprints and reproductions, where copyright laws permit, are available at a nominal cost (see page 449) by quoting the accession number and availability given at the top of each reference.

All information collected by IFIC are entered into a computerized database using CDS/ISIS. Stored information can be retrieved using keywords, author names, titles, etc. Specialized searches are performed on request.

RESEARCH AND DEVELOPMENT

Material Properties

04216 A:IFIC Rajagopalan, K. 1977. Analysis of ferrocement under combined tension and bending. Journal of Ferrocmeent 7(1): 1-8.

analysis I bending I ferrocement I mechanical properties I tension India

04186 A:1116 Bennett, E.W.; Fakhri, N.A.; and Singh, G. 1982. Discussion of ACI committee 549 report- stateof-the-art report on ferrocement, ACI 549R-82. Concrete International 4(8): 13-38.

fatigue (materials) I fatigue tests I ferrocement U.K.

04187 A:1115 Bennett, E.W.; Fakhri, N.A.; and Singh, G. 1985. Fatigue charecteristics of ferrocement in flexure. AC! Journal (March-April): 129-135.

crack spacing I crack width I deflection I fatigue I fatigue tests lferrocement I flexural strength I welded wire mesh

04221 A:IFIC Swamy, R.N., and Shaheen, Y.B.I. 1990. Tensile Behavior of Thin Ferrocement Plates. Michigan: American Concrete Institute.

384 .Journal of Ferrocement: Vol. 21, No. 4, October 1991

composite materials I cracking (fracturing) I deformation I durability I ferrocement I fly ash I modulus of elasticity I mortars (material) I plates (structural members) I tensile strength I tests !welded wire mesh

04222 A:IFIC Swamy, R.N., and Hussin, M.W. 1990. Flexural Behavior of Thin Fiber Reinforced and F errocement Sheets. Michigan: American Concrete Institute.

composite material I cracking (fracturing) I deflection I ferrocement I flexural strength I glass fibers I metal fibers I polypropylene fibers I port/and cements I reinforcing materials I welded wire mesh

04202 A:IFIC Trikha, D.N. 1991. Elements in compression design. In lecture Notes for Ferrocement Training Course, 102-110. Auroville: Auroville Building Center.

compression loads I compressive strength I ferrocement India

04205 A:IFIC Kaushik, S.K. 1991. Mechanical properties of ferrocement. In lecture Notes for Ferrocement Training Course, 2-19. Auroville: Auroville Building Center.

bending I deflection I ferrocement I mechanical properties I properties I tension India

04208 A:IFIC Trikha, D.N. 1991. Elements in tension - design. In lecture Notes for F errocement Training Course, 52-83. Auroville: Auroville Building Center.

design I ferrocement I tensile properties I tensile stress I tension India

04210 A:IFIC Kaushik, S.K. 1991. Physical and mechanical properties of constituent materials. In lecture Notes for Ferrocement Training Course, 22-42. Auroville: Auroville Building Center.

ferrocement I mechanical properties I mortars (materials) I properties I wire mesh India

04214 A:IFIC Trikha, D.N. 1991. Elements in flexure - design. In lecture Notes for F errocement Training Course, 84-100. Auroville: Auroville Building Center.

bending I ferrocement I mechanical properties I stress strain diagrams India


04223 A:IFIC Tassios, T.P., and Karaoui, V. 1991. Deformation Charecteristics of Ferrocement Elements Under Tension. Michigan: American Concrete Institute.

bonding I cracking (fracturing) I curing I deformation I ferrocement I stress strain diagram I tension

04243 A:IFIC Al-Sulaimani, G.J., and Basunbul, I.A. 1991. Behavior of ferrocement material under direct shear. Journal of Ferrocement 21(2): 109-117.

ferrocement I shear failure I shear strength I shear tests Saudi Arabia

04245 A:IFIC Singh, G., and Fong, L.I.M. 1991. Effect of repeated loading on crack width of ferrocement. Journal of Ferrocement 21(2): 119-126.

bending I crack width I ferrocement I flexural strength I repeated stress

04246 A:IFIC Clarke, R.P., and Sharma, A.K. 1991. The experimental behavior of ferrocement flat plates under biaxial flexure. Journal of Ferrocement 21(2): 127-136.

bending I biaxial loads I ferrocement I flexural strength I plates (structural members) West Indies

Standards and Specifications

04209 A:IFIC Trikha, D.N. 1990. Design criteria for ferrocement. In Lecture Notes for Ferrocement Training Course, 44-50. Auroville: Auroville Building Centre.

design I ferrocement I mesh I serviceability I strength I ultimate load India

04239 A:IFIC Krishnamoorthy, T.S.; Parameswaran, V.S.; Neelamegam, M.; and Bala Subramanian, K. 1990. Investigation of Precast Ferrocement Planks Connected by Steel Bolts. 389-404. Michigan: American Concrete Institute.

failure I ferrocement I joints (junctions) I panels I pressure I strains I structural design I tensile strength I tests

386 Journalo/Ferrocem£nl: Vo/.21, No.4,0ctoberl991

CONSTITUENT MATERIALS

Wire Mesh and Other Reinforcing Fibers

04188 A:1107 Bowen, G.L. 1976. A new mesh for ferrocement construction. Journal of Ferrocement 5(1): 5-20.

construction I ferrocement I wire mesh

04244 A:IFIC Waliuddin, A.M., and Brohi, P. 1991. Use of hard grass reeds in ferrocement.Journal of Ferrocement 21(2): 137-141.

ferrocement I housing I organic fibers I roofing Pakistan

General

04200 Spence, R.J.S. 1980. Small-Scale Production of Cementitious Materials, 1-49 + V.

cement I materials I port/and cements I pozzolans

MARINE APPLICATIONS

Construction and Testing

04215

A:TP877 S64

A:IFIC __ . 1989. Development of ferrocement boats in China: 1958-1988 - a pictorial presentation.Journal of Ferrocement 19(3): 261-265.

boats I ferrocement I hulls (structures) I ships China

Feasibility Studies, Rules and Classification

04189 A:1108 Bagon, C., and Frondistou-Yannas, S. 1976. Marine floating concrete made with polystyrene expanded beads. Magazine of concrete research 28(97): 225-229.

lightweight concretes I marine I polystyrene USA

Journal of Ferrocement: Vol. 21, No. 4, October 1991

General

04204

Ioms, M.E. 1989. Otech Seawater Pipe Comparisons, 1-10.

ferrocement I form work (construction) I laminates I pipes (tubes) I pontoons I pozzolans U.S.A.

1ERRESTRIAL APPLICATIONS

Housing and Building

04181

387

A:1155

A:1122 Barberio, V. 1975. Cupalas delgadas de fcrrocemento para una instalacion ictica enel rio tirino (in Spanish). Revista !MCYC XIIl(74): 17-28.

application I ferrocement I housing

04193 A:l 112 Adajar, J.C. 1989. Ferrocement - a very viable building product for the Philippines. Progress 5(3): 6-12.

building I feasibility I ferrocement I housing I precast I roof elements

Water Resources Structures

04206 A:IFIC Pulimood, J .A. 1991. Ferrocement application: water tanks and storage tanks. In Lecture Notes for Ferrocement Training Course, 222-224. Auroville: Auroville Building Center.

ferrocementt I storage tanks I tanks (containers) I water storage I water tanks India

04184 A:ll21 Myrrha, M.A., and Baptista, P.P. 1989. Artisan ferrocement applications in rural areas. Cimento & Concreto-Maio (June): 4-5.

applications I ferrocement I rural areas

04249 A:ll87 Sharma, P.C. 1990. Rainwater Harvesting Techniques for Drinking Purpose. 1-28+viii. Ghaziabad: Structural Engineering Research Center (SERC).

388 Journa/ofFerrocem£nl: Vol.21, No.4,0cloberl991

ferro cement I tanks (containers) I water storage I water tanks India

04250 Bagasao, T. 1990. Rainwater catchment systems. IDRC Reports 18(4): 20-21.

bamboo I ferrocement I roofing I roofs I tiles I water tanks

04247

A:l 188

A:l189 Cohen, Constance, C. 1991. Demand for rainwater harvesting technology exceeds available resources. Raindrop, Rainwater Harvesting Bulletin 5: 4-6.

aquifers I dams I drains I ferrocement I roofs I tanks (containers) I walls I water I water supply Kenya

04256 __ . 1991.Methods of water catchment and storage. News on Technology 5(2): 3.

corrugated I drains I ferrocement I roofs I tanks (containers) I wire mesh Botswana

Miscellaneous Structures

04185 Castro, J. 19??. Aplicaciones de/ Ferrocemento (in Spanish), 144-180.

applications I ferrocement I silos I tension Mexico

04182

A:l 190

A:l 120

A:l 123 Orvananos, J.C. 1976. Ferrocement and its applications ( in Spanish). Revista IMCYC XIII(78): 29-35.

applications I ferrocement

04213 A:IFIC Hauser, U., and Baetens, T. 1991. Prefabricated ferrocement biogas plants of the floating drum type. In lecture Notes for Ferrocement Training Course. Auroville: Auroville Building Center.

biogas I biogas digester I construction I ferrocement India


Construction Techniques

04207 A:IFIC __ . 1991. Construction technique, casting, installation and maintenance of ferrocement products. In Lee Jure Noles for F errocemenl Training Course. Auroville: Aurovillc Building Center.

applicalions I cons1ruc1ion I ferrocemenl I prefabricalion I roofs I shells ( s/ruclural forms) India

General

04183 A:l 124 Lopez, A.O. 19??. Ferrocement, material/or the immediatefuture (in Spanish). 417-427.

applications I ferrocement I materials

PROTECTION AND RELATED TOPICS

Corrosion in Marine Environment

04217 A:IFIC Bowen, G.L., and Watchorn, E.W. 1983. Corrosion and corrosion prevention in ferroccment hulls. Journal of Ferrocement 13(3): 267-268.

corrosion I ferrocement I hulls (structures) I mesh

04219 A:IFIC Alexander,D.,and Turner,J. 1983. Corrosion and corrosion prevention in ferroccmenthulls. Journal of Ferrocement 13(4): 351-352.

corrosion I ferrocement I hulls (structures) I mesh

FIBER REINFORCED COMPOSITES

Steel Fiber Composites

04224 A:IFIC Kaushik, S.K.; Vasan, R.M.; Godbole, P.N.; Goel, D.C.; and Khanna, S.K. 1990. Structural behavior of thin SFRC and ferro-fibro overlays. In Thin-Section Fiber Reinforced Concrete and Ferrocement, 279-296. Michigan: American Concrete Institute.

compacting I concrete pavement I concretes I ferrocement I fiber reinforced concrete I loads (forces) I meta/fibers I performance I resurfacing I slabs I static loads I tests I welded wire mesh


04225 A:IFIC Kothari, N.C. 1990. Strength properties of steel fiber reinforced concrete in marine enviroment. In Thin-Section Fiber Reinforced Concrete and Ferrocement, 247-264. Michigan: American Concrete Institute.

compressive strength I concretes I corrosion I cracking (fracturing) I fiber reinforeed concrete I flexural strength I marine atmospheres I mechanical properties I metal fibers I seawater I tensile strength

04226 A:IFIC Rahimi, M, and Cao, H.T. 1990. Properties of sandwich beams with thin layers of steel fiber reinforced mortar. In Thin-Section Fiber Reinforced Concrete aml Ferrocement, 205-278. Michigan: American Concrete Institute.

beams (supports) I bending I flexural strength I metal fibers I modulus of elasticity I mortars (material) I sandwich structures

04240 A:IFIC Bentur, A.; Minden, S.; and Yan, C. 1990. Behavior of thin sheet FRC under impact loading. In ThinSection Fiber Reinforced Concrete and Ferrocement, 405-420. Michigan: American Concrete Institute.

cements I failure modes I fibers I impact strength I impact tests I reinforcing materials I asbestos

04255 A:1197 Sayir, M.; Pfaffli, F.; and Partl, M. 1991. An experimental study on the elastodynamic behaviour of fiber-reinforced cement. Composites 22(1): 9-14.

anisotropy I composite materials I dynamic charactenstics I environment effects I fiber reinforced cement

04257 A:l 198 Banthia, N.,andJcan-Francois, T. 1991. Deformed steel fiber-cementitious matrix bond under impact. Cement and Concrete Research 21(1): 158-168.

cracks I fiber reinforced concrete I fibers I impact I mechanical properties I steel fibers I strain hardening

04258 A:l 185 Nanni, A. 1991. Pseudoductility of fiber reinforced concrete. Journal of Materials in Civil Engineering 3(1): 78-89.

ductility I fiber reinforced concrete I fibers I polyester fibers I polypropylene fibers I steel fibers

Bamboo Fiber Composites

04259 AIT Thesis 676-1974 Ali, Z. 1974. Mechanical Properties of Bamboo Reinforced Slabs. Thesis No. 676-1975, Asian

Journal of Ferrocemenl: Vol. 21, No. 4, Oc1ober 1991 391

Institute of Technology, Bangkok, Thailand.

bamboo I mechanical properties I reinforcing material I slabs

04248 AIT thesis 801-1975 Durrani, A.J. 1975. A Study of Bamboo as Reinforcement for Slabs on Grade. Thesis No. 801-1975, Asian Institute of Technology, Bangkok, Thailand.

bamboo I bond I crack control I mechnical properties I reinforcement I slabs

04260 AIT Thesis 1223-1977 Ratnayake, M.M. 1977. A Study for Static and Fatigue Bending Properties ofBamboo Reinforcement. Thesis No. 1223-1977, Asian Institute of Technology, Bangkok, Thailand.

bamboo I bond strength I crack width I pull-out test I reinforcement

04196 A:l 126/A:TH 4818 B 3 1352 Janssen, J.J.A. 1988. Building with Bamboo -A Handbook, 1-68. London: Intermediate Technology Publications.

bamboo I bridges I housing I mechanical properties

04194 A:l 113 Kankam, J .A., and Perry, S .H. 1989. Variability of bond strength between bamboo and concrete. AC/ J.faterialslournal: 615-618.

bamboo I bond strength I fibers I pullout tests I reinforced concrete I reinforcing materials

04195 A:l 129 Kankam, J.A., and Perry, S.H. 1989. Variability of bond strength between bamboo and concrete. AC/ Materials Journal (Nov-Dec): 615-618.

bamboo I fibers I pullout tests I reinforced concrete

Natural and Organic Fiber Composites

04242 TA 418.9 C6 A44 Akihama, S.; Suenaga, T.; and Banno, T. 1984. Mechanical Properties of Carbon Fiber Reinforced Cement Composite and the Application to Large Domes. 1-97. Tokyo: Kajima Institute of Construction Technology.

carbon fibers I composite material I fibers I mechanical properties Japan

04199 A:IFIC Evans, B. 1986. Understanding Natural Fibre Concrete - Its Application as a Building Material.

392 Journal ofFerrocement: Vol. 21, No. 4, October 1991

Ruqby: Intermediate Technology Development Group.

applications I bending strength I durability I fibers I manufacturing I natural fibers I reinforcingfibers I tensile strength I toughness

04229 A:IFIC Hanson, N.W.; Roller, J.J.; Daniel, J.I.; and Weinmann, T.L. 1990. Manufacture and installation of GFRC facades (CP124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 183-214. Michigan: American Concrete Institute.

cladding I facings I fiber reinforced concrete I glass fibers I installing I manufacturing I quality control

04232 A:IFIC Sanjuan, M.A.; Bacle, B.; Moragues, A.; and Andrade, C. 1990. Plastic shrinkage and permeability in polypropylene reinforced mortar(SP.124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 125-136. Michigan: American Concrete Institute.

absorption I diffusion I fiber reinforced concrete I fresh concretes I mortars (material) I permeability I polypropylene fibers I shrinkage

04233 A:IFIC Soroushian, P., and Marikunte, S. 1990. Reinforcement of cement-based materials with cellulose fibers (SP-124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 94-124. Michigan: American Concrete Institute.

cellulose fibers I cements I composite materials I flexural strength I impact strength I reinforcing material I strength

04234 A:IFIC Soroushian, P.; Bayasi, Z.; and Khan, A. 1990. Development of aramid fiber reinforced cement composites (SP- 124). In Thin-Section Fiber Reinforced Concrete andFerrocement, 78-98. Michigan: American Concrete Institute.

cement I fibers I impact strength I mixing I reinforcing materials I strength I tests I workability

04235 A:IFIC Gale, D.M.; Shah, A.H.; and Balaguru, P. 1990. Oriented polyethylene fibrous pulp reinforced cement composites (SP-124). In Thin-Section Fiber Reinforced Concrete andF errocement, 61-78. Michigan: American Concrete Institute.

cellulose fibers I cements I composite materials I durability I fibers I flexural strength I impact strength I mortars (material) I polyethylenes I port/and cements I reinforcing materials I asbestos

04236 A:IFIC Ando, T.; Sakai, H.; Takahashi, K; Hoshijima, T.; Awata, M.; and Oka, S. 1990. Fabrication and properties for a new carbon fiber reinforced cement product (SP-124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 39-60. Michigan: American Concrete Institute.

carbon fibers I cladding I durability I fiber reinforced concrete I flexural strength I mixing I production methods I tensile strength I tests I workability

Journal of Ferrocemen/: Vol. 21, No. 4, October 1991 393

04237 A:IFIC Keer, J.G. 1990. Performance of non-asbestos fiber cement sheeting (SP-124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 19-38. Michigan: American Concrete Institute.

asbestos I cladding I cracking I fiber reinforced concrete I performance I polypropylene fibers I production methods I standards

04238 A:IFIC Vinson, K.D., and Daniel, J.I. 1990. Specially cellulose fibers for cement reinforcement (SDP-124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 1-18. Michigan: American Concrete Institute.

asbestos I cellulose fibers I ductility I fibers I flexural strength I performance I port/and cements I reinforcing materials I tests

04252 A:1192 Marshall, P, and Price, J. 1991. Fibre/matrix interface properly determination. Composites 22(1): 53-57.

bonding I carbon fibers I composite materials

Polymer Composites

04241 A:IFIC Schupack. 1990. Thin sheet glass and synthetic fabric reinforced concrete 60- 120 pound pcf density (SP-124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 421-436. Michigan: American Concrete Institute.

concrete I density I fabrics I fibers I glass fibers I materials I mortars I reinforced concrete I reinforcing I synthetic fibers

General

04227 A:IFIC Greig, I.R.K. 1990. Glass fiber reinforced cement in mining applications (SP-124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 233-246. Michigan: American Concrete Institute.

drains I fiber reinforced concrete I formwork (construction) I glass fibers I mines (excavation) I protective coatings I tunnel linings I tunnels

04228 A:IFIC Benlur, A. 1990. Improvement of the durability of GFRC by silica fume treatments (SP-124 ). In ThinSection Fiber Reinforced Concrete and Ferrocement, 215-232. Michigan: American Concrete Institute.

