.j JOU NAL CF

FERRDCEMENT~

APR 05 1991

lnternet:lon•I Ferraaement: lnfar at:lan Cent:er

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

Professor, Structural Engineering and Construction Division

Vice-President for Development

Lllia Robles-Austriaco Senior Information Scientist IFIC

H. Arthur Vespry Director, IFIC/Llbrary and

Regional Documentation Center AIT

AIT

Mr. D.J. 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 ASSIST ANTS Humayun Iqbal 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, Pittsburg, Pennsylvania, 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 StreetRaghava Reddy Colony, Madras 600 095, India. Managing Director, Safety Sealers (Eastern) Ltd., P.O. Box No. 8048, Karachi, 29 Pakistan.

.Lo ~ro

IFIC has a leading role to play in the technology transfer of ferrocement In order to fulfill this role IFIC encourages researches and innovations in ferrocement technology by publishing quality paper in the Journal ofFerroce­ment

In this issue Dr. R.P. Pama of the Asian Institute of Technology provided a global perspective on ferrocement research. A review of the research activities within the last five years on constituent materials, mechanical properties, durability and corrosion, terrestrial and marine applications; and on applications as a repair and strengthening material. Dr. Pama also iden tfied future research areas. From U.S.A. Dr. Balaguru, Dr. Shah and Dr. Narahari discussed the ductility of ferrocement bins through a simple analytical model. The curvature at failure obtained using the model were compared with experi­mental result. The results indicated that fracture strain and thickness of the beam affect the ductility more than the other variables.

Innovations on fabrication of ferrocement doors and rainwater storage are described in details. According to Mr. Baetens and Mr. Guigan a ferrocement door could become an alternative for a wooden door for urban as well as for rural houses. The cost of a ferrocement door is approximately US$10/m2

• The ferrocement consultants from Singapore propose a simple construction tech­nique for ferrocement water tanks suitable for rainwater collection in devel­oping countries. The design and construction of 5 m3 and 16 m3 tanks are discussed in details.

Advances in research on large span bamboo ferrocement elements for flooring and roofing are reported by Dr. Vi jay Raj. The study results indicated that large span bamboo ferrocement elements of 1.6 m x 1.3 m of thickness 30 mm and 40 mm meet the serviceability criteria of the Bureau of Indian Standards for most loading and support conditions.

The quality of the contributions to this issue indicated the interest generated on ferrocement. The papers publish in the Journal serves as an essential update on the current research on this technology.

The Editor

iii

Journal of Ferroeemenl: Vol. 20, No. 4, October 1990 349

Ductility of Ferrocement Beamst

P. Balaguru+, S.P. Shah•• and R.K. Narahari•

A simple analytical Tn()del is proposed lo study the ductility of ferrocemenl subjected lo flexural loading. The curvatures al failure, obtained using the Tn()del are compared with experimental results. A parametric study was conducted lo estimate the influence of: volume fraction of reinforcement, type of distribution of reinforcement, fracture strain of reinforcement and the thickness of the beam. The results indicate that fracture strain, and thickness of the beam affect the curvature at failure (or ductility) Tri() re than the other variables.

INTRODUCTION

The strength aspect of ferrocement beams have been studied by a number of investigators (1-4 ). The general consensus is that ferrocement beams can be treated similar to reinforced concrete beams for strength evaluation. The ductility aspect of ferrocement beams has been studied only to a limited extent, even though ductility is extremely important in failures caused by impact and earthquake type (low cycle high amplitude) loads. In certain field applications ferrocement could be subjected to aforementioned type of loads. This paper provides some insight regarding the ductility of ferrocement subjected to flexural loading.

A simple model is proposed to evaluate the curvature at failure, ~u' which is an indicator of ductility. The results obtained using the model are compared with the experimental results. The model is also used to perform a parametric study involving the variables that affect the ductility.

ANALYTICAL MODEL: DESCRIPTION

The proposed model is based on an assumption that the beam failure occurs when the strain in extreme tension layer reinforcement reaches its fracture strain. The other possible modes of failure are: by crushing of concrete, or by failure of compression steel. Fracture strain of steel is much higher than crushing strain of concrete and hence failure of compression steel is not possible before crushing of concrete. Since most ferrocement beams contain equal amount of compression and tension steel, in most if not all cases, failure occurs by fracture of tension steel. Therefore, in all cases, the failure mode is assumed to be by fracture of extreme tension layer steel. The maximum sµ-ains in mortar at failure seem to be around 0.004 mm/mm, supporting the above hypothesis.

The model is also based on the following well established assumptions:

* The contribution of mortar in the compression zone can be represented by an equivalent rectangular stress block.

t Reprinted with permission from Ferrocement : Applications and Progress, Proceedings of the 1bird International Symposiwn on Ferrocement (8-10 December 1988), Roorkee, India

• Professor of Civil Engineering, Rutgers, The State University, New Jersey, U.S.A.

" Professor of Civil Engineering, Northwestern University, Illinois, U.S.A.