394 Journal of Ferrocemenl: Vol. 21, No. 4, October 1991

duribility I fiber reinforced concrete I glass fibers I performance I silica fume I slurries

04230 A:IFIC Oesterle, R.G.; Schultz, D.M.; and Glikin, J.D. 1990. Design considerations for GFRC facades (SPl 24 ). In Thin-Section Fiber Reinforced Concrete andF errocement, 157-182. Michigan: American Concrete Institute.

cladding I composite materials I cracking (fracturing) I facings I fiber reinforced concrete I glass fibers I loads (forces) I shrinkage I structural design I temperature

04231 A:IFIC Mo basher, B., and Shah, S.P. 1990. Interaction between fibers and the matrix in glass fiber reinforced concrete (SP124). In Thin-Section Fiber Reinforced Concrete and Ferrocement, 137-156. Michigan: American Concrete Institute.

cement pastes I composite materials I cracking (fracturing) I durability I fiber reinforced concrete I glass fibers I stiffness I strength I tensile tests

GENERAL

State-of-the-Art Studies

04211 A:IFIC Trikha, D.N., and Kaushik, S.K. 1991. Advances and trends in ferrocement. In Lecture Notes for F erroceme nt Training Course, 112-127. Auroville: Auroville Building Center.

composite structures I ferrocement I housing ! low cost I research I reservoirs I rural areas India

04253 A:ll95 Petersham, M. 1984. Understanding the small-scale: clay products enterprise. Technologies for Development: 1-18.

bricks I ceramics I clays I floors I roofs I tiles

04212 A:IFIC Trikha, D.N., and Kaushik, S.K. 1991. Advances and new trends in ferrocement-11. In Lecture Notes for Ferrocement Training Course, 128-170. Auroville: Auroville Building Center.

applications I boats I construction I ferrocement I housing I research I rural areas I sanitation I water storage India

Miscellaneous Notes

. 04203 A:l 166 Suresh, V. 199?. Nirmithi Kendra Quilon - A Pioneer in Housing, 1-16. New Delhi: Housing and Urban Development Corporation.

construction I ferrocement I housing I low cost India

Journal of Feffoce1Mnt: Vol. 21, No. 4 , October 1991 395

The INFC database will save your time and effort in finding currem information on ferrocemem and related consuuction materials. This database is created and maintained by the International Ferrocement Information Cemer (IFIC), Asian Institute of Technology, Bangkok, Thailand using UNESCO's Computerized Documemation Service/Integrated Set of Information Systems (CDS/ ISIS). It covers ferrocemem, the form of reinf orccd concrete which uses hydraulic cement mortar, and closely spaced layers of continuous and relatively small diameter wire mesh reinforcements; and related consiruction materials, such as steel fiber composites, bamboo fiber composites, natural and organic fiber composites, and polymer composites.

IFIC regularly reviews over 100 journals, magazines, newsletters, digests and bulletins, in addition LO numerous monographs, reports, conference proceedings, theses, and materials supplied directly by ferrocement builders and researchers. From these publications, articles on fcrrocemem and related consuuction materials are identified, abstracted, indexed, and entered into Lhe bibliographic database. Each record contains the following primary information: author, tille, source, absttacl and keywords; and secondary information: availability, date, language and type of publication. INFC database is expanding at the rate of 300 records per year. From these records, IFIC provides computerized bibliographic search services for requests on particular aspects of ferrocement technology and related materiaJs at the following rates:

Subscriber: US$ 40.00 per contact hour US$ 10.00 up Lo 50 references US$ 0.07 for each additional reference above 50

Non-Subscriber: USS 60.00 per contact hour US$ 15.00 up to 50 references USS 0.10 for each additional reference above 50

Precise description must accompany requests for search service so as to minimize costs. Requests (panicularly for letter and telex requests) must include the following: (a) brief but clear summary of the research topic; (b) list of keywords and synonyms; (c) expected number of references; (d) cost limitations; (e) output specifications (date and language restrictions); and (f) degree of urgency of the request. The search print out contains a list of references, which may include abstracts if requested.

Materials listed in the bibliographic search print out are available from IFIC, but subject to copyright restrictions. By quoting the accession number &riven at the top of each reference, photocopies and/or microfiches of any document can be ordered at the rates given in page 449.

396

CHfNA

Ferrocement Fishing Vessels

A pair of ocean-going fishing vessels were constructed by Zhanjiang Shipyard and were put into service in the autumn of 1990. These vessels have the following particulars:

Overall length = 31.0 m Length at W.L. = 28.1 m Breadth molded = 6.0 m Depth molded ::: 2.98 m Mean draft = 2.2 m Engine power = 412 PS Design speed ::: 11.2 knots Fish carrying capacity ::: 68 tons (678 kN)

The trips to the west Paci fie area (to the east of the Philippines) proved that they are efficient in tuna-fishing and are also good both in stabifay and seaworthiness. Thus, the Shipyard is going to build some more this year. This shipyard has been building fishing vessels since 1968. The

Fcrroccmenl fishing vessel under trial

Jo1unal of Ferroceml!nl: Vol. 21, No. 4, October 1991

first pair of 185-PS vessels, built in 1970, are still in operation now along the coast of Kwantong Province. Their main engines have been over hauled, while the hulls remain in good condition only with the bulwarks repaired. The experience shows that the life of ferrocement fishing vessels is at least 20 years provided the workmanship of the ferrocement hull is good.

(lnformationfromMr.ZhangXiaoyong . 121 Nanjiang Road, Shanghai 200011. China)

INDIA

An Innovative Earth Construction Technique

The office building of the Passive Solar Architecture Group of the Center of Energy Studies at the Indian Institute of Technology, New Delhi, was built LO demonstrate that it is possible to save a remarkably high amount of energy and building costs by utilizing vault and dome structures of stabilized soil blocks and installing an earth tunnel system for climatization.

The research and development project was financed by the Gennan Agency for Technical Cooperation (GTZ), Eschborn, Gennany, within the GA TE Small Project Fund. The architect was Professor Dr.-Ing. Gemot Minke of the Research Laboratory for Experimental Building (FEB) at the University of Kassel , Germany, and the energy concept was developed by Dr. N.K. Bansal of the Center of Energy Studies, I.I.T., New Delhi.

Journal of Ferroument: Vol. 21, No. 4, October 1991

Office building in New Delhi

The building comprises of Lhree "Nubian" vaults and three domes, providing 115 m2 of office and laboraLOry space for a research group, as well as a cenLral hall as a multi-purpose room for seminars, meetings and exhibitions.

The materials used for the various building components are as follows:

Foundation and plinth Walls and domes

burnt bricks stabilized soil blocks

Vaults hand-made stabilized adobe bricks

Surface treatment

Floors Vertical windows

Skylights

cowdung-mud mortar, hydrophobized cement screed fixed glass acrylic glass with openings for natural ventilation.

About 100 m3 of the earth excavated for the foundations was used for the walls, domes, vaults and surface treatment. However, since it had very poor dry and wel strength, due lO i ts extremely high content of silt and fine sand, it had lO be stabilized by adding 4% cement.

The three vaults, with a clear span of 2.90 m andheighlof 3.60m, werebuill without any form work, according to the several thousand year old Nubian technique: the brick layers arc not horizonlal, but are placed at an angle of about 70° such that the layers lean against a vertical surface and each brick rests on the layer below, passing on the compressive forces in a curved line within

397

Conslruction of lhe domes

the thickness of the structure. On the basis of tests at the FEB, Kassel the tcchnique was refined

- by using tapered bricks to reduce the amount of mortar needed and the construction time, and

- by inslalling a system of guide strings, which are self-correcting by counterweights, for greater accuracy of construction.

The three domes were constructed with compressed stabilized soil blocks, using a catenary shaped template (developed at the FEB), which rotates around a vertical ax is at the center of the domes and enables the blocks lO be placed with great accuracy.

The construction technology is based on the use of local materials. i t is labor intensive and can easily be learnt by unskilled workers. Compared with conventional buildings, a cost reduction of about 25% was achieved, and could even reach 30% with a trained construction team and larger number of buildings.

As it is, earth constructions provide healthy living conditions by balancing extremes of tcmpcrature and humidity, but in addition, the earth

398

tunnel system further improves indoor comfort with a minimum of energy costs, and it is estimated that the energy costs saved will equal the building costs within 9 years.

(BASIN - NEWS, Issue No.2, July 1991)

Environmental Protection

In cement manufacturing process, the pollution problem is mainly related to dust emission. The dust is generated during extraction of limestone through mechanized open-cast mixing methods which result in particulate dust emission in terms of suspended particulate matter, limited emission of noxious gases, soil and land degradation. Additionally, cement manufacturing process and packing also contribute LO the generation of dust.

The Indian cement industry meets this problem through scientific planning of mining operation, improvements of cement manufacturing process and aJso through installation/proper maintenance and operation of modem high-efficiency pollution control equipment, monitoring noise levels and adopting newer methods of size reduction which can be either physico-mcchanicaJ or chemical type.

Towards waste utilization, effects have been directed towards utilizing fly ash and such other material in cement manufacture, and also use rice husk and related burnable material as fuel in cement kiln.

(World Cement, February 1991)

NEW ZEALAND

Cement Industry Market Commentary

Cement sales in New Zealand have been tracking down for the last few years and have now, at 619,691 tons ( 619,619,000 kg), reached

Jownalo/Ferrocemenl: Vo/. 21, No. 4, October/991

na nc 11 - DC10G .u< "" __ ...-1"" __________ __

--~....---=--r------.---i M-+-.J,.--+--4------H-~

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......... .,CICf..,, ... "' .... ., ... -To1al New Zealand monthly cement sales

.. -.. _ I,,_ .. _ ..... ···

...UC 12 tOmC5 OlTA 00C .LK 1111

........ .....__

"' "' ............. ' '\

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, ,.. &L - _,. OCT _,,, llC N ra .. #ii WiY "14 -Total New Zealand aMual cement sales

a 30 year low. Recent monthly sales data (Figs.1 and 2 and Table 1) indicates that this decline is continuing, when compared to the same months in the previous year, and is likely to do so until there is a significant improvement in both business and consumer confidence.

Table 1 Cement Statistics for the Period Ending June 1991

Volumes (x 1000 kg) June 1991 June 1990 % Change

Month 43,929 57,5524 -23.63

Annual 619,691 718,371 -13.74

Journal of Ftrroct1mnl: Vol. 21. No. 4, October 1991

U.K.

Ferrocement for Leisure

At the Mote Park Leisure Center in Maidstone, Kent the special features of ferrocemenL have been exploited to create "ice mountains" on which the fun lovers can slide al exhilarating speeds. Figs.1-3 show the sequence of construction and the completed "ice mountains". The fcrrocemenl ice mounLains was designed by Dr. G. Singh, LFIC resource person. The load bearing ferrocement was overlaid with a thin coat of white and blue GRP to provide a slippery surface. Mr. Bryan Venn, Managing Director of Ferro-Monk Systems, responsible for the construction of the mountain reports that the struc-

Fig. I. Construction of the base for fcrroccme111 ice moun111in

Fig.2. Laying of the wire mesh

399

Fig.3. Completed ferroccment ice mountain.

ture has been well received by owners and the users of the facility and has generated considerable interest in the leisure industry in the U.K.

(lnformationfromDr. G. Singh,Depar1men1 of Civil Engineering, The University of Leeds. U.K.)

Quake-Resistant Housing in Peru Proves Itself in Second Tremor

The only good news resulting from the second earthquake in less than a year in Peru's Alto Mayo region is that all the 'earthquake-resistant houses' erected after the major quake in May, 1990 remained standing, despite widespread devastation and the collapse of most other structures. Some of houses were in various stages of construction when the town of Sori tor was hit for the second time on 4th April, 1990. A larger community and demonstration building also withstood the impact which killed 35 people and affected nearly 10,000 homes.

Following this earthquake, Intermediate Technology was instrumental in bringing together a number of agencies to work towards the long-term reconstruction of San Martin department in the high Selva. In particular, Intermediate Technology's Peru office was recommending

400

a building system based on improvements Lo the Lraditional quincha or laLticc work cons1ruction.

Described as 'improved quincha' the method consists of weaving reeds and small branches into a framework supported bcLwcen spaced horizontal and vertical poles and using only a small amount of earth as an infill. Walls need to be only 100 mm to 150 mm thick. The flexibiliLy of houses made this way allows them to move with the impacL of Lremors caused by an earthquake and then reLum to Lheir original position.

AJthough indegenous Lo Peru, this sysLem was noL previously used in this area. InsLead, tapial or ramned earth cons1ruction wi th solid upto 1 m thickness was favored. There is none of the inherent flexibility needed Lo withstand tremors.

The initial phase of reconstruction at Sori tor, one of the Lowns worst hit in I 990's earthquake, includes new housing for 200 families. Town commiuccs have decided on the allocaLions of priority and resources, giving preference to single mothers and Lhe pooresL farmers.

Since Dccem bcr 1991, the program has been supported by Carit.as of Peru. An interesL- frce revolving fund of USS120,000 has been established for Lhe purchase of materials unobtainable in the region itself. The long-term aims of the program include recommendaLions for reafforestation to provide a local supply of quincha building materials.

(Appropriate Technology, Vol.18. No. I . June 1991)

Effect of PFA on A lkali-Silica Reaction in Concrete

The partial replacemenL of ccmenL by pulverised fuel ash (PFA) is widely accepted as one

Jo11Tnal of Ft"oce~nt: Vol. 21, No. 4, October 1991

of the ways of minimizing the risk of damage from alkali-silica rcacLion (ASR). However, these ashes often have high alkali contents and the effect on ASR is not well understood. As a result, there is controversy about how to 1reat these alkalis in specifications.

To clarify this. Building Research Establishment (BRE) i s co-ordinating a program of research involving universities and industries. BRE is monitoring the effect of PFA on the expansion and cracking of laboratory specimens under accelerated conditions and of much larger blocks stored externally. This work is being carried out under a Research Fellowship funded by the electricity supply industry. Fundamental studies of the effect of PFA on pore solution chemistry and the strucLUre and composition of the cement hydrates are being carried out in collaboration with Aston University and Imperial College, London.

Early indications from the work arc that, at the alkali levels necessary for reaction with UK aggregates, the alkalis in PFA do not conLribute to the reaction; the PFA actually causes a reduction in the alkalinity of the pore solution, thereby reducing the risk of ASR.

For further information, contact: Dr. John Mathews, BRE. Phone: 0923 664 753.

(Research Focus, No.6. July 1991)

U.S.A.

Polymer Concrete: An Engineer 's Overview

The American Concrete lnstirue (ACI) describes polymer concrete best in its Guide for the Use of PolymersinConcrete (548.J R-86). which is part of its Manual of Concrete Practice. It tells of many kinds of materials and how they should be used, stored, and handled. The guide, produced by ACI committee 548, describes several

Journal of Ftrroct~nt: Vol 21. No. 4, Octobu 1991

varieties of polymer producLS such as polymer impregnated concrete, polymer concrete and polymer portland cement concrete. Also, good advice on safety is included.

The use of polymers Lo improve the properties of hardened concrete has been in various stages of development for about 70 years.

Before proceeding further, the general dictionary definition of a polymer may be instructive. A polymer is a naturally occurring or synthetic substance consisting of giant molecules formed from smaller molecules of the same substance and often having a definite arrangement of the components of the giant molecule.

Polymers can be used in many ways; concrete patch toppings to provide high quality surfaces on existing concrete decks among them. Overall bridge deck overlays is another way polymers can be used, and its use in concrete pipe has not yet been toLally ruled out Polymers arc seen lO be used to pave the invert of a large (254 mm diameter) sanitary sewer that was inadvertentJy constructed with a sag in it. There arc certainly many other uses for this relatively expensive but high quality product.

To understand the role lhat polymers can play in high quality concrete structures, other definitions by lhe ACI commiuee report can be useful. Some of them arc:

Polymer fmpregna1ed Concrete (PI C)

PIC is nothing more than ordinary concrete which has been impregnated with a monomer lhat is subsequently polymerized. The monomer is soaked into the concrete that may become partially or fully impregnated. By definition, if at least 85% of the void space in ordinary concrete is impregnated with the polymer, it is assumed to be fully impregnated.

After imprebrnation , the concrete is treated to

401

convert the monomer into a polymer. This is usually accomplished either by thermal caLalytic or promoted ca ta I ytic polymerization. According to lhe ACI report, the resulting blend is a combined network of the original portland cement, sand, and coarse aggregate matrix, with voids, and a continuous network of polymer that fills most of the voids in the concrete.

Almost any concrete can be convened insitu into a polymer impregnated concrete. So, if it becomes necessary for whatever reason lO

improve lhe quality of hardened in-place concrete, it can be done at a cost. Both existing low and high-quality concrete can be improved with the polymerization process.

Polymer Concrcle (PC)

Polymer concrete is different from polymer impregnated concrete. Instead or using porlland cement in the mix, a polymer binder is used as the glue when mixing the concrete and a dense matrix results. Portland cement can be used in the mix as a filler, or the only binder can be the polymer itself. Some of the advantages of polymer concrete over ordinary ponland cemem concrete are:

Rapid curing High strength Good adhesion to other materials Good durability Good resistance to chemicals

All but the first advantage, of course also apply to polymer-impregnated concrete.

Polymer Por1land Ceme11t Concrete (PPPC)

This is a L11ird method of ending up wiLh substantially the same rcsulL The portland cement in ordinary concrete is mixed with a water-soluble or emulsified polymer. Both the cement and the polymer harden after curing and a polymer based matrix permeates the concrete.

40'l

Heat may have to be applied under some condiLions to harden the polymer, but usually the chemical heat created by the hydrating portJand cement is enough to effect the hardening process.

PPCC can be used in the same applications as PC. ACI estimates that bridge overlays covering almost 2 million yd4(1.67 million m2) of deck are constructed annually using PPCC. Other applications are also increasing in uses such as parking garages and decks, mainly for the protectjon of the underlying steel. One of PPCC's advanr.ages is that it adds only nominally to the weight of the structure.

Safety Considerations

Unlike ordinary concrete, the use of polymers in construction requires more than the usual amount of care. Some of the materials can be volatile, combustible, or toxis, primarily in the harding sr.ate. They can be sensitive to light, moisture, and the atmosphere, all of which can affect the quality of the end product. Also, unpleasant odor can be a serious problem.

Extra care must be taken so that premature polymerizalion does not take place. Some components of a polymer system can be extremely volatile and storage must be tended with care. Occassionally iniliators can be very toxic or flammable. Inhaling the vapors and skin contact should therefore be avoided.

When using polymers, the work area should be well-ventilated. It would be wise for anyone in charge of a polymer concrete project to closely monitor personnel in the area. Only those who are directly involved should be permitted around the stuff.

Tn addition to ordinary concrete construction , polymers can also be used in asphalt mix designs. The modification of asphalt mixes using polymers as a reinforcement is increasing in popularity and can be expected to assume a

Journalo/Ftrrocemem: Vol. 21, No. 4, October/991

greater role in the years ahead, especially if petroleum products such as the asphalt itself become more expensive and scarcer.

(Beller Roads, April 1991)

Exploring a New High-Performance Concrete: SIFCON

The addition of discrete fibers to a cementbased matrix leads to numerous improvements in its mechanical properties, the most pertinent of which is a large increase in ductility and energy absorption capacity. It is generally agreed that the largerthe volume fraction offibers, the higher isthefracturcenergyofthecomposite. However, there is a practical Limit beyond which proper mixing of the fibers is not possible with standard mixing procedures, and a deterioration in mechanical properties of the composite may ensue. For commercially available steel fibers on the market today, it is generally recommended not to

exceed 2% by volume of fibers, otherwise fiber segregation, fiber balling, and excessjve air entrainment are likely to occur.

Methods allowing addition of high volume fractions of fibers to concrete arc being developed. Examples include slurry infiltrated fiber concrete (SIFCON) and fiber reinforced densified small particle (DSP) systems. SIFCON is a type of fiber concrete in which the fibers are preplaccd in a mold to its full capacity and the corresponding fibernetwork is then infiltrated by a cement based slurry. Steel fibers are a primary candidate for this type of application; however, high denier polypropylene fibers, loose or in a mat form, were also used in the past. The resulting composite contains a much higher volume fraction of fibers than otherwise possible in ordinary fiber reinforced concrete, in which fibers are premixed with other components. Currently the practical range of fiber volume fractions for SfFCON is 4% to 12%. However, volume fractions of up to 27%, with steel fibers up to 30mm

JoruMI of Fe"ocemen1: Vol. 21, No. 4, October 1991

in length, hove been reported in the technical literature. The fiber content depends on the type of fiber (length, diameter, shape), the care with which the fibers are placed in the molds, their orientation in the molds, and the time and type of vibration the molds are subjected to during fiber placemenL The matrix in SIFCON has no coarse aggregates and a high cementitious conicnt; however, it may contain fine sand and mineral additives such as ny ash and microsi lica. The matrix must be designed to properly penetrate (infiltrate) the fiber network formed in the molds.

SIFCON composites are known for their high fracture toughness and are capable of developing very high strength while maintaining large ductilities at high stresses. One of the ACBM projects at the University of Michigan is addressing mechanical responseofSIFCON composites in tension and compression. The study includes a comprehensive experimental program, constitutive modeling, and prediction of the elastic modulus of the composite.

Fig.1 shows the instrumentation of the compression tests, and Fig.2 shows a SIFCON specimen after compressive testing. Fig.3 provides a comparison between a typical stressstrain response of SIFCON in compression and

Fig. I. lnSLrumentation of the compression lest.

403

Fig.2. A SlFCON specimen after compressive testing.

(I)~ (I)

w -er ., I-V) .,;

.oo OJ

s1rC011 - 111x 2 Hooktd 30 M

vr • 1o.s%

n lVDT LOJum• .D6 .09 .12

STRAIN (In/In) .ts

Fig.3. Comparison of compressive stress-strain response or SIFCON and plain concrete.

that of an ordinary high strength concre te of about 7.3 ksi (50.3 MPa) compressive strength. The strength of SIFCON is substantially higher, however, the most important feature here is its strain capacity compared to that of plain concrete. Strains in compression of up to 10%, while stresses were still c lose to the peak stress, have been observed. In Fig. 4, stress strain response of a SIFCON composite in tension is compared to that of the plain matrix. The comparison is dramatic. Since the area under the stress-strain curve is a measure of toughness or energy absorption, it can be observed that S IFCON can achieve

404

ri

s1rc0tt i"I T•nslOn

Hook•d SO M

~ p,,,..,..,.~ Al>gnod

" Vi .::t • vM :EJ Ill ---Ill v ~ oi

~-· I-Ill

10· J .. . _a J Tlll .t. l ltrf

.000 .oos .010 .OlS .020

STRAIN <1n/1n)

Fig.4. Comparison of tensile s1ress-sttain response of SfFCON and plain matrix.

,025

a toughness of up to three orders o f magnitude that of plain concrete. A lso, its tensile strength can be considered comparable to the compressive strength of ordinary normal-strength concrete. ln Fig. 5, the modulus of elasticity of SIFCON composites is plotted against their compressive strength. It can be observed that, for about the same volume fraction of fibers, the modulus increases with the compressive strength; however, the modulus is also sensitive to the length of the fibers or , equivalently, the bond at the fibermatrix interface. Additional studies have confirmed this observation which is not mentioned in any previous investigation or accounted for in any existing model to predict the elastic modulus o f the composite.

The following propenies have been observed:

1. Compressive strengths of up to 34 ksi (234 MPa) from tests on 100 mm x 200 mm cyl inders.

2. Toughess indicates in compression of more than 60 when comparing to plain concrete with 5 ksi (34.45 MPa) compressive strength.

3. Tensi le strengths of up to 5.5 ksi (37 .9 MPa) from test on 457 mm x 76 mm x 45 mm

JourMI of Furoctment: Vol. 21 , No. 4, Octobu 1991

0

§r-~~~~~~~~~~~~~~~ ..

" 0 - 0 V1 0 .::t 0 V M

.o

0 30M D(f0Rt1CD rlBCRS Yf • 10 to H ' ,.,.don.

e 30nn HOOKCD rlBCRS Y1 • 10 to it ~ i •ndcm C> e SO"" )l(JOKCD rtBtRS vi • 1 ,. 1..,.0,. /. . ::::,..,. .

SIFCON •

~ .... . •

0

II II I

10.0 2 0.0

PE:AK STRESS <kst>

Fig.5. Elastic modulus of SIFCON vs. its compressive strength

pr isms.

4. Toughness index in tension o f more than 1000; i.e., a surface energy of about three orders of magnitude that of the plain matrix.

5. Equivalent modulus o f rupture (flexural strength) of up to 12 ksi (82.7 MPa) using ASTM standard specimens of 100 mm x 100 mm x 356 mm.

6. Toughness index in bending of up to 600.

7. Shear strength of up Lo 5 ksi (34.45 MPa).

8. Average bond strength of deformed reinforcing bars of up to 4 ksi (27.6 MPa).

9. Co mposite elastic modulus o f upto 10,000 ksi (68,902 MPa).

It should be observed that the properties o f S IFCON depend on a large number of fibers and matrix parameLers. These include fiber length, fiber diameter, fiber aspect ratio, fiber shape, fiber volume fraction, type of fibers, fiber orientation , mold edge effects, slurry composit.ion, slurry fineness, slurry penetration, slurry properties, and vibration and placement procedures.

SlFCON is a relatively new high pcrfonn-


ance composite; there is a genuine need to better understand the mechanisms which control its behavior and the parameters which optimize its mechanical properties. Although applications have so far been limited, there seems to be great potential for SIFCON in impact resistant structures, protective revetments, refractory applications, aerospace launching platforms, primary nuclear containments (for radiation shielding), rapid airfield and pavement repairs, and in concrete structures designed for seismic loads.

(Cementing the Future, Vol.3, No.l, Spring 1991)

U.S.A.

Shotcrete Task Groups to Outline Goals

Shotcrete is a process in which mortar, concrete, or other concrete like materials are projected at high velocities onto a surface. It is used in structural and nonstructural construction including concrete repair, refractory and special applications. Advantages of shotcrete are that it eliminates the need for complicated and expensive formwork and can be applied in hard-toreach places. Standards for shotcrete are needed because it has been determined that the process requires its own methods for evaluation and testing, which may differ sustantially from those used in the placement on conventional concrete.

At the meeting held in Atlantic City, New Jersey on December 1990, the Subcommittee C09.03.20 formed task groups on the following areas pertaining to the development standards for shotcrete:

- Practice for evaluation of in-place shotcrete;

- Test methods for in-place shotcrete; - Fiber reinforced shotcrete; - Review of American Concrete Institute

(ACI) documents; and - Review of ASTM standards on shotcrete

405

and concrete

Committee C-9 on Concrete and Concrete Aggregates formed the shotcrete subcommittee in June 1990. The group replaced the task group C 09.03.08 on methods of testing and specifications for admixtures. It also took on juridiction over existing ASTM standards relating to shotcrete, including the following:

C 1102, test method for time of setting of portland cement pastes containing accelerating admixtures for shotcrete by use of Gillman Needle; C 1140, practice for repairing and testing specimens from shotcrete test panels; C 1117, test method for time of setting of shotcrete mixtures by penetration resistance; Cl 141, specification for admixtures of shotcrete; and C 116, specification for fiber reinforced concrete and shotcrete.

(ASTM Standardization News, May 1991)

Kiln Dust Utilization

A new process, "Passamaquoddy Technology Recovery Scrubbers", uses 90% of the S0

2

and a portion of the co2 in the kiln exhaust gas (which themselves are targets of regulation) to recycle 100% of cementkilndust(CKD) into kiln feed, potassium fertilizer, and distilled water. The system can also reclaim landfilled CKD, and makes it possible for cement plants to be paid to accept individual and municipal wastes as su bstitute kiln feed. This combination of additional income and avoided costs means that in many situation the system will operate at a substantial profit.

The first full-scale installation of this zerodischarge system came on line at a cement plant in U.S.A. in 1990. It is considered to be the most significant development in the cement industry in twenty five years.

(International Cement Review, March 1991)


CC(Q)N§llJJLT&NT§ I Iffi,JE §CO) llJ Iffi. CC IE JPJEJE§CQ)N§

IFIC consultants are individuals who are willing to entertain referral letters from IFIC on their field of expertise.

ARGENTINA

Mr. Horacio Berretta lqualdad 3600 Villa Siburu Etafeta 14 5003 Cordoba Argentina

AUSTRALIA

Mr. Denis Backhouse Griffith University Nathan 4111 Queensland Australia

Mr. Jim Dielenberg Middle Park 3206 Victoria Australia

Mr. James Douglas Couston 21 Brighton Ave. Toronto, N.S.W. 2283 Australia

Dr. Russell Quinlin Bridge School of Civil and Mining Engineering University of Syney Sydney, N.S.W. 2006 Australia

Dr. John Lindsay Meek Civil Engineering Department University of Queensland Brisbane, Queensland Australia

Mr. Graeme John Tilly 32 Hayes Terrace Mosman Park, WA 6012 Australia

Mr. Robert John Wheen School of Civil and Mining Engineering University of Sydney Sydney, N.S.W. 2006 Australia

BANGLADESH

Mr. Kazi Ata-ul Haque Housing and Building Research Institute Darns-Salam Mirpur, Dhaka Bangladesh

Dr. Md. Daulat Hussain Faculty of Agricultur.al Engineering Bangladesh Agriculn1ral University Mymensingh Bangladesh

Mr. Muhammad Misbahuddin Khan Housing and Building Research Institute Darus-Salam Mirpur, Dhaka

Bangladesh

Mr. A.K.M. Syeed-ul-Haque

Housing and Building Research Institute Darns-Salam Mirpur, Dhaka Bangladesh

BELGIUM

Mr. Valere V.A. Debeuckelaere B-8550 Zwevegem Belgium

Mr. Paul Tuts Ellestraat 44 B-8550 Zwevegem Belgium

Mr. Jean Paul Sterck 14, Ruitersolreef B-8550 Zwevegem Belgium

BRAZIL

Mr. Walter Caiaffa Hehl Rua Alagoas 515/146 01242 Sao Paulo Brazil

Mr. Alexandre Dulio Vieira Diogenes Rua Monsenhor Bruno 810 Fortaleza-Ceara

Journal of Ferrocem£nt: Vol. 21, No. 4, October 1991

CEP: 60,115 Brazil

Mr. Mounir Khalil EI Debs Escola de Engenharia de Sao Carlos Departamento de Estruturas Universidade Sao Paulo Av. Dr. Carlos Botelho 13,560 Sao Carlos Brazil

Dr. Joao Bento Hanai Escola de Engenharia de Sao Carlos Universidade Sao Paulo Av. Dr. Carlos Botelho 13,560 Sao Carlos Brazil

Dr. Luis Alberto de Melo Carvalho Rua Antonio Augusto 947 Fortaleza-Ceara CEP: 60,000 Brazil

Prof.Dr. Dante A.O. Martinelli Rua Campos Salles 1516 13,560 Sao Carlos Brazil

Mr. Fausto C. Tarran P.O. Box 20901 0100 Sao Paulo Brazil

Prof. Khosrow Ghavami Civil Engineering Department Pontificia Univ. Catocica/Pue-Rio Rua Marques De Sao Vicente 225 22453 Rio De Janeiro Brazil

CANADA

Dr. Colin Deane Johnston Department of Civil Engineering University of Calgary Calgary, Alberta T2N 1N4 Canada

Mr. Angus D. Galbraith Box 518, Lake Cowichan

British Columbia VOR 260 Canada

Mr. Ernest W. Watchor CEFER Designs Ltd.

8991 River Road Richmond B.C. V6X 1Y6 Canada

CHINA

Mr. Li Hui-Xiang Building Design Institute China National New Bldg. Materials Corp. P.O. Box 2815, Beijing China

Mr. Wang Kai-Ming North-Western Institute of Architectural Engineering Xian China

Mr. Xiaoyong Zhang 10 Lane 694 Bansongyuan Rd. Shanghai China

Prof. Guofan Zhao Structural Laboratory Civil Engineering Department Dalian Institute of Technology Dalian 116 024 China

Mr. Zhu Yuankang 5, Jiaotong Road Fuzhou, Fujian Province The People's Republic of China

COLOMBIA

Mr. Cipriano Londono A.A. 52816 Medellin Colombia

CUBA

Mr. Hugo Wainshtok Rivas

407

Cento de Estudio Construccion de Arquitectura Tropical Calle 127 s/n Cuaje Mariano, Ciudad de la Habana Cuba

DENMARK

Mr. Michael Edward Freddie The School of Architecture Institute of Building Science Koagens Nytorv I DK-1050 Copenhagen K. Denmark

Mr. Arne Damgaard Jensen Technological Institute Building Technique Gregersensvej P.O. Box 141 DK-2630 Taastrup Denmark

DOMINICAN REPUBLIC, WEST INDIES

Mr. Antonio Jose Guerra Calle Jose D. Valverde 53 Santo Domingo Dominican Republic, West Indies

ETHIOPIA

Dr. Haila Giorgir Workneh P.O. Box 1296 Addis Ababa Ethiopia

FIIT ISLANDS

Dr. Fabrizio Cortelazzi P.O. Box 4685 Lautoka Fiji Islands

FRANCE

Mr. Alain Armane Dupuis SARL Chantier Naval de St. Jean D'Angle 17620 Saint Agnant France

408

Mr. J. Fyson Grand Rue 53570 Correos (Var) France

Mr. Rene Lepee SARL Chantier Naval de St. Jean D'Angle 17620 Saint Agnant France

Mr. Adam Michel 9 rue la Perous 75 784 Paris Cedex 16 France

FEDERAL REPUBLIC OF GERMANY

Dr. Edwin Bayer c/o Bauberatung Zement Weis baden Friedrich-Bergius-S traBe 7 D-6200 Weisbaden 12 Germany

GREECE

Dr. Tassios Theodossius Chair of Reinforced Concrete National Technical University of Athens 42 Patission St. Athens Greece

GUATEMALA

Mr. Francisco Javier Quinonez 4a. Calle 9-13, Z. 7 Guatemala C.A.