• Graduate Student, Department of Civil Engineering, Rutgers, The State University, New Jersey, U.S.A.

350 Jo11rnal of Ferrocemi!nl: Vol. 20, No. 4, October 1990

* The tensile strength contribution of mortar at ultimate load can be neglected.

* The strain distribution across the thickness of the beam is linear.

* The behavior of steel wire meshes can be idealized to elastic-perfectly plastic behavior.

The following computation steps present the gist of the model. The calculations can be done using a small size computer or a programmable calculator. Fig. 1 presents the sequence of calculations in a flow chart form.

* Assume a fracture strain forreinforcement. For steel meshes, this strain could vary from 0.01 mm/mn to 0.02 mm/mm depending on whether the meshes are woven or welded, spacing of wires,

START

Input beam dimensions

Input the reinforcement Details No. of layers

Location of each layer Area of each layer

Assume neutral axis depth, C; And fracture strain of steel, fsu

Compute strains in all steel layers and at the extreme compression

fibre of concrete

Usino the strains compute the stresses in steel and concrete

Compute the total compressive Cc ,

and tensile forces C5 across the thickness

Adjust No----£

N.A. C

Yes

Calculate the moment capacity and curvature

Print : Max strain in cone., C, Mu , 0u

STOP

Fig. l. Flow chart of sequence of calculations for computing moment and curvature at failure.

, Journal of Ferrocement: Vol. 20, No. 4, October 1990 351

type of manufacture and type of cut (i.e., parallel or perpendicular to the wire mesh roll) [5]. The authors recommend an average value of 0.015 mm/mm for wire meshes cut longitudinally, with wire spacing of 13 mm or higher. For 6mm wire spacing 0.010 mm/mm seem to be more appropri­ate.

* Assume a depth of neutral axis, c. Using a linear strain distribution, the fracture strain, E and c, compute the strains, stresses and forces in various layers of wire reinforcement and the force contribution of matrix. In most cases the strain in the extreme compression layer will be greater than 0.002 mm/mm and hence rectangular stress block assumption can be used for computing compres­sive force contribution of mortar. However if the strains are less than 0.0015mm/mm the behaviour of mortar might have to be assumed as linearly elastic, resulting in the triangular stress distribution.

After computing the forces in the reinforcement layers and mortar, compare the compression and tension forces for equilibrium. If they are not equal, adjust the depth of neutral axis, up or down, to obtain the force equilibrium.

* Use the depth of neutral axis at equilibrium to compute the forces and moments.

* The curvature at failure,<!>. can be written as: (Fig.2.)

f--- b - - ~-----1 ft

Cross section Strain diagram

Mortar Reinforcement

stress and force diagrams

Fig. 2. Distribution of strains, stresses and forces.

- £.ii <!>u--C

where Ecu is the strain in the extreme compression layer and c is the depth of neutral axis

(1)

Note that the strain E is computed using an assumed fracture strain, E at the extreme tension ~ cu w

EVALUATION OF THE ANALYTICAL MODEL

The model was evaluated using the experimental results. The following are the pertinent details of the experimental program.

Number of specimens and details: five beams with 4, 6, 8, 12 and 20 layers of steel with beam thickness 20 mm, 40 mm, 60 mm, 80 mm and 100 mm respectively for welded wire mesh (wire and spacing 12.7 mm) and five beams with 6, 9, 12, 18 and 30 layers of steel with beam thickness 20 mm, 40 mm, 60 mm, 80 mm and 100 mm respectively for wovem wire mesh (wire spacing 8.Smm).

Cube strength of mortar: 29.9 MPa.

352 Journal of Ferrocement: Vol. 20, No. 4, October 1990

Young's modulus of wire mesh: 2 x 1()5 MPa for welded mesh, 1.38 x 1()5 MPa for woven mesh.

Yield strength of wire mesh: 410 MPa for welded mesh and 385 MPa for woven mesh.

Using a computer program developed, based on the algorithm presented in the previous

section, all the beams were analyzed to obtain the ultimate moment and the curvature at failure, <I> • The computed and experimental curvatures are compared in Fig.3. Based on the results reported by Nanni and Zollo [5], fracture strains of 0.02 mm/mm and O.oI mm/mm were assumed for half welded (wire spacing 12.7 mm) and quarter woven (wire spacing 8.5 mm) meshes respectively. It can be seen from Fig.3, that the model provides acceptable results. Once the model was validated, a parametric study was conducted to evaluate the influence of various parameters on ductility.

The authors would like to note that a more accurate analysis could be done using the experi­mental stress-strain curves of mortar and steel meshes, based on the strength model presented in Ref.2.

• - Welded mesh • 1.2

t:>. - Woven mesh

'.'.'.:J45°

1.0

E • ~ c 0.8 c 'O ~

"' c • u 0.6 ~ c c <[ • "' . 0.4

" 6l "' • 0.2 "'

0.2 0.4 0.6 0.8 1.0 1.2

0u Experimental, radians /m

Fig. 3 Comparison of experimental and analytical curvatures.