HONG KONG

Mr. Peter E. Ellen Peter Ellen and Associates Ltd. 20/F, 167-169 Hennessy Road Hong Kong

INDIA

Mr. E. Abdul Karim Structural Engineering Research Centre

Jow·na/ of Ferrocement: Vol. 21, No. 4, October 1991

CSIR Campus TITI, Tharamani P.O. Madras 600 113 India

Mr. Madhu Sudan Acharya Agricultural Engineering Directorate of Extension Education University of Udaipur Udaipur (Raj) India

Dr .. H. Achyutha Structural Engineering Laboratory Department of Civil Engineering Indian Institute ofTech:nology Madras 600 036 India

Dr. N. Balasubramanian Everest Building Products Ltd. 21B Peenya Phase II Bangalore 560 058 India

Dr. B.S. Basavarajaiah Department of Civil Engineering Kamataka Regional Engineering College Surathkal P.O. Srinivesnagar 574 157 India

Mr. Shiv Shanker Bhargara Institute of Engineering and Rural Technology Allahabad, U.P. India

Mr. Bhartendu Bhushan F-178 Naroji Nagar New Delhi 110 029 India

Dr. Prakash Desayi Department of Civil Engineering Indian Institute of Science Bangalore 560 012 India

Mr. D.S. Ramachandra Murthy Structural Engineering Research

Centre CSIR Campus TITI, Tharamani P.O. Madras 600 113 India

Dr. N. Ganesan Civil Engineering Department Regional Engineering College Calicut 673601 India

Mr. V.G. Gokhale Bombay Chemicals Pvt. Ltd. CASTONE - Precast Concrete Division 129 Mahatma Gandhi Road Bombay 400 023 India

Mr. S. Gopalakrishnan Structural Engineering Research Centre CSIR Campus TITI, Tharamani P.O. Madras 600 113 India

Mr. Man Bahadur Gurung c/o Chief Engineer Power Department Gangtok, Sikkim India

Mr. D. Hariharan COSTED IIT-Madras Madras 600 036 India

Mr. Alex Jacob 136 Kalashetra Colony Besant Nagar Madras 600 090 India

Mr. Ashok Kumar Jain M/S Ashok and Associates 314/69 Mirza Mandi, Chowk Lucknow 226 003 India

Journalo/Ferrocemenl: Vol.21, No.4, Oc1oberl991

Mr. S.C. Jain Institute of Engineering and Rural Technology Allahabad India

Mr. Nagesh Govind Joshi N5 Adinath An top Hill, W adala Bombay 400 037 India

Dr. U.C. Kalita Applied Civil Engineering Division Regional Research Laboratory Council of Scientific and Industrial Research Jorhat 785 006 (Asam) India

Dr. Surendra Kumar Kaushik Civil Engineering Department University of Roorkee Roorkee 247 667 India

Mr. Ramesh Ranchhodlal Kotdawala L.D. College of Engineering Alunedabad 380 015 India

Dr. A.G. Madhava Rao Structural Engineering Resarch Centre CSIR Campus ITfl, Tharamani P.O. Madras 600 113 India

Dr. S.C. Natesan Department of Civil Engineering P.S.G. College of Technology Coimbatore 4641004 India

Mr. N.P. Rajamane Structural Engineering Research Centre CSIR Campus ITfl. Tharamani P.O. Madras 600 113 India

Dr. S. Rajasekaran Department of Civil Engineering P.S.G. College of Technology Coimbatore-4 Tamil Nadu 641 004 India

Mr. N.V. Raman

Structural Engineering Research Centre CSIR Campus ITfl, Tharamani P.O. Madras 600 113 India

Mr. Kanechamkandy Ravindran Fishing Technology Division Central Institute of Fisheries Technology Cochin 682 029 India

Mr. K.K. Singh Civil Engineering Department University of Roorkee Roorkee 247 667 India

Mr. A. Subramanian Iyer 68, Fourth Avenue Ashok Nagar Madras 600 113 India

Dr. B.V. Subrahmanyam Dr BYS Consultants 76, 3rd Cross Street Raghava Reddi Colony Madras 600 095 India

Mr. G.V. Surya Kumar Structural Engineering Research Centre CSIR Campus ITfl, Tharamani P.O. Madras 600 113 India

Mr. H.K. Nanjunda Swamy 287, Kanapura Road

7th Block, Jayanagar Bangalore 560 082 India

Mr. S.P. Upasani R-11, N.D.S.E. Part-II New Delhi 1 IO 049 India

409

Mr. H.V. Venkata Krishna Kamataka Regional Engineering College Surathkal (D.K.) Srinivasnagar Kamataka 574 157 India

Mr. Jayant Ambalal Desai 1703, Charai R.C. Marg Chembur Naka Bombay 400 071 India

Mr. M. Neelamegam Structural Engineering Research Centre

CSIR Campus

ITfI, Tharamani P.O.

Madras 600 113

India

Prof. Trikha, D.N. Trikha Professor and Head Civil Engineering Depatrment University of Roorkee Roorkee (UP) 247667 India

Dr. M. Sekar Structural Engineering Division College of Engineering Anna University Madras 600 025 India

INDONESIA

Mr. Agusto, W.M.

Appropriate Technology Deve-

410

lopment Division, Research and

Development Center, Indonesian Institute of Sciences, J.L.K.S Tuban-3, P.O.BoxlS,Subang (West Java), Indonesia.

Mr. Imam Djunaedi.

Appropriate Technology Deve

lopment Division, Research and Development Center for Applied Physics, Indonesian Institute of Sciences, J.L.K.S Tuban-3, P.O. Box 15, Subang (West Java), Indonesia.

Mr. Anshori Djausal Civil Engineering Department Universitas Lampung Lampung Indonesia

Dr. Nilyardi Kahar Lembaga Fisika Nasional-UPI JI. Cisitu-Kompleks UPI Bandung Indonesia

Mr. Ron Van Kerkvoorden Rural Water Supply Project West Java Indonesia Jalan Selabintana Nr 98 Sukabumi, Java Baral Indonesia

Mr. Aji Hari Siswoyo PT. WASECOTIRTA Consultants for Water Supply, Sanitation and the Environment JI. Aditiawarman 28 P.O. Box 116/KBT Kebayoran Baru, Jakarta Indonesia

Mr. David James Wells P.O. Box 410 Jayapura, Irian Jaya Indonesia

Mr. Winarto P.O. Box 19 Bulaksumur Yogyakarta


Indonesia

ISRAEL

Dr. Fiodor (Efraim) Bljuger National Building Research Institute 073 Technion City Haifa32000 Israel

Dr. Zvi Reichverger Geula Str. 28/2 Kfar-Sava Israel

Dr. Elisha Z. Tatsa Faculty of Civil Enginering Technion Israel Institute of Technology Technion City, Haifa 32000 Israel

Mr. Simcha Yorn-To\' Kibutz Dalia 18920 Israel

ITALY

Mr. Vittorio Barberio Via Ombrone 12 00198 Roma Italy

Mr. John Forbes Fyson Fishery Industries Officer Division FAO, Via delle Terme: di Caracalla Rome Italy

Prof.Dr. Franco Levi Depanamento Ingegneria Strutturale Politecnico Corso Duca degli Abrnzzi 24 10129Torino Italy

Dr. Enrico Ronwni ISMES S.P.A. - Viale Giulio Cesare 29, 24100 Bergamo

ltay

JAPAN

Mr. Hajime Inoue Ship Structure Division Ship Research Institute Ministry of Transport 6-38-1 Shinkawa Mitaka-Shi, Tokyo 181 Japan

Dr. Makoto Kawakami Akita University 1-1, Tegata Gakuen-Cho Akita-Shi 010 Japan

Mr. Yuki Kobayashi Ship Structure Division Ship Research Institute Ministry of Transport 6-38-1 Shinkawa Mitaka-Shi, Tokyo 181 Japan

Mr. Yoshitaka Mimori Sayama-City-Heits No. 307 Irumagawa 3-10-Z Sayama City, Santima Japan

Dr. Jiro Murata 104-7, Ozone Minato-Ku Yokohama-Shi Japan

Prof.Dr. Yoshihiko Ohama Department of Architecture College of Engineering Nihon University Koriyama Fukushima-Ken, 963 Japan

Mr. Atsushi Shirai Department of Housing and Planning Faculty of Home Economics Tokyo Kasei Gakuin University 2600 Aihara-Machi Machida, 194-02 Japan

Journal of Ferrocemenl: Vol. 21, No. 4, October 1991

Dr. Hiroshi Tokuda Department of Civil Engineering Akita University 1-1, Tegatagakuen-cho Akita-shi 010 Japan

KENYA

Dr. R.B.L. Smith Department of Civil Engineering University of Nairobi P.O. Box 30197 Nairobi Kenya

KOREA

Dr. Hun Chol Kim P.O. Box 1 Daeduk Science Town Chung Nam, Korea.

MALAYSIA

Mr. Abang Ali Abang Abdullah Department of Civil and Environmental Engineering Faculty of Engineering Universiti Pertanian Malaysia 43400 UPM, Serdang Selangor Malaysia

Mr. Juhari bin Husin Faculty of Fisheries and Marine Science University of Agriculture Malaysia, Mengabang Talipot K. Trengganu, Trengganu Malaysia

Mr. Syed Mansur bin Syed J unid Department of Civil and Environmental Engineering Faculty of Engineering Universiti Pertanian Malaysia 43400 UPM, Serdang Selangor Malaysia

Dr. John Chow Ang Tang Structural Concrete Sdn. Bhd.

No. 44 Jalan Radin Anum 2 Seri Petaling, 57000 Kuala Lumpur Malaysia

Dr. Zakaria, Mohd. Amin Pusat Penga Jian Sains Kimia University Sains Malaysia 11800 Pulau Pinang Malaysia

Mr. Mahyuddin Ramli School of Housing & Building Planning University Sains Malaysia 11800 Penang Malaysia

MEXICO

Mr. Alfonso Cardoso Medina Apartado Postal 2325-B Durango DGO. C.P. 34000 Mexico

NEPAL

Mr. Piyadasa Kulatunga c/o UNDP Office P.O. Box 107 Kathmandu Nepal

Mr. Krishna Raj Pandey Chakratirth Gaon Panchayat Alkatar-6, Lamjung District Nepal

Mr. Raj Dass Shrestha Kathmandu Cement Paints Koteshwor P.O. Box 4905 Kathmandu Nepal

Mr. Rajendra Shakya UNICEF WSE Section, Pulchowk P.O. Box 1187 Kathmandu Nepal

THE NETHERLANDS

Mr. Chris J.A. Hakkaart Simonsstraat 88, 2628 TJ Delft The Netherlands

Mr. H. Hofman Stadhouderslaan 83 3116 HL Schiedam The Netherlands

Mr. Marinus Leewis P.O. Box 3031 5203 De's Hertogenbosch The Netherlands

Mr. K. B. Lub

411

University of Technology Edinhoven , Faculty of Architecture, Group Structure Postvak 7, Postbo 513-5600 MB Edinhoven, Netherland.

Mr. Cees Pieck Public Health and Environmental Engineering Department DHV Consulting Engineers Breukelen, Orttswarande 22 3621 XP The Netherlands

Ir. Caspar L.P.M. Pompe Bottelroos 8 2651 XH Berke! en Rodenrijs The Netherlands

Dr. Piet Stroeven H. Casimirstraat 154 Vlaardingen The Netherlands

Mr. Jette Waltevs FCS, P.B. 3090 9701 DB Groningren The Netherlands

NEW ZEALAND

Mr. Douglas Alexander Alexander and Associates

412

P.O. Box 74-167 Market Road Auckland5 New Zealand

Mr. Brian William Donovan 30/109 Mt. Smart Road Onehunga Auckland 6 New Zealand

Mr. Everard Ralph Sayer P.O. Box 3082 Onerahi, Whangcrei New Zealand

NIGERIA

Mr. Olusequn Adedeji Scgun Adedcji Associates P.O. Box 1986 Shomolu, Lagos Nigeria

PAKISTAN

Mr. Mahmood A. Futehally

Merin Limited, Data Chambers M.A. Jinnah Road P.O. Box 4145, Karachi-2 Pakistan

Mr. Sahibzada Farooq Ahmad Rafeeqi Civil Engineering Department NED University of Engineering and Technology Karachi 75270 Pakistan

Humayun Iqbal A-104 Azizabad F. B. Arca Karachi-38 Pakistan

PAPUA NEW GUINEA

Mr. Steve Layton VIRTU


Box 378, ARA WA North Solomons Papua New Guinea

Mr. Charles Nakau Appropriate Technology Development Institute P.O Box 798 Lae, Morobe Province Papua New Guinea

Mr. Robert Hawkins Local Government Engineering Section Dept. of Works and Supply P.O. Box 636 Lae Papua New Guinea

PHILIPPINES

Mr. Vicente S. Traviha Aquaculture Department Southeast Asian Fisheries Development Center Tigbauan, Iloilo 5928 Philippines

Mr. Rodolfo Torrefranca Tolosa Tolosa Builders Inc. Las Palmas Subdivision Jaro, lloilo City Philippines

Ms. Clyde A. Ubalubao Capiz Development Foundation Inc. P.O. Box 72, Roxas City, Capiz Philippines

Ms. Jacobena M. Arones Capiz Development Foundation Inc. P.O. Box 72, Roxas City, Capiz Philippines

Mr. Solomon D. Dacles Capiz Development Foundation Inc. P.O. Box 72, Roxas City, Capiz Philippines

Mr. Edgar D. Alovera Pob. Ilaya, Maayon Capiz Philippines

Mr. Rolando L. Pelagio Presidential Management Staff 11th Floor, PMS Building Malacanang Annex Arlegut Street, Metro Manila Philippines

Mr. Carlos C. Lopez Capiz Development Foundation Inc. P.O. Box 72, Roxas City, Capiz Philippines

Mr. Nolindo A. Cantos Tulungan Sa Tubigan Foundation Inc. (fSTF) 2nd Floor, Dona Maria Building 1238, Edsa, Quezon City Philippines

Mr. Cornelio L. Villareal, Jr. 529 Rochester Street Green Hills East Mandaluyong Philippines

Mr. Edgar I. Viterbo Tulungan Sa Tubigan Foundation Inc. (fSTF) 2nd Floor, Dona Maria Building 1238, Edsa, Quezon City Philippines

POLAND

Dr. Lech Czarnecki Institute of Technology and Organization of Building Production Civil Engineering Department Warsaw Technical University Al. Armii Ludowej 16 00-637 Warszaw, Poland

Dr. Jan Grabowski Fcrrocemcnl Research Laboratory Technical University of Warsaw ul. Stupecka 7m 35 02-309 Warszawa Poland

Dr. Andrzej Mackiewicz Bonifraterska lOB/54 00 213 Warszawa Poland


Dr. Jan Mlchajlowski Prominskeigo 29/43 93-281 Lodz Poland

Dr. Michal Sandowicz Ferrocement Research Laboratory Technical University of Warsaw ul. Warskiego 25 02-645 Warsawa Poland

Dr. Grzegorz Strzelecki Olimpijska 3m 48 94-043 Lodz Poland

Mr. Jan Scibior Olimpijska 3m 48 94-043 Lodz Poland

Dr. Bernard Ryszard Walkus Technical University of Czestochowa Malachowskiego 80 90-159 Lodz Poland

ROMANIA

Prof. dr. ing. Traian Onet str. Constantin Daicoviciu nr.15 3400 Cluj-Napoca Romania

SAUDI ARABIA

Dr. Islam Ahmed Basunbul Civil Engineering Department King Fahd University of Petroleum and Minerals Box 617, Dhahran 31261 Saudi Arabia

Dr. Ghazi J. Al-Sulaimani Civil Engineering Department King Fahd University of Petroleum and Minerals Box 617, Dhahran 31261 Saudi Arabia

SINGAPORE

Dr. P. Paramasivam Department of Civil Engineering

National University of Singapore Kent Ridge 0511 Singapore

SOUTH AFRICA

Mr. Ian Pearson Division of Water Technology CSIR, P.O. Box 395 Pretoria 0001 South Africa

Mr. J.L. Rivett Carnal Appropriate Technology Information P.O. Box 11070 Dorpspruit, Pietermaritzburg 3206 Natal South Africa

Mr. S. W. Norton P. 0. Box 168 Halfway House 1685 South Africa

SRI LANKA

Mr. M.F. Marikkar 25 Havelock Road Colombo-5 Sri Lanka

SWEDEN

Ms. Kerstin Kohler John Ericssonsgatan 4 112 22 Stockholm Sweden

SWITZERLAND

Mr. Mueller Heinrich C/0 Baswap G.P.O. Box 2841 Road No. 15, House No. 19 New Dhanmondi R. A. Switzerland

Mr. Hans D. Sulzer Mineraltech - H.D. Sulzer 485 Hohlstrasse

8048 Zurich Switzerland

SYRIA

Mr. Issa Lababidi Faculty of Civil Engineering University of Aleppo Syria

TANZANIA

Mr. Michael Henry Leach Mbega Melvin Consulting Engineering P.O. Box425 Arusha Tanzania

Dr. A.A. Makange

413

Tanzania Portland Cement Co., Ltd. P.O. Box 1950 Dar-Es-Salaam Tanzania

THAILAND

Mr. Sorapoj Kanjanawongse Amphur M uang PVA Nakom Sri Ayuthaya Thailand

Prof. Worsak Kanok-Nukulchai Division of Structural Engineering and Construction Asian Institute of Technology G.P.O. Box 2754, Bangkok 10501 Thailand

Dr. Pichai Nimityongskul Division of Structural Engineering and Construction Asian Institute of Technology G.P.O. Box 2754, Bangkok 10501 Thailand

Mr. Jens Overgaard United Nations ESCAP Bangkok 10200 Thailand

414

Dr. Ricardo P. Pama Vice-President for Development Asian Institute of Technology G.P.O. Box 2754, Bangkok 10501 Thailand

Mrs. Lilia Robles-Austriaco International Ferrocement Information Center Asian Institute of Technology G.P.O. Box 2754, Bangkok 10501 Thailand

Mr. Suddhisakdi Samrejprasong Building Materials Laboratory Thailand Institute of Scientific and Technological Research 196 Phahonyothin Road, Bangkok Thailand

Mr. Narong Sukapaddhanadhi Metallurgical and Ceramic Engineering Laboratory Thailand Institute of Scientific and Technological Research 196 Phahonyothin Road Bangkhen, Bangkok Thailand

Mr. Michael Verrier c/o Mrs. Chantana Israngkul 590 Moo 2, Sukhumvit 107 Soi Herring, Samul Prakarn 10270 Thailand

Mr. Sampao Pataragetvit TISTR 196 Phaholyothin Road Bangkhen Bangkok 9 Thailand

TONGA

Mr. Lloyd Howard Belz P.O. Box 908, Nukualofa Tonga

TRINIDAD AND TOBAGO

Mr. Richard Patrick Clarcke 46 Belle Eau Road Belmont Port-of-Spain Trinidad, West Indies


UGANDA

Mr. Bijaya Gopal Rajbhandari P.O. Box 7047 UNICEF, Kampala Uganda

U.K.

Dr. A.A. Alwash 17 Bakehouse Lane Barnsley, South Yorkshire U.K.

Dr. E.W. Bennett The University of Leed~; Department of Civil Engineering Leeds LS2 9IT U.K.

Mr. AJ.K. Bisbrown Storage Department Tropical Development imd Research London Road, Slough Berks U.K.

Mr. Colin Brookes Hartley and Brookes Boat Design Ltd. Heybridge Basin Maldon, Essex U.K.

Mr. Peter Finch 437a Pode Rd. Branksome Poole, Dorset U.K.

Mr. Patrick J. Jennings NCL Stewart Scott Ltd. 192-198 Vauxhall Bridge Road London SWl V lDX U.K.

Mr. Brian Malcolm Jones BarFab Reinforcements Alma Street Smethwick, Warley West Midlands 86 6ZRR U.K.

Mr. Robert Gowan MacAlister MacAlister Elliott and Partners Ltd. 56 High Street Lymington, Hants S041 9AH U.K.

Mr. Paul Nedwell Department of Civil and Structural Engineering UMIST, P.O. Box 88 Manchester M60 lQD U.K.

Mr. John Michael Pemberton Restrock Ltd. 36 Alder Hill Grove Leeds LS7 2PT U.K.

Mr. Derek Vincent Russel Astmore House 194 Abbey Hey Lane Abbey Hey, Manchester M188TW U.K.

Mr. Theo Schilderman Intermediate Technology Development Group Ltd. Myson House, Railway Terrace Rugby CV21 3HT U.K.

Dr. Ramnath Narayan Swamy Department of Civil and Structural Engineering University of Sheffield,Mappin St.,Sheffield Sl 3JD U.K.

Mr. Jeremy Martin Morrison Turner Lamas Manor Norwich NRlO 5JQ U.K.

Prof. Charles Bryan Wilby Schools of Civil and Structural Engineering University of Bradford Bradford, Yorkshire BD7 lDP U.K.


Mr. Thomas Macdonald Hagenbach The Manor House Port of Wroxham Norwich U.K.

U.S.A.

Dr. Perumalsamy N. Balaguru Department of Civil Engineering Rutgers The State University of New Jersy Box 909 Piscataway, NJ 08854 U.S.A.

Mr. Rus.sell J. Bartell 615 SW St. Lusie St. Stuart, FL 33497 U.S.A.

Dr. Gary Lee Bowen P.O. Box 2311 Sitka, AK 99835 U.S.A.

Mr. John R. Gusler 6893 S Sectionline Road Delaware, OH 43015 U.S.A.

Dr. George C. Hoff Mobil Research and Development Corp. P.O. Box 819047 Dallas, Texas 75381 U.S.A.

Mr. Martin E. Iorns Ferrocement Laminates 1512 Lakewood Drive W. Sacramento, CA 95691 U.S.A.

Prof. Antoine E. Naaman Department of Civil Engineering The University of Michigan 304 2340 G.G. Brown Ann Arbor, MI 48109 U.S.A.

Dr. S.P. Prawel Jr. Department of Civil Engineering State University of New York at Buffalo 231 Ketter Hall Buffalo, NY 14260 U.S.A.

Mr. Steven Iddings 5825 Horsehoe Bend Road Ludlow Falls, OH 45330, U.S.A

Mr. Guruvayur Subramaniam Ramaswamy Department of Civil Engineering University of Arizona Tucson, AZ 85721 U.S.A.

Dr. Andrei Reinhorn Department of Civil Engineering State University of New York at Buffalo 231 Keller Hall Buffalo, NY 14260 U.S.A.

Mr. Eldred Hiter Robinson III 6055 Flamingo Dr. s14, Roanoke Virginia U.S.A.

Dr. James Romualdi Department of Civil Engineering Carnegie-Mellon University U.S.A.

Dr. Gajanan M. Sabnis 13721 Town Line Rd. Silver Spring, MD 20906 U.S.A.

Mr. Stevie Smith 5100 Channel Ave. Richmond, CA 94804 U.S.A.

Prof.Dr. Michael A. Taylor Civil Engineering Department University of California at Davis

Davis, CA 95616 U.S.A.

Mr. Louis L., Jr. Watson 1708 Ferndale Circle West Sacramento CA 95691 U.S.A.

415

Prof. Robert Brady Williamson Department of Civil Engineering University of California 773 Davis Hall Berkeley, CA 94720 U.S.A.

Dr. Ronald F. Zollo Department of Civil Engineering University of Miami Coral Gables, FL 33124 U.S.A.

Mr. Donald L. Lloyd IMP AC International 780 South Giffard Ave. San Bernardo, CA 92408 U.S.A.

VANUATU, SOUTH PACIFIC

Mr. Gerald James Neuburger P.O. Box 240 Santo Vanuatu, Southwest Pacific

VIETNAM

Mr.Vu dinh Guyen Guyen 200 A Ly'tu Trong Street District 1-Hochiminh City South Vietnam Vietnam

ZAMBIA

Mr. Kristoffer Haugun P. 0. Box 30563 Lusaka Zambia


~------

(((ll!!~~', J!PIJJ))} I I '

/ ,' \

'

JF JE IR~JECQ) CO JEJMIJE WT ITNJFCQ) ~™I~~ TIT CQ) N WJET'\Rf([))~~

The Ferrocement Information Networks was established to facilitate and to accelerate the flow of information among users in developing countries. Each node se.rves as repository of documents on ferrocement and as redistribution point within the country. Each node offers user orientation in ferrocement, i.e. introduces advantages of ferrocement, familiarizes users with its applications, etc.; conducts training courses at the local level in ferrocement use; and adapt IFIC information materials to local needs.

BANGLADESH

Bangladesh University of Engineering and Technology Civil Engineering Deparunent Dhaka 1000 Bangladesh Coordinator: Dr. A.M. Taufiqul Anwar

CHINA

Dalian University of Technology Structural Laboratory Dalian, 116024 China Coordinator: Professor Zhao Guo/an

CUBA

Regional Center for Development of Ferrocement in Latin America and Carribean (CREDEF) rn collboration wilh Technical Information Center Emprcsa de Proyectos de Obras para cl Transpone

P.O. Box60,LaHabana 110100 Cuba Coordinators: Prof. Hugo Wainshtok Rivas Mr. Fidel Delgado

INDIA

University of Roorkee Dcparunent of Civil Engineering Roorkee 24 7667 India Coordinators: Dr. DN. Trikha Dr. S.K. Kaushik

INDONESIA

lnstitut Teknologi Bandung Civil Engineering DEparuncnt Jalan Gancsha Bandung 40132 Indonesia Coordinating Committee: Dr. W. Merati Mr. Ansori Djausal Mr. Umar Handajo Ms. Anna R. Gani Dr. Puti Tamin

MALAYSIA

Universiti PertanianMalaysia

Faculty of Engineering 43400 UPM, Serdang Selangor Malaysia Coordinator:

Prof. A. A. Abang Abdullah

MEXICO

Instituto Mexicano de! Cemcnto y de! Concrete A.C. (IMCYC) Insurgentes Sur 1846 01030 Mexico, D.F. Mexico Coordinator: Ing. Julio Ernesto Lira

PAKISTAN

NED University of Engineering and Technology University Road Karachi - 75270 Pakistan Coordinator: Dr. Sahibzada Farooq Ahmed

PHILIPPINES

Philippine Council for Industry & Energy Research & Development Deparunent of Science and Technology Rm 306, 3rd Fir.


DOST Bldg. Science Community Complex Gen. Santos A venue Bicutan, Taguig, MM Philippines Coordinator: Dr. Estrella F. Alabastro

SAUDI ARABIA

King Abdul Aziz University Deparunent of Civil Engineering Jeddah 21413 Saudi Arabia Coordinator: Dr. S.l. Al-Noury

TRINIDAD, WEST INDIES

University of the West

Indies Deparunent of Civil Engineering St. Augustine, Trinidad (W.I.) Coordinator: Dr. A.K. Sharma

UNITED KINGDOM

University of Manchester Institute of Science and Technology (UMIST) Deparunent of Civil and Structural Engineering P.O. Box 88, Manchester U.K. M60 lQD Coordinators:

Mr. Ian Vickridge Mr. Paul Nedwell

417

VIETNAM

Institute of Communication and Transport Institute of Structural Engineering and Construction Cau giay, Hanoi Vietnam Coordinator:

Mr. Do Toan

VIRGIN ISLANDS

University of the Virgin Islands Water Resources Research Center St. Thomas, U.S. V.1.00802 Coordinator: Dr. J.H. Khrishna

418 Journal of Ferrocemi!nl: Vol. 21, No. 4, October 1991

IIJFIICC IBJEJFJEIBJENCCJE CC JE NTJE Iffi, §

Ferrocement basic reference collection is available in the following IFIC Reference Centers. Each Center has a resource person who will entertain queries on ferrocement.

ARGENTINA

Universidad Nacional del Sur Civil Engineering Department (Concrete Arca) A vda. Al em 1253 (8000) Bahia Blanca Argentina Resource Person: Prof. Ing. Rodolfo Ernesto

Serralunga

AUSTRALIA

Australia Ferrocement Marine Association 10 Stanley Gve. Canterbury, 3126 Victoria Australia Resource Person: Mr. Kevin Duff

BANGLADESH

Bangladesh Institute of Technology (B.I.T.) Civil Engineering Department Khulna Bangladesh Resource Person: Mr. A.K.M. Akhtaruzzaman

Bangladesh University of Engineering and Technology (B.U.E.T)

Civil Engineering Department Dhaka 1000 Bangladesh Resource Person: Dr. A.M.M.T. Anwar

BRAZIL

Associacao Brasileira de Cimento Portland Av. Torres de Oliveira, 76 05347 Sao Paulo/Sp Brazil Resource Person: Mr. Adriano Wagner Ballarin

Bionatura Community Rua Rui Barbosa 11 69980 Cruzeiro Do Sul (Acre:), Brazil Resource Person: Mr. Jorge Almeida

Pontificia Universidade Catolica do Rio de Janeirio Civil Engineering Library Rua Marcpues de Sao Vicente 225 Gavea 22.453, Rio de Janeiro Brazil Resource Person: Prof. K. Ghavami

Universidade Catolica de Pelotas Laboratory of Material Resistance/

Construction Materials Rua Felix de Cunha, 412 Caixa Postal 402, Pelotas RS, Brazil

CHILE

Pontificia Universidade Catolica de Chile Laboratorio de Rcsistencia de Materiales

JourNJ/ ofFerrocemenl: Vol. 21, No. 4, Oclober 199/

Departamento de Ingenieria de Construccion Escuela de Ingenieria Vicuna Mackenna 4860 Casilla 6177, Santiago Chile Resource Person: Dr. Carlos Videla Cifuentes

Universidad Tecnica Federico Santa Maria Material Technology Casilla 110-V, Valparaiso Chile Resource Person: Professor Pablo Jorquera

CHINA

Dalian Institute of Technology Structural Laboratory Dalian, 116024 China Resource Person: Professor Zhao Guo/an

Research Institute of Building Materials and Concrete

Guanzhuang, Chaoyang District Beijing China Resource Person: Mr. Lu Huitang

Suzhou Concrete and Cement Products Research Institute

Information Research Department State Administration of Building Materials

Industry Suzhou, Jiangsu Province China Resource Person: Mr. Xu Ruyuan

COLOMBIA

Universidad del Cauca Head Of the Structural Department Civil Engineering School Popayan, Colombia Resource Person: Prof. Rodrigo Cajiao V.

CONGO

Centre de Researches Veterinaires et Zootechniques

419

Service dela Documentation et des Publications B. P. 235 Brazzaville, Congo Resource Person: Tatys Costodes Raymond

CUBA

Technical Information Center Empresa de Proyectos de Obras para el

Transporte E.P.O.T No. 3, Offcios, 172 P.O. Box 60, 10100 La Habana Cuba Resource Person: Mr. Fidel Delgado

ECUADOR

Pontificia Universidad Catolica del Ecuador Facultad de Ingenieria Apartado 2184 12 de Octubre y Carrion, Quito Ecuador Resource Person: Sr. Valentino Carlderon V.

EL SALVADOR

Universidad de El Salvador Civil Engineering School Facultad de Ingenieria y Arquitcctura final 25 Av. Norte Ciudad Universitaria San Salvador El Salvador Resource Person: Ing. Roberto 0. Salazar M.

ETHIOPIA

University of Addis Ababa Faculty of Technology Department of Civl Engineering

420

P.O. Box 385 Addis Ababa Ethiopia Resourse Person: Dr. Zawde Berhane

GHANA

University of Science and Technology School of Engineering Kumasi Ghana Resource Person: Prof M. Ben-George

GUATEMALA

Centro de Estudios Mesaomericano sobre Technologia Apropriada (CEMAT) Cemat's Documentation Center P. 0. Box 1160 Guatemala 01901, Guatemala Resource Person: Mr. Edgardo Caceres

Centro de lnvestigaciones de lngenieria Edificio T-5 Faculdad de Ingenieria, USAC Ciudad Universitaria, Zona 12 Guatemala Resource Person: Ing. Javier Quinonez

Universidad de San Carlos de Guatemala Central Library Architecture Facultad De Arquitcctura USAC Ciudad Universitaria, Zona 12 Guatemala City Guatemala Resource Person: Lie. Raquel P. de Recinos

HUNGARY

Central Library of the Technical University of Budapest

H-111 Budapest Budafolci Ut. 4 Hungary Resource Person: Dr. Eng. Imre Lebovils


INDIA

Auroville Building Centre Auroshilpham Auroville 605 104 Tamil Nadu India Resource Person: Mr. Gilles Guigan

BAIF Information Resource Center Pradeep Chambers Bhandarkar Institute Road Pune 411 006

Calicut Regional Egnineering College P.O. Calicut Regional Engineering College Calicut 673601, Kevala India Resource Person: Dr. K. Subramania Iyer

Malaviya Regional Engineering College Jaipur 302017, Rajasthan India Resource Person: Dr. M. Raisinghani

University of Roorkee Department of Civil Engineering Roorkee 247667 India Resource Person: Dr. S.K. Kaushik

Indian Institute of Technology, Madras Department Library of Building Technology Division Building Science Block Madras036 India. Resource Person: Dr. T.P. Ganesan.

A vas Vikas Sansthan 4-T-21, Jawhar Nagar Jaipur-302 004 India Resource Person: Mr. Sh.SD. Thanvi


INDONESIA

Hasanuddin University Heavy Laboratory Building Facuhy of Engineering JI. Mesjid Raya 55, Ujung Padang Indonesia Resource Persons: Ir. J.B. Manga

Ir. M. Amin I layat

Institut Teknologi Bandung Center for Research on Technology Institute for Research P.O. Box 276 Bandung, Indonesia Resource Person: Dr. Widiadnyana Merati

Ir. Demar I landojo

Petra Christian University Jalan Siwalankerto 121-131 Tromolpos 5304, Surabaya Indonesia Resource Person: Mr. Hurijanto Koentjoro

University Lampung Civil Engineering DeparLment Kampur Gedung Menang Bandar Lampung Indonesia Resource Person: Mr. Ansari Djausal

LAOS

National Centre of Documentation and Scientific and Technical Information P.O. Box 2279 Vientiane Laos, P.D.R. Resource Person: Ms. Sisavanh Boupa

MALAYSIA

Universiti Pertanian Malaysia Department of Civil Engineering and

Environmental Engineering Facuhy of Engineering Serdang, Selangor Malaysia

421

Resource Person: Mr. Megat Mohd. Noor Megat Johri

Universiti Pertanian Malaysia Pusat Pengajian Sains Gunaan Kampus Bintulu Peli Surat 396 97008 Bintulu, Sarawak Malaysia Resource Person: Mr. Ismail Adnan B. A. Malek

Universiti Sains Malaysia School of Housing, Building and Planning 11800 USM, Minden, Penang Malaysia Resource Person : Ir. Mahyuddin Ramli

Universiti Teknologi Malaysia Faculty of Engineering Karung Berkunci 791 80990 Johor Bahru, Johor Malaysia Resource Person: Dr. Mohd. Warid llussin

MEXICO

Instituto Mexicano del Cemento y del Concreto, A.C. Insurgentes Sm 1846 C.P. 01030, Col. llorida Deleg, Alvaro Obregon Mexico, D.F. Resource Person: Ing. Ernesto Lira

Universidad Autonoma de Nuevo Leon Civil Engineering Institute Civil Engineering Faculty Apdo, Postal 17 San Nicolas de los Garza Nuevo Leon

422

Mexico Resource Person: Professor Dr. Raymundo

Rivera Villareal

MOROCCO

Centre National de Documentation BP 826 Charii Maa Al Ainain Haut-Agdal, Rabat Morocco Resource Person: Miss Karima Frej

NEPAL

Royal Nepal Academy of Science and Technology P.O. Box 3323 New Baneswor, Kathmandu Nepal Resource Person : Mr. A nil Adhikari

Ministry of Housing and Physical Planning S.P.O. Bahar Mahal Kathamndu Nepal. Resource Person: Mr. Lakhraj Upadhay

NIGERIA

University of Ibadan Deparunent of Civil Engineering Ibadan Nigeria Resource Person: Dr. G.A. Acade

University of Ilorin Deparunent of Civil Engineering P.M.B. 1518, Ilorin Nigeria Resource Person: Dr. 0.A. Adetifa

PAKISTAN

NED University of Engineering and Technology University Road Karachi - 75270


Pakistan Resource Person: Dr.SahibzadaFarooqAhmed

Unhersity of Engineering and Technology Faculty of Civil Engineering Lahore 31 Pakistan Resource Person: Professor Ziauddin Main

PAPUA NEW GUINEA

Village Industry Research and Training Unit (VIRTU) Box 14, Kieta North Solomons Province Papua New Guinea Resource Person: Mr. Gilli Bentz

PERU

Pontificia Universidad Catolica del Peru Laboratorio de Resistencia de Materials Dpto. de Ingenieria Apartado 12534, Lima 21 Peru Resource Person: Ing. Juan Harman In/antes

PHILIPPINES

Capiz Development Foundation Indorporated P.O. Box 57, Roxas City Capiz, Philippines Resource Person: Engr. Lorna Berna/es

Central Philippine University College of Engineering Jaro, Iloilo City 5000 Philippines ResourcePerson :Eftgr.Prudencio L. Magallanes

Mindanao State University Regional Adaptive Technology Center Marawi City


Philippines Resource Person: Dr. Cosain Derico

MSU-Iligan Institute of Technology College of Engineering Deparunent of Civil Engineering 9200 Iligan City Philippines Resource Person: Prof. Daniel S. Mostrales

Philippine Council for Industry & Energy Research & Development (PCIERD) Rm. 306, 3rd Floor Science Community Complex Gen. Santos A venue Bicutan, Taguig, Metro Manila Philippines Resource Person: Dr. Estrella F. Alabastro

Tulungan sa Tubigan Foundation 2nd Floor, Dona Maria Building 1238 EDSA, Quezon City Philippines Resource Person: Ms. Mediatrix P. Valera

University of Nueva Caceres College of Engineering Naga City, Philippines Resource Person: Engr. Andrie P. Fruel

University of the Philippines Building Research service National Engineering Center Bldg. Diliman, 1101 Quezon City Philippines Resource Person: Professor Jose Ma. de Castro

POLAND

Technical University of Czestochowa

Working Group on Ferrocement

Polish Academy of Science Deparunent of Civil Engineering

Al. Zawadakiego 27

42-200 Czestochwa Poland Resource Person: Mr. Roman Cackowski

PUERTO RICO

University of Puerto Rico Materials Laboratory Faculty of Engineering, Mayaguez 00708 Puerto Rico Resource Person: Professor Roberto Huyke

REPUBLICA DOMINICANA

Universidad Catolica Madre y Maestra Civil Engineering Deparunent Santiago de los Caballeros Republica Dominicana Resource Person: Professor Ing. 0. Franco

ROMANIA

Institutul Politechnic Laboratorul de Beton Armat Str. G. Baritiu nr. 25, Cluj Napoca Romania Resource Person: Ing. Ladislau Szigeti

SAUDI ARABIA

King Abdulaziz University

Deparunent of Civil Engineering P.O. Box 9027, Jeddah 21413 Saudi Arabia Resource Person Dr. S.I. Al-Noury

SIERRA LEONE

Water Supply Division Leone House (3rd floor) Siaka Stevens Street Freetown, Sierra Leone Resource Person: A.E. Harleston

423

424

SOUTH AFRICA

Division of Information Services CSIR P.O. Box 395 Pretoria 0001 South Africa Resource Person: Mrs. S.A. Townsend

Portland Cement Institute P.O. Box 168 Halfway House 1685 South Africa Resource Person: Engr. BJ. Addis

SRI LANKA

National Building Research Organization Building Materials Division 99/1 Jawatte Road Colombo-5 Sri Lanka Resource Person: Mr. Nandana Ranatunga

TANZANIA

Water Resources Institute P.O. Box 35059 Dar es Sa laam Tanzania Resource Person: Benedict P. Michael

THAILAND

King Mongkut's Institute of Technology, Thonburi Faculty of Engineering 91Suksawasdi48, Bangmod, Resburana Bangkok 10140 Thailand Resource Person: Dr. Kraiwood Kiauikomol

Nakorn SriThumraj Technical College Nakom Sri Thumraj Shipbuilding Center Amphur Muang

Journal o/Ferrocemenl: Vol. 21, No. 2, April 1991

Nakom Sri Thumraj Thad and Resource Person: Mr. Sorapoj Karnjanawongse

Nongkhai Industrial and Boatbuilding Training Centre AmpurMuang Nongkhai 43000 Thailand Resource Person: Mr. Songsawat Tiphyakongka

Prince of Songkla University Deparunent of Civil Engineering P.O. Box 1 Korhong Hatyai Songkla 90112 Thailand Resource Person: Dr.Vachara Thongcharoen

Yasothon Technical College Amphur Muang Yosothon 35-000 Thailand Resource Person: Mr. Surasak Arporntewan

TRINIDAD and TOBAGO

University of the West Indies Deparunent of Civil Engineering St. Augustine Trinidad and Tobago Resource Person: Dr. Robin W .A. Osborne

TURKEY

Cukurova University Civil Engineering Deparunent Faculty of Engineering and Architecture Adana Turkey Resource Person: Dr. Tefaruk Haktanir

Dokuz Eylul Universitesi Muhendislik-Mimarlik Fakultesi Insaat Muhendisligi Bolumu Bomova-Izmir 35100

Journal of Ferrocement: Vol. 21, No. 4 , October 1991

Turkey Resource Person: Dr. Bulent Baradan

UGANDA

Integrated Rural Development Center (IRDC) P. 0. Box 31 Lake Kame Republic of Uganda Uganda Resource Person: Mr. John Baptist Kisembo

UNITED KINGDOM

Univer sity of Leeds Civil Engineering Department Leeds LS2 9JT U.K. Resource Person: Dr. G. Singh

University of Manchester Insti tute of Science and Technology (UMIST) DeparunenL of Civil and Strutural Engineering P.O. Box 88 Manchester M60 1 QD U.K. Resource Persons: Mr. Paul Nedwell

UPPER VOLTA

Comite Interafricain D'etudes Hydrauliques B.P. 369, Ouagadougou Upper Volta Resource Person: Mr. A. Cisse

U.S.A.

Water Resource Research Center

SL. Thomas v. I. 00802 U.S.A. Resource Person: Dr. J. H. Krishna

VIETNAM

425

Institute of Communication and T ranspor t Ferrocement Center Hanoi Vietnam Resource person: Mr. Do Toan

Polytechnic University Of Ho Chi Minh 268 Ly Thuong Kiel, QlO Ho Chi Minh Ci Ly Vietnam Resource Person: Mr. Do Kien Quoc

ZAMBIA

Department of Technical Education and Vocational T raining

P. 0. Box 30029 Lusaka Zambia Resource Person: Mrs Shula

ZIMBABWE

University of Z imbabwe DeparLmenL of Civil Engineering P.O. Box MP 167 Mount Pleasant, Harare, Zimbabwe Resource Person: Dr. A.G. Mponde

University of Zimbabwe DeparLment of Civil Engineering P.O. Box MP 167 Mount Pleasant, Harare, Zimbabwe Resource Person: Dr. A.G. Mponde

426 JounUJI of FerrOCt.TN!nt:- Vol. 21, No. J, JD11uary 1991

& 1IJJTIBI (Q) Iffi, § u

JF JE (Q) JF JI IL JE

Ozal Yuzugullu

Dr. Yuzugullu is a professor of earthquake engineering at the Department of Kandilli Observatory ana I Earthquake Research Insti-tute, Bogazici University (BU), Istanbul, Turkey. He obtained his Bachelor of Science degree in Civil Engineering from the Middle East Technical University (METIJ), Ankara, Turkey in 1963. ln 1964, he received the degree of Master of Science in Civil Engineering from the same university. He was awarded the degree of Ph.D. in Civil Engineering from the University of Illinois, Urbana, Illinois, U.S.A. in 1972. He has a certificate from the International Institute of Seismology and Earthquake Engineering (IISEE). Tokyo, Japan for special programs taken in 1964, 1965,and 1980. Dr. Yuzugullu is a member of the Turkish Society of Civil Engineers and Turkish National Society of Earthquake Engineering.

VijayRAJ

Dr. Raj is an assistant professor in the Civil Engineering Department of Madan Mohan Malviya Engineering College, Gorakpur, India. He obtained his Bachelor's degree in 1976 from the Indian lnstiwteofTechnology, Kanpur and his Ph.D.from Avadh University in 1987.

Prior to his present appointment, he worked with the Bureau of Indian Standards for over seven years where he was responsible for the standardization of Limber and other related products. For his doctorate research, he worked on the development of bamboo ferroccment, a new composite material. His fields of interest include development of cost effective and energy efficient building materials and technologies.

S.K. AGARWAL

Dr. Agarwal is a scientist in the Building Materials Division of Central Building Research Institute (CBRI). Roorkcc, India. He joined CBRI in 1982 after doing his M.Sc. and Ph.D. degree in Chemistry. He was a Research Fellow in the University College Dublin from 1979 to 1981. His main area of imterest is in the field of admixtures for concrete and waterproofing admixtures. He has published 15 papers in national and international journals.

Irshad MASOOD

Dr. Masood is a scientist at the Central Building Research Institute, Roorkee, India, where he joined in 1964 after obtaining his Master's degree in Chemistry from Aligarh Muslim University in 1962.

Jou:rflOl of FtrroctmenJ: Vol. 21 , No. l , January 1991

Since then he is engaged on research on varied fields of building materials research and development, including the calcination of variety oflimestones, hydration studies of varied types of limes and dolomitic and magnesiam limes, development of pozzolanas and clikerization of cement etc., design development of vertical shaft kilns of different capacities and lime hydrators. He developed a number of processes in these fields. He obtained his Ph. D. degree from the University of Roorkee, Roorkee, India in 1970. He has worked in Libya as building material specialist (1977-80) and as associate professor (1986-89) and was United Nations Consultant in Suriname in 1985.Hc has published more than 75 research papers in national and international journals and forums and prepared more than fifty reports on consultancy projects. His main fields of research are lime, cement, pozzolana, binders and admixtures for concrete.

NGUYEN HUU THANH

Dr. Thanh has been working as a research officer and as a tutorial assistant in the Department of Building Materials at the Technical University of Budapest, Hungary since 1988. He ob-tained his civil engineering degree from the Technical University of Budapest in 1982. He was a research officer in the Department of Building Materials and Reinforced Concrete. He has conducted research in the field of concrete technology and ferrocement since 1983. In 1987, he defended the "The Design of Concrete for Ferrocement". candidate dissertation, where he got an excellent candidate degree in technical sciences from the Hungarian Academy of Sciences and Arts. On this basis, he was awarded a "Doctor University" degree from the Technical University of Budapest.

427


ADMIXTURES FOR CONCRETE IMPROVEMENT OF PROPERTIES

E. Vazquez

Proceedings of the In1erna1ional RILEM Symposium

Published by Chapman and I/all, 11 New Feuer Lane, London EC4P 4EE, England.

This book contains 50 papers presented at the Intemalional Symposium on 'Admixtures for Concrete Improvement of Properties', organized by RILEM (The IntemalionaJ Union of Testing and Research LaboralOries for Materials and SuucLUres) Technical Cimmiuee TC-84AAC, held in Barcelona, Spain, 14-17 May, 1990. The papers in this book are intended LO prepare a guide for the use of admixtures for concrete, which will be a state-of-the-art on the application of the technology with special reference to the different types, brands, and specifications of admixtures for concrete. Six main themes covered by these papers are: workability; scuing; strength; durability; other properties and technology. The combination of supcrplasticizingadmixtures and silica fume is discussed in many papers, both for conventional and unusual applications of concrete. Continuing concern over the durability of concrete is reflected in the papers dealing with air-entraining admixtures and with corrosion-inhibiting admixtures.

586+.xv 160 x 240 mm; /lard bound ISBN 0-412-37410-2

1990 English


PROTECTION OF CONCRETE

Ravindra K. Dhir and Jaffery W. Green.

Proceedings of the International Conference, held at the University of Dundee, Scotland, U.K.

Published by Chapman and Hall, 2-6 Boundary Row, London SEl 8HN, England.

This book contains 82 papers presented by the authors from 21 countries, spread from China to the U.S.A., and from the U.S.S.R. to South Africa, at the International conference, held at the University of Dundee, Scotland, Uk, on 11-13 September 1990. This book provides an opportunity for the presentation of current thinking and possible future development on means of protecting concrete and ensuring its satisfactory performance in the service environment. The papers have been divided into six technical themes, covering separately the topics as Concrete- the construction material; Methods of protecting concrete- coating and lining; Protection of structural concrete; Protection through design; Protection through construction; Impact on current practice of the integrated European market.

1090 +xx 160 x 240 mm; Hard bound ISBN 0 419 15490 6

0 442 31241 5

1990 English


FP 169 BOX SHAPED PRECAST FERROCEMENT ROOF ELEMENTS

KEY WORDS : bending and loads (forces), deflection, ferrocement, roofs, volume fraction, water cement ratio

ABSTRACT: Six box shaped prccast ferrocement roof elements were tested to study their behavior under flexural loading. Effect of the variation in the geometry of the box cross section and in reinforcement were the main parameters to be investigated. Based from the result of the limited number of clements tested, it was concluded that, under flexural loading, use of expanded mesh together with a flat top or concave top geometry increased the load carrying capacity and showed better flexural behavior.

REFERENCE : Yuzugullu, 0. 1991.Box shaped precast ferrocement roof elements. Journal of Ferrocement 21(4): 321-330

FP 170 OPTIMAL CONCRETE COMPOSITON BASED ON PASTE CONTENT FOR FERROCEMENT

KEY WORDS : cement content, cement pastes, consistency, ferrocement, fineness modulus, fresh concrete, specific surface, workability

ABSTRACT : The purpose of this study is to determine the optimal concrete com position with regards to strength of ferrocement, when it is made with the foUowing conditions: the given D maximal particle size; the gap-volume of the aggregate grading. and maintaining constant consistency of the fresh concrete.

REFERENCE : Thanh, N.H. 1991. The determination of the optimal concrete composition for ferrocement depending on paste content. Journal of Ferrocement 21(4): 331-350

FP 171 EFFECT OF SUPERPLASTICIZER IN RICH MORTAR MIXES CONTAINING LOCALLY AVAILABLE SANDS

KEY WORDS: admixtures, compressive strength, drying shrinkage, ferrocement, fineness modulus, mortars (material), sands, superplasticizers

ABSTRACT : The purpose of this study was to examine the effect of superplasticizer in rich mortar mixes (1: 1.5, 1:2,1: 1.25, 1 :3) containing locally available cheaper sands of different fineness modulii for the ferrocement work. Emphasis has been on the flow charateristics, compressive strength, water absorption, drying shrinkage properties which play an important role in the use for the ferrocement work. The results obtained indicated that with the help of superplasticizer, mortars made from locally


available cheaper sands have compressive strength, comparable with standard costlier sand.

REFERENCE : Agarwal S.K., and Masood, I. 1991. Effect of superplasticizer in rich mortar mixes containing locally available sands. Journal of Ferrocement 21(4): 351-357

FP 172 PRES1RETCHED FERROCEMENT (PF) AND THEIR MAIN ELEMENTS

KEY WORDS : beams (supports), cost analysis, elastic properties, ferrocement, slabs, wire mesh

ABS1RACT : The various aspects of prestretched ferrocement (PF) has been investigated in this paper. The folded method of stretching the wire net, developed by the author, was very effective and can be used not only for thin plates and shells but also for other elements, such as thin beams, columns, frames, wall panels etc. In the experimental investigations, prestretched ferrocement elements exhibited clearly its high elasticity and high load carrying capacity. A cost analysis was also made which showed PF economically favorable as compared to reinforced concrete and other materials.

REFERENCE: Tuyen, V.D. 1991. Prestretched ferrocement (PF) and their main elements. Journal of Ferrocement 21(4): 359-369

FP 173 TREATISE ON UTILIZATION OF BAMBOO AS REINFORCEMENT IN FERROCEMENT

KEY WORDS: bamboo, compressive strength, durability, ferrocement, flexural strength, modulus of elasticity, modulus of rupture, reinforcement (structures), shrinkage, swelling, tensile strength, water treatment

ABS1RACT : The potential of bamboo for utilization as reinforcement in ferrocement skeletal grid has been investigated. The properties and factors that influence/control its usage are presented and discussed. The investigations conducted pertain to determining the suitability of water repellent treatment aimed at minimizing water absorption and swelling/shrinkage characteristics. Durability tests have also been conducted. Further, the various design aspects like shape, form and percentage of bamboo in reinforcements are discussed.

REFERENCE: Raj, V. 1991.Treatise on utilization of bamboo as reinforcement in ferrocement. Journal of Ferrocement 21(4): 371-382

432 Journal of Ferrocem£nl: Vol. 21, No. 4, Oclober199J

IINTJEiffi,N& TII(Q)N&IL JOOJEJETIINCG§

8-10 October 1991: International Conference on Concrete Engineering and Technology (Current trends and applications), Kuala Lumpur, Malaysia. Contact: Concet '91 Secretariat, Department of Ci vii Enigineering, Faculty of Engineering, Universiti Malaya, 59100, Kuala Lumpur, Malaysia. Tel: 03-755-3466ext. 203 or 351. Telex: MA 39845. Cable: UNIVSEL

22-25 October 1991: International Symposium on Modern Application of Prestressed Concrete, Beijing, China. Contact: Professor Liu Yongyi, China Academy of Building Research (CABR), P.O. Box 752, Beijing 100013, China

3-6 December 1991: ACI International Conference on Evaluation andRehabilitation of Concrete Structures and Innovations in Design, HongKong. Contact: American Concrete Institute, P.O. Box 19150, Detroit, Michigan 48219-0150, U.S.A. Tel: 313/532-2600. Fax:

(313)533-474 7.

7-13 December 1991: Constro '91, Exhibition of Construction Machinary (Materials and Methods), Pune, India. Contact: Dr. Neelkanth R. Patwardhan, Chief Co-ordinator Castro '91, Progress House, 54 Wellesley Road, Shivajinager, Pune - 411005, India. Tel: (0212) 58944/ 57861. Telex: 0146-220 Aqua in. Fax: 0212 -337985.

9-11December1991: Firstlnternational Seminar on Lime and Other Alternative Cements in Developing Countries, Kenilworth, Warwickshire, U. K. Contact: Mr. Otto Ruskulis, Intermediate Technology Development Group, Myson House, Railway Terrace, Rugby CV21 3 HT, U.K. Tel: (0788) 560631.

11-13 December 1991: Asian Pacific Conference on Computational Mechanics, Hongkong. Contact: Dr. J.H.W. Lee c/o Department of Civil & Structural Engineering, University of Hong Kong, Hong Kong. Telex: 71919 CERES HX. Fax: (852)- 559-5337.

19-21 December 1991: International Synposium on Fatigue and Fracture in Steel and Concrete Structures, ISSF-91, Madras, India. Contact: Mr. A.G. Madhava Rao, SERC, Council of Scientific and Industrial Research (CSIR), Madras-600113, Tamil Nadu, India. Tel: 416991. Telex: 041-21067 CSIR IN. Fax: 011-91-44-416508.

25-26 February 1992: International Conference on The Concrete Future,Kuala Lumpur, Malaysia. Contact: Engr. John S. Y. Tan, Conference Director, CI-Premier Pte Ltd, 150 Orchard Road #07-14, Orchard Plaza, Singapore 09 23. Tel: 02-7332922. Fax: (065) 2353536. Telex: RS 33205 FAIRCO.

Journal of Ferrocemenl: Vol. 21, No. 4, Oc1obetr 1991

25-27 February 1992: First International Conference on Environmental Physics in the Humid Tropics, Havana, Cuba. Contact: Union National de Arquitectos e Ingenieros, de la Construction de Cuba, Humboldt. 104, esq a lnfanta, Municipio Plaza. La Habana, Cuba CP 10400. Tel: 79-7531, 70-4241, 79-7121, 79-3113. Fax: 7-8850. Telex: 511340.

1-6 March 1992: 14th IABSE Congress on Civilization through Civil Engineering, New Delhi, India.Contact: Mr. S.P. Chakrabarti, Secretary, Indian National Group of I AB SE, IDA Building, Jamnagar House, Shahjahan Road, New Delhi-110011, India. Tel: 3716848, 386724.

13-15 April 1992: Second National Concrete Engineering Conference, Chicago, U.S.A. Contact: ACI Conference Registar, American Concrete Institute, P.O. Box 19150, Detroit, Michigan 48219-0150, U.S.A. Tel: (313)532-2600, ext. 209. Fax: (313)533-4747.

3-8 May 1992: International Conference on Fly Ash, Silica Fume, Slag and Natural Pozzolans in Concrete, Istanbul, Turkey. Contact:

Mr. H.S. Wilson,P.O. Box 3065, Station C, Ottawa, Canada Kl Y 4J3.

2-6 December 1991: ACI International Conference on Evaluation and Rehabilitation of Concrete Structures and Innovations in Design, Hongkong Marriot, Hongkong. Contact:

433

American Concrete Institute, P.O. Box 19150, Detroit, MI 48219-0150, U.S.A. Tel: 313/532-2600. Fax: 313/533-4747.

1-5June1992: Firstlnternational Conference on Fracture Mechanics of Concrete Structures, Colorado, U.S.A. Contact: Marty Moser, Secretary toProf.Z.P. Bazant, WalterP. Murphy Professor of Civil Engineering, Northwestern University, Evanston, Illinois 60208-3111, U.S.A. Tel: (708)491-4025. Fax: (708)467-1078.

13-15 July 1992: The Third International Symposium on Noteworthy Applications in Concrete Prefabrication, Singapore. Contact: John S.Y. Tan, Conference Director, 150 Orchard Road # 07-14, Orchard Plaza, Singapore 0923. Tel: 7332922. Telex: RS 33205 Fairco. Fax: 2353530.

12-16 October 1992: Second International Congress on Energy, Environment and Technological Innovation, Rome. Italy. Contact: Segreteria ENERG2 Via Eudossiana, 18,00184 Rome, Italy. Tel: 39.6.44585260-44585255. Fax: 39.6.4817245-4881759-4742647.

23-28 November 1992: 9th International Congress on the Chemistry of Cement, New Delhi, India. Contact: The 9th ICCC Sectretariat, National Council for Cement and Building Materials, P.O. Box 3885, Andrews Gang, New Delhi-110 049 ,India. Tel: 91-11-6440133, 'Pel ex: 031-66261 CRI IN. Telefax: 91-11-6468868.


CONTENTS LIST

Volume 21 contains four issues and this partial list of contents includes all technical articles including papers on research and development, papers on applications and techniques and news

and notes published in the Journal of Ferrocement during 1991.

Number 1, January 1991

PAPER ON RESEARCH AND DEVELOPMENT

Analytical and Experimental Investigations of Hollow Ferrocement Box Beams 1 M.S. Mathews, J. Sudha Kumar, S. Sheela and P.R. Seelharaman.


Admixtures for Ferrocement Construction in Cuba J A. Bellido de Luna

Bamboo Reinforcement for Rainwater Cistern L.Robles-Austriaco

Deflection and Cracking Performance of Fibrous Ferrocement Thin Sheets

Mohd. Warid Hussin

NEWS AND NOTES

Ferrocement Technology for the Construction Industry Visitor at IFIC Exposition and Exhibition Ferrocement for Slum Dwellers Ferrocement Activity of SERC Feasibility Studies on the Use of Rainwater Harvesting and Ferrocement

Structures in the Andaman and Nikobar Islands Ferrocement Shell Roofing Units for Rural Houses and Schools in U.P. Ferrocement Manhole Covers and Frames Repalce Cast Iron Units Ferrocement Cable Ducts for Telecommunication System Bureau of Indian Standards Code for Ferrcement Tanks Training Courses and Technology Demonstrations on Ferrocement for Solving

Rural Housing and Sanitation Problems in India World Habitat '90 Ferrocement Water Tanks Cascarones de Ferrocemento Carbonation-Induced Corrosion in Steel Europe's Sewers Open to UK Techniques Tailored Fabric Speeds Up Work Michigan State Cops 1990 Concrete Canoe Crown

15

25

31

58 59 60 60 60

62 62 63 63 63

63 65 65 65 66 66 68 69


Number 2, April 1991


Behavior of Ferrocement Material Under Direct Shear 109 Ghazi J. Al- Sulaimani and lslem A. Basunbul.

Effect of Reapeated Loading on Crackwidth of Ferrocement 119 G. Singh and M. Fong L.lp

The Experimental Behavior of Ferrocement Flat Plates Under Biaxial Flexure 127 R.P. Clarke and A.K. Sharma.

PAPER ON APPLICATIONS AND TECHNIQUE

Use of Hard Grass Reeds in Ferrocement A.M. Waliuddin and Pervez Brohi.

NEWS AND NOTES

The Third FIN Coordinators Workshop and Study Visit Polyurethane Panel Blocks for Building Breakwaters Ferrocement Awareness BASIN Local Networking in Kara, Togo ASCE Publishes Design Loads Standard Zero Porosity Concrete ABET Signs 'Washington Accord' for Accreditation Syndecrete, A New Recipe Concrete Shaped Fiber May Boost Composite Strength Cement Goes High-Tech Concrete Mixing by Heat Pump Fiber Research Continues Nylon 6 Fiber Improves Properties Concrete for Rockwork New Equipment: A Brand New Concept New Equipment: Super Mustang 80

Number 3,July 1991


Behavior of Composite Slabs With Lost Formwork S.K. Kaushik, V.K. Gupta and K.T. Singh

137

155 156 157 157 157 158 159 159 160 160 161 161 161 162 162 163 163 164

203

436 Jourrwl of FerrocemR.nt: Vol. 21, No. 4, October 1991

Behavior and Performance of Composite Ferrocement Brick Reinforced Slabs 215 S.K. Kaushik, V.K. Gupta, Anuj and K.K. Singh

PAPERS ON APPLICATIONS AND TECHNIQUE

Ferrocement Retrofit Hull for the Rehabilitation of a Historic Wooden Vessel 223 D.J. Alexander

Method of Rehabilitation of Structural Beam Elements Using Ferrocement 229 A. W. Anwar, P. Nimityongskul, R.P. Pama and L. Robles-Austriaco

Performance Evaluation of Ferro-Fibrocrete Composite Overlays 235 R.M. Vasan, S.K. Kaushik and Gyanandra Singh

State-of-the-Art-Report on Rehabilitation and Restrengthening of Structures Using Ferrocement 243

H.J. Ahmed and L. Robles-Austriaco

NEWS AND NOTES

Increase Use of Corrosion Center Ferrocement Water Tanks Rainwater Harvesting Ferrocement Tank Carbon Fiber for Construction Materials New Code of Practice for Concrete Sitework Cement Factory Bites into its Own Dust Water Decades: Success and Failure Aggregate Demand will Leap 70% over 20 Years 'Shear hoop' Admixtures Cement: A Strong Market Role Natural Fiber Concrete Materials

Number 4, October 1991


Box Shaped Precast Ferrocement Roof Elements 0. Yuzugullu

Optimal Concrete Composition Based on Paste Content for Ferrocement Nguyen Huu Thanh

272 272 273 273 273 273 274 274 276 276 277 278

321

331



Effect of Superplasticizer in Rich Mortar Mixes Containing Locally Available Sands 351 S.K. Agarwal and Irshad Masood

Prestretched Ferrocement (PF) and their Main Elements Vu Dinh Tuyen

Treatise on Utilization of Bamboo as Reinforcement in Ferrocement

Vijay Raj

NEWS AND NOTES

Ferrocement Fishing Vessels An Innovative Earth Construction Technique Environmental Protection Cement Industry Market Commentary Ferrocement for Leisure Quake-Resistant Housing in Peru Proves Itself in Second Tremor Effect of PF A on Alkali-Silica Reaction in Concrete Polymer Concrete: An Engineer's Overview Exploring a New High-Performance Concrete: SIFCON Shotcrete Task Groups to Outline Goals Kiln Dust Utilization

359

371

396 396 398 398 399 399 400 400 402 405 405

438 Iourna/ofFerrocemenl: Vol.21, No.4, Octoberl991

Volume 21, January/April/July/October 1991

Contributions to the Journal of Ferrocemenl are indexed in three categories: Author Index Title Index Subject Index

Volume 19 contains four issues namely: No. I January 1991 No. 2 April 1991 No. 3 July 1991 No. 4 October 1991

1-108 109-202 203-320 321-453

AUTHOR INDEX

Agarwal, S.K. Under Direct Shear . Effect of Superplasticizer in Rich Mor- Bellido de Luna, J.A . tar Mixes 351 . Admixtures for Ferrocement Construe-

Ahmed, H.J. tion in Cuba . State-of-the-Art Report on Rehabilitat- Brohi, P . ion and Restrengthening of Structures . Use of Hard Grass Reeds in Ferro-Using Ferrocement 243 cement

Alexander, D.J. Clarke, R.P. . Ferrocement Retrofit Hull for the Reha- . The Exp1rimental Behavior of Ferroce-bilitation of a Historic Wooden Vessel 223 ment Fla't Plates Under Biaxial Flexure

Al-Sulaimani, G.J. Gupta, V.K. . Behavior of Ferrocement Material . Behavior of Composite Slabs with Lost Under Direct Shear 109 Form work

Anuj . Behavior and Performance of Composi-. Behavior and Performance of Composi- te Ferrocement Brick Reinforced Slabs te Ferrocement Brick Reinforced Slabs 215

Anwar, A.W. Hussin, M.W. . Deflection and Cracking Performance . Method of Rehabilitation of Structural

Beam Elements Using Ferrocement 229 of Fibrous Ferrocement Thin Sheets

Basunbul, I.A. Kaushik, S.K. . Behavior of Ferrocement Material . Behavior of Composite Slabs with Lost

109

15

137

127

203

215

31

Journal of Ferrocem£nl: Vol. 21, No. 4, Oclober 1991

Formwork 203

• Behavior and Performance of Composi-

te Ferrocement Brick Reinforced Slabs 215

• Performance Evaluation of Ferro-Fibro-

crete Composite Overlays 235

Kumar,J.S. • Analytical and Experimental Investigati

ons of Hollow Ferrocement Box Beams

Masood, I. • Effect of Superplasticizer in Rich Mor-

tar Mixes 351

Mathews, M.S. • Analytical and Experimental Investigati


M. Fong L. Ip • Effect of Repeated Loading on Crack-

width of Ferrocement 119

Nimityongskul, P. • Method of Rehabilitation of Structural

Beam Elements Using Ferrocement 229

Pama, R.P. • Method of Rehabilitation of Structural

Beam Elements Using Ferrocement 229

Raj, V. • Treatise on Utilization of Bamboo as

Reinforcement in Ferrocement 371

Robles-Austriaco, L. • Bamboo Reinforcement for Rainwater

Cistern 25 • Method of Rehabilitation of Structural

Beam Elements Using Ferrocement 229 • State-of-the-Art Report on Rehabilitat

ion and Restrengthening of Structures Using Ferrocement 243

Sheela, S. • Analytical and Experimental Investigati


Seetharaman, P.R. • Analytical and Experimental Investigati


Sharma, A.K. • The Experimental Behavior of Ferroce-

439

ment Flat Plates Under Biaxial Flexure 127

Singh, G. • Effect of Repeated Loading on Crack

width of Ferrocement

Singh, Gyanandra • Performance Evaluation of Ferro-Fibro

crete Composite Overlays

Singh, K.K. • Behavior and Performance of Composi-

119

235

te Ferrocement Brick Reinforced Slabs 215

Singh, K.T. • Behavior of Composite Slabs with Lost

Form work 203

Sudhakumar, J. • Analytical and Experimental Investigati


Thanh, Ng. H. • Optimal Concrete Composition Based on

Paste Content For Ferrocement 331

Tuyen, V.D. • Prestretched Ferrocement (PF) and their

Main Elements 359

Vasan, R.M. • Performance Evaluation of Ferro-Fibro-

crete Composite Overlays 235

Yuzugullu, 0. • Box Shaped Precast Ferrocement Roof

Elements 321

W aliuddin, A.M. Use of Hard Grass Reeds in Ferrocement 137

SUBJECT INDEX

Admixtures

Analysis • Cost -

Arches

15,243,351

359

243

Bamboo

• - reinforcement

Beams

25,371 25

223, 229,235, 243

440 JournalofFerrocemenl: Vol.21, No.4, Octoberl991

Behavior • - brick reinforced slabs 215 • - of composite slabs 203 • - retrofit hull 223 • - of ferrocement material 109 • Behavior of - flat plates 127

Bending 119,321 • Behavior of - materials 109 • Precast - roof elements 321

Bricks 215 . Prestretched - 359 Cement Ferro-fibrocrete 235

• - content 331 • - pastes 331 Fibers

31 Columns (supports) 243 . Organic - 137 Composite . Steel- 223

• - overlays 235 Fineness modulus 331,351 • - slabs 203 • - structures 203 First crack

215 Compressive strength 351,371 . - strength 215 Concretes Flexural strength 94, 119 . Fresh- 331

Formwork (construction) 203 Consistency 331

Grass reeds 137 Construction 15

Housing 137, 243 Corrugating 203

Hulls 223 Cost •· Ferroccment retrofit - 223

223 • - analysis 359 Load

321 Crack • Biaxial - 127

• - width 119,215 Repeated -ing 119 • -ing 31 Ultimate - 203 • First - 203 • First - strength 215 Masonry 215

Cuba 15 Materials 109

Curing 229 Mechanical Properties 243

Deflection 31,215,231,321 Methods 229

Domes 243 Modulus of elasticity 371

Drying shrinkage 351 Modulus of rupture 371

Ductility 215,223 Mortars 351

Durability 229,371 Pavements 235

Elasticity Performance

• Modulus of - 371 31,215 • - evaluation 235

Evaluation • Performance - 235 plates (structural members)

• Flat - ' 127 Ferrocement

Precast 1, 15, 31, 109, 119, 127, 137, 203, • - ferrocement roof elements 321 215, 223, 229, 235, 243,321,331, Properties

351,359,371 • Mechanical - 243


. Elastic - 359 State-of -the -art reviews 243

Rehabilitation 223, 229, 235,243 Steel

Reinforcement . - Fibers 223

25,371 Strength • Bamboo - 25 . Compressive - 351, 371

Renovating 229 . First crack - 215 . Flexural- 94, 119, 371

Repair 229 . Shear - 109

Repeated stress 119 • Tensile - 371

Resurfacing 235 Superplasticizers 351

Roofs 321 Swelling 371

Sands 351 Tanks . Water- 25,243 Sewers 243

Vessels Shear . Wooden- 223

109 321 . - failure 109 Volume fraction

. - strength 109 Walls 243 . - tests 109 Water Shrinkage - cement ratio 223

371 . - tanks 25 . Drying - 351 . - treatment 371 . Rain- 25 Slabs

203,215,359 Wire mesh 359 . Behavior of composite - 203 Wooden vessels 223 . Ferrocement brick reinforced - 215 . Hollow core - Workability 331

Specific surface 331 Yield 203

TITLE INDEX

Admixtures for Ferrocement Construction in Cuba

• J A. Bellido de Luna

Analytical and Experimental Investigations of Hollow Ferrocement Box Beams

• M.S. Mathews, J. Sudha Kumar, S. Sheela

and P.R. Seetharaman

15

Bamboo Reinforcement for Rainwater Cistern 25 • L. Rob/es-Austriaco

Behavior and Performance of Composite Ferrocement Brick Reinforced Slabs 215

• S.K. Kaushik, V.K. Gupta and K.K. Singh

Behavior of Composite Slabs with Lost Form work 203

• S.K. Kaushik, V.K. Gupta and K.T. Singh

Behavior of Ferrocement Material Under Direct Shear

• Ghaji J. Al-Sulaimani and

Is/em A. Basunbul

Box Shaped Precast Ferrocement Roof Elements

• 0. Yuzugul/u

Deflection and Cracking Performance of Fibrous Ferrocenment Thin Sheets

• Mohd. Warid Hussin

109

321

31

442

Effect of Repeated Loading on Crackwidth of Ferrocement 119

G. Singh and M. Fong L. lp

Effect of Superplasticizer in Rich Mortar Mixes Containing Locally available Sands 351

• S.K. Agarwal and lrshad Masood

Ferrocement Retrofit Hull for the Rehabilita-ion of a Historic Wooden Vessel 223

• DJ. Alexander

Method of Rehabilitation of Structural Beam Elements Using Ferrocement 229

• A.W. Anwar, P. Nimityongskul, R.P. Pama

and L. Robles-Austriaco

Optimal Concrete Composition Based on Paste Content for Ferrocement

• Ngueyen Huu Thanh 331


Performance Evaluation of Ferro-Fibrocrete Composite Ovedrlays 235

• Zhao Lu-Guang and Yuan Shou-Qian

Prestretched Ferrocement (PF) and their Main Elements

• Vu Dinh Tuyen 359

State-of-the-Art Report on Rehabilitation and Restrengthening of Structures Using Ferrocement 243

• H./. Ahmed and L. Robles-Austriaco

The Experimental Uehavior of Ferrocement Flat Plates Under Biaxial Flexure 127

• D.K. Quoc

Treatise on Utilization of Bamboo as Reinforce-ment in Ferrocement 371

• Editorial Group

Use of Hard Grass Reeds in Ferrocement 137 • A.M. Waliuddin and Pervez Brohi


001 FERROCEMENT 003 FERROCEMENT, A VERSATILE CONSTRUCTION MATERIAL: ITS

BK Paul and R.P. Pama INCREASING USE IN ASIA

This publication discusses every aspect of ferrocement technology: historical background, constituent materials, construction procedures, mechanical properties and potential applications. The flexicover edition includes over 75 literature references on the subject. 149 pp., 74 illus.

Surface mail Subscribers US$12.00 Non-subscribers US$15.00

Air mail US$14.00 US$17.00

002 THE POTENTIALS OF FER-ROCEMENT AND RELATED MATERIALS FOR RURAL INDONESIA - A FEASIBILITY STUDY

R.P. Pama and Opas Phromratanapongse

The report recommends seven potential applications of ferrocement and related materials found particularly suitable for rural Indonesia. Good reference for volunteer groups and government officers involved with rural development

Surface mail Air mail

US$2.00 US$4.00

Edited by R.P. Pama, Seng-Lip Lee and Noel D. Vietmeyer

This report is the product of the workshop "Introduction of Technologies in Asia -Ferrocement, A Case Study", jointly sponsored by the Asian Institute of Technology (AIT) and the U.S. National Academy of Sciences (NAS). Thirteen case studies on the 'State-of-the-Art' of ferrocement technology and applications in nine countries in Asia and Australia are presented. 106 pp., 59 illus.


004 FERROCEMENT AND

US$2.00 US$4.00

ITS APPLICATION· A BIBLIOGRAPHY,

Volume 1

It presents a comprehensive list of references covering all aspects of ferrocement technology and its applications. This first volume lists 736 references classified according to subject and author indices. All listed references are available atIFIC which can provide photocopies on request at nominal cost. Ideal for researchers and amateur builders. 56 pp.


US$2.00 US$4.00

444

005 DO IT YOURSELF SERIES

To accelerate transfer of ferrocement technology to developing countries, IFIC has published the following eight Booklets in the Do It Yourself Series:

Ferrocement Grain Storage Bin- Booklet No. 1 Ferrocement Water Tank - Booklet No. 2 Ferrocement Biagas Holder - Booklet No. 3 Ferrocemenl Canoe - Booklet No. 4

Cost per Booklet Surface mail Air mail

US$2.00 US$4.00

Ferrocement Roofing Element - Book/el No. 5 Ferrocement Biagas Digester - Booklet No. 6 Ferrocement Canal Lining - Booklet No. 7 Ferrocement Pour-Flush Latrine-Booklet No. 8

Cost per Booklet Surface mail Air mail

US$4.00 US$6.00

The descriptive text in each booklet is in a nontechnical language. Material specifications, material estimations, construction and postconstruction operation of each utility structure are well discussed. Construction drawings and construction guidelines to ensure better workmanship and finished structures are presented. Also included are additional readings and sample calculations.

006 FOCUS

This pamphlet introduces ferrocement as a highly versatile form of reinforced concrete used for construction with a minimum of skilled labor. Published in Bengali, Burmese, Chinese, English, French, Hindi, Indonesian, Japanese, Nepalese, Pilipino, Portuguese, Singhalese, Spanish, Swahili, Tamil, Thai, Urdu. These pamphlets could be obtained FREE of Charge.

Jo1unal of Ferrocem1mt: Vol. 21, No. 4, October 1991

007 SLIDE PRESENTATION SERIES

Construction of Ferrocement Water Tank - Series No. 1

An Introduction to Ferrocement - Series No. 2

Ferrocement -A Technology for Housing - Series No. 3

Historical Development of Ferrocement - Series No. 4

Introducing Bamboo as Reinforcement - Series No. 5

Each set contains 30 color slides with a description of each slide on an accompanying booklet. Additional background information are included where appropriate. The slide sets listed are intended for use in schools, colleges, training centers and will be equally useful for organizations involved in rural development.

Cost per Series Developing countries Developed countries

Air mail US$15.00 US$20.00

008 FERROCEMENT APPLICATIONS: STATE-OF-THE-ART REVIEWS

Volume 1

This volume is the compilation of the Stateof-the-Art Reviews published in the Journal of Ferrocement. A valuable source volume that summarizes published information before January 1982.


US$ 8.00 US$10.00

009 SPECIALIZED BIBLIOGRAPHY

Housing Bibliographies Vol. 1 Marine Bibliographies Vol. 1

Each Bibliography includes all references available at IFIC on the specific topic up to the publication date.


US$2.00 US$4.00


010 INTERN A TI ON AL DIRECTORY OF FERROCEMENT ORGANIZATIONS AND EXPERTS 1982-l.984

This directory is an indispensable source for decision making to select firms/experts for ferrocement related design, construction and engineering services. 226 firms and experts present their capabilities and experience.

Surface mail Air mail For Experts and Firms US$ 5.00 US$ 7.00

listed in the directory Lisi price US$15.00 US$17.00

445

013 FERROCEMENT ABSTRACTS

Each volume contains 300 abstracts on ferrocement technology. Each abstract is numerically coded and indexed by keywords, authors and titles.


Volume I Volume 2 Volume 3

US$4.00 US$6.00 US$ 8.00 US$6.00 US$8.00 US$10.00

014 VIDEO PRESENTATION SERIES 011 PROCEEDINGS OF THE SECOND (Available in PAL or NTSC system)

INTERNATIONAL SYMPOSIUM ON FERROCEMENT Introducing Ferrocement, Series No. 1

Edited by: L. Robles-Austriaco, R.P. Pama. K. Cost per tape (Air mail) Sashi Kumar and E.G. Mehta.

The proceedings provide an opportunity to review and update the existing knowledge and further understand the latest developments and progress made in ferrocement technology.

List price:

Air mail postage Asia Others

US$ 60.00 (surface postage included)

US$ 5.00 US$12.00

012 LECTURE NOTES: SHORT COURSE ON DESIGN AND CONSTRUCTION OF FERROCEMENT STRUCTURES

This is a compilation of the lecture notes of the Short Course on Design and Construction of Ferrocement Structures held at the Asian Institute of Technology, Bangkok, Thailand, 8-12 January 1985.

Lisi price: US$45.00

Developing Countries Developed Countries

US$30.00 US$20.00

015 Ferrocement Corrosion (Proceeding of the International Correspondence Symposium on Ferrocement Corrosion)


016 Ferrocement Thesaurus


US$15.00 US$20.00

US$15.00 US$20.00

(surface postage included) 017 End Users Training Evaluation Air mail postage

Asia Others

US$ 5.00 US$12.00


US$6.00 US$8.00


MEMBERSHIP

INTERNATIONAL FERROCEMENT SOCIETY (IFS) Membership includes subscription to the Journal of Ferrocement

[] Annual Individual

Asia Outside Asia

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* [] Five Years (for the price of four years)

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JOURNAL OF FERROCEMENT

[] Annual Individual

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Institutional

[ ] Five Years (for the price of four years) Individual

BACK ISSUES

Special Issues

Asia Outside Asia

Institutional

* Marine Applications (Vol. 10, No. 3, July 1980)

* Housing Applications (Vol.11,No.1,January 1981)

* Water Decade (Vol. 1, No. 3, July 1981)

Cost per issue* Surface mail Air mail

Individual US$ 6.00 US$ 8.00 Institutional US$12.50 US$14.50 * Agricultural Applications

(Vol. 12, No. 1, January 1982)

Surface Mail

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US$ 140.00 US$ 220.00 US$ 340.00

Airmail

US$ 41.00 US$ 67.00 US$ 97.00

US$ 170.00 US$ 280.00 US$ 400.00

* Prefabricated Ferrocement Housing (Vol. 13, No. 1, January 1983)

*Water Resources Structures (Vol. 14, No. 1, January 1984)

*Prefabrication & Industrial Applications (Vol. 16, No. 3, 1986)

*Fiber Reinforced Cement Structures (Vol. 18, No. 3, 1988)

* Mruine Applications (Vol. 19, No. 3, July 1989)

Cost per issue*

Individual Institutional

Surface mail US$ 7.50 US$15.00

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PLEASE POST SUBSCRIPTION FORM TO:

The Director International Ferrocement Information Center Asian Institute of Technology G.P.O. Box 2754 Bangkok 10501, Thailand

Tel: 5290100-13, 5290091-93 Ext. 2871 Telex: 84276 TH Fax: (66-2) 5290374 Cable: AIT Bangkok

Enclosed is a cheque/draft/money order in the amount of US$ for one/two/three/four/five year(s)subscriptiontotheJOURNALOFFERROCEMENTfromJanuary-- toDecember--by air maiVsurface mail. (Please strike out as applicable)

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PUBLICATIONS PRICE LIST AND ORDER FORM Mark the box in front of the publication to order. Prices are in US Dollars (USS).

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D 001 Ferrocement D 009 FERROCEMENT ABS1RACT Subscriber Non-Subscriber

14.00 12.00 17.00 15.00

D 002 The Potentials of Ferrocement and Related Materials for Rural Indonesia - A Feasibility Study 4.00 2.00

D 003 Ferrocement, A Versatile Construction Material: It's Increasing Use in Asia

4.00 2.00

D 004 Ferrocement and Its Applications - A Bibliography, Volume 1 4.00 2.00

D 005 DO IT YOURSELF SERIES D Ferrocement Grain Storage Bin

Booklet No. 1 4.00 2.00 D Ferrocement Water Tank

Booklet No. 2 4.00 2.00 D Ferrocement Biogas Holder

Booklet No. 3 4.00 2.00 D Ferrocement Canoe

Booklet No. 4 4.00 2.00 D Ferrocement Roofing Element

Booklet No. 5 6.00 4.00 D Ferrocement Biogas Digester

Booklet No. 6 6.00 4.00 D Ferrocement Canal Lining

Booklet No. 7 6.00 4.00 D Ferrocement Pour-Flush Latrine

Booklet No. 8 6.00 4.00

D 006 FerrocementApplications: State-of-the-Art Reviews,Volume 1 10.00 8.00

D 007 International Directory of Ferrocement Organizations and Experts, 1982-1984 List Price 17.00 15.00 For Experts and Finns

listed in the directory 7.00 5.00

D 008 SPECIALIZED BIBLIOGRAPHIES D Housing Bibliography,

Volume 1 4.00 2.00 D Marine Bibliography,

Volume2 4.00 2.00

D Volume 1 D Volume2

6.00 4.00 8.00 6.00

D 010 FOCUS (available in 19 languages, indicate language) Free

D 011 SLIDE PRESENTATION SERIES D Construction of Ferrocement

Water Tank, Set No. 1 D An Introduction to Ferrocement,

Set No. 2 D Ferrocement - A Technology for

Housing, Set No. 3 D Historical Development of

Ferrocement, Set No. 4 D Introducing Bamboo as

Reinforcement, Set No. 5 Cost per Set (only Air mail)

Region A 20.00 Region B 15.00

D 012 VIDEO PRESENTATION SERIES (Available in PAL, NTSC, or SECAM System) D Introducing Ferrocement, Series

No.1 Cost per tape (Air mail)

Region A0 30.00 Region B0 20.00

D 013 Ferrocement Corrosion (Proceedings of the International Correspondence Symposium on Ferrocement Corrosion)

20.00 15.00

D 014 Proceedings of the Second International Symposium on Ferrocement

Asia 65.00 60.00 Others 72.00 60.00

D 015 LectureNotes: ShortCourseonDesign and Construction of Ferrocement Structures

Asia Others

50.00 45.00 57.00 45.00

• Region A North America, EMTope, Australia, New ualand, Middle East and Japan Region B Counlries other than those listed in Region A


Regular Issues

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Vol. 12 (No. 2, No. 3, No. 4) Vol. 13 (No. 2, No. 3, No. 4) Vol. 14 (No. 2, No. 3, No. 4) Vol. 15 (all issues)

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Vol. 16 (No. 2, No. 3, No. 4) Vol. 17 (all issues) Vol. 18 (No. 1, No. 2, No. 4) Vol. 19 (No. 1, No. 2, No. 4) Vol. 20 (all issues)

Cost per issue*

447

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Vol. 7, Nos. 1 and 2 are out of print. Photocopies of individual articles from these issues could be ordered at US$0.15 per page for developing countries and US$0.20 per page for developed countries. Cost inclusive of surface postage.

* Inclusive of surface mail postage Add US$2.00 per issue for air mail postage

Ferrocement Design Service

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ALEXANDER & ASSOCIATES Consulting Engineers P.O. Box 74-167 Auckland New Zealand Phone 5203-198

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COURSE ON INFORMATION TECHNOLOGY AND COMPUTERIZED LIBRARY SERVICES

This three-month course will provide an understanding of the major theories and principles for today's library and automated information services, giving librarians and subject specialists an opportunity to upgrade their knowledge and experience with modem computerized information management technology.

For details contact : Director Library and Regional Documentation Center Asian Institute of Technology P.O. Box 2754 Bangkok I 050 I, Thailand Tel. 5290100-13 Telex: 84276 TH

NICMAR JOURNAL OF CONSTRUCTION MANAGEMENT

A quarterly journal devoted to the study and practice of management in construction industry. The journal focuses on the management aspects of civil works. Its areas of interest include:

• Energy • Infrastructure • Safety • Transportation • Habitat • Social Services • Buildings • Communications • Irrigation • Rural Development • Environment

Subscription Rate Indian : Rs. 160 per annum Foreign : US$ 60 per annum

(including postage and bookpost airmail abroad)

For subscriptions and advertisements, please write to: Publication Officer, Documentation Centre, National Institute of Construction Management and Research, Walchand Centre, Tardeo Road, BOMBAY 400 034, India.

EPUl/87

LET IFIC ANSWER YOUR QUERIES ...

FERROCEMEN'T

HOW AND

WHYre: Ever think about using ferrocement for a

house, boat, storage tank, channel, pipe?

Contact:

INTERNATIONAL

FERROCEMENT .

INFORMATION

CENTER (IFIC)

Asian Institute of Technology G.P.O. Box 2754 Bangkok 10501, Thailand

Telephone: 5290100-13, 5290091-93 Ext. 2871

Telex: 84276 TH Fax: (66-2) 5290374 Cable: AIT Bangkok

the

"£ m tUrnlk ff ®111 Clct®~C9'8£ilfil!l~ tnil l®llwit!l®filSJg

ASIAN information center for

I• =-~=-1 Current Awareness on Geotechnical Topics

B ECllE(JliNl(JAL

ENlUNEEIUNE provides

News on Ongoing Geotechnical Projects

Geo technical Bibliographies

For efficient, economical reference & reprographic services,

AGE offers a computerized database for information on

• Soil Mechanics,

• Rock Mechanics,

• Foundation Engineering,

• Engineering Geology,

• Earthquake Engineering.

Contact: The Director, AGE, AIT, G.P.O. Box 2754, Bangkok 10501, Thailand • Tel. 5290100-13 ext. 2869 • Fax: (66-2) 5290374 • Cable: AIT-BANOKOK • Telex: 84276 TH

JOURNAL OFF ~RROCEMENT

Aims and Scope

The Journal of F errocement is published quarter I 1 by the International Ferrocement Information Center (IFIC) at the Asian Institute of Technology. The puq Jse of the Journal is to disseminate the latest research findings on ferrocement and other related materials an, I to encourage their practical applications especially in developing countries. The Journal is divided into fou main sections:

(a) Papers on Research and Development (b) Papers on Applications and Technique~ (c) Technical Notes (d) Bibliographic List, News and Notes, Int :mational Meetings, Book Reviews, and Abstracts.

Notes for the Guidance of Authors

Original papers or technical notes on ferrocemer . and other related materials and their applications are solicited. Manuscripts should be submitted to:

The Editor Journal of Ferrocement IFIC/AIT G.P.O. Box 2754 Bangkok 10501 Thailand

Papers submitted will be reviewed and accepted, in the understanding that they have not been published elsewhere prior to their publication in the Journal of Fer pcement. There is no I irnit to the length of contributions but it is suggested that a maximum length of 12,0011 word-equivalent be used as a guide (approximately 15 pages).

1. The complete manuscript should be written in English and the desired order of contents is Title, Abstract, List of Symbols, Main Text, Acknowledgements, References and Appendices. The Standard International System of Units (SI) should be used.

2. The manuscript should be typed on one side of the paper only (preferably 81/2" x 11" bond paper) with double spacing between lines and a 1 1/2 in. margin on the left.

3. Two copies of the manuscript and illustrations (one set original) should be sent to the Editor. 4. The title should be brief (maximum of 150 characters including blank in between words or other non

alphabetical characters) and followed by the author's name, affiliation and address. 5. The abstract should be brief, self-contained and explicit. The suggested length is about 150 words. 6. Internationally accepted standard symbols should be used. In the list of symbols Roman letters

should precede Greek letters and upper case symbols should precede lower case. 7. Each reference should be numbered sequentially and these numbers should appear in square brackets

] in the text. Typical examples are:

1. Broutman, L.J., and Krock, R.H. 1967. Modern Composite Material. London: AddisonW esley Publishing Co.

2. Daranandana, N.; Sukapaddhanadhi, N .; and Disathien, P. 1969. Ferrocement for Construction of Fishing Vessels, Report No. 1, Applied Scientific Research Corporation of Thailand, Bangkok.

3. Naaman, A.E., and Shah, S.P. 1972. Tensile tests of ferrocement. AC! Journal 68(9): 693-698. 4. Raisinghani, M. 1972. Mechanical Properties of Ferrocement Sla!Js, M.Eng. Thesis, Asian

Institute of Technology, Bangkok. 8. Graphs, charts, drawings, sketches and diagrams should be drawn in black ink on tracing or white

drawing paper. Illustrations should preferably be drawn on 81(2" x 11" sheets. Photographs should be black and white prints on glossy paper and preferably 3 1/2 in. x 7 in. size.

9. Illustrations should be numbered consecutively and given proper legends and should be attached to

the end of the manuscript.

Published b11 the ./

International Ferrocement Information Center

Asian Institute ef Technolo9y

G.P.O. Box 2754, Ban9kok 10501, Thailand

No. 91191, October 1991

PRINTED DV THAI WA.TA.NA. PANICH PRESS CO., l TU .. 891 RAMA I ROAD, BANGKOK. MR. THIRA T. SUWA.N, PR1NT£R, B.F.. 2534

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