PARAME1RIC STUDY

The variables investigated in parametric study were: (i) fracture strain of reinforcement, (ii) beam thickness, (iii) reinforcement ratios, and (iv) type of distribution. The results are presented in Figs. 4, 5 and 6. The fracture strain was assumed to be 0.015 mm/mm for graps presented in Figs. 5 and6.

The following observations can be made based on Figs. 4, 5 and 6.

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

E ...... II)

c

1.2

1.0

:5 0.8 ~

:::> s ~ 0.6 ~ :::>

c ~ :::>

(.) 0.4

0.2

0.010

0.8

E 0.7 ...... ., c 0 'O ~ 0.6

:::>

Q 0.5

~ :::>

c ~ 0.4 :::> u

0.3

0.2

0.012 0.014

4 layers (20 WL 4}

20 mm

Vol. fraction of mesh : 3.62 %

Vol. fraction of mesh : 3.62 %

Beam thickness : 100 mm

20 layers ( 100 WL 20)

0.014 0.018 0.020

Fracture strain of me.sh, mm /mm

Fig. 4. Fracture strain vs. ultimate curvature.

mm

25 50 75

1.0 1.5 2.0 2.5 3.0 3.5 Beam thickness, inches

Fig. 5. Curvature vs. beam thickness: uniformly distributed reinforcement.

353

354

0.8

~ 0.7

"' c: 0 'O ~ 0.6

0.5 ~ :::i

0 ~ 0.4 :::i u

0.3

0.2

25

1.0

Journal of Ferrocement: Vol. 20, No. 4, October 1990

50

4 layers

6 layers

mm

75

1.5 2.0 2.5 3.0 Beam thickness , inches

3.5

Fig. 6. Cwvature vs. beam thickness: reinforcement at top and bottom.

- Variation of ultimate curvature with respect to fracture strain is linear.

- Fracture strain and beam thickness influence the failure curvature (ductility) to a consider-able extent.

- The number of layers of reinforcement, if more than or equal to 4, has less influence on failure curvature.

- The type of distribution of reinforcement namely; uniform versus on top and bottom has very little effect on failure curvature. Here again, the eight (8) results are based on 4 or more layers of reinforcement and relatively thin beams as compared to normal reinforced concrete beams.

CONCLUSIONS

Based on the results of this study, the following conclusions can be drawn.

- The proposed model accurately estimates the curvature at failure and hence the ductility of ferrocement beams.

- The curvature at failure decreases considerably for thicker beams. Since ferrocement is normally used in thin sections, ferrocement structural components can be expected to be highly ductile.

- The other variable that influence ductility considerably is the fracture strain. Reinforcement ratio (for beams with more than 4 layers) and type of reinforcement distribution affects the ductility only to a small extent.

REFERENCES

1. ACI Committee 549. 1988. Design, construction and repair of ferrocement. ACI Structural Journal 85(37):325-351.

Joiunal of Ferrocement: Vol. 20, No. 4, October 1990 355

2. Balaguru, P.; Narunan, A.E.; and Shah, S.P. 1977. Analysis and behavior of ferrocement in flexure. Proceedings, ASCE Structures Division. 103(10): 1937-1951.

3. Logan, D., and Shah, S.P. 1973. Moment capacity and cracking behavior of ferrocement in flexure. Journal of ACI 70(21): 799-804

4. Mansur, M.A., and Paramasivam, P.1986. Cracking behavior and ultimate strength of ferroce­ment in flexure. Journal of Ferrocement 16(4): 405-415.

5. Nanni, A., and Zollo, R.F. 1987. Behavior of ferrocement reinforcement in tension. ACI Materials Journal. 84(4): 273-277.

JourNJ/ of Ferrocemenl: Vol. 20, No. 4, October 1990 357

Fabrication and Specifications of Ferrocement Doors

T. Baetens• and G. Guigan•

Aferrocement door is easy to make, strong and durable, water resistant and requires very little maintenance. The cost price (labour + materials) for a ferrocement door is approximately US$10!m2. This can vary from place to place. Auroville Building Centre, a unit of the Centre for Scientific Research (CSR), has been developing and testing doors made out of ferrocement since 1986. The following document gives a detailed description of the manufacturing process of ferrocement doors, the materials and tools needed and details for fixing the hinges and locking arrangement.

IN1RODUCTION

When saving trees becomes an internationally and nationally acclaimed password, looking for alternatives or substitutes to wood products is as important and necessary as reafforestation or conserving forests. With the increasing cost price of wood, it will be necessary to come up with alternatives to wood products (for urban and rural use) in order to ease the pressure on the remaining tree population and bridge the time gap for new plantations to get established and be in full commercial operation.

The following two facts illustrate the potential of ferrocement doors:

- While comparing cost figures for standard wooden doors (2.00 m x 0.90 m) for a low-cost housing scheme executed in our local area, the manufacturing of 2,000 ordinary standard doors in "country" wood would have cost US$73,300. To manufacture the same number of doors in ferrocement an amount of US$ 49,300 would be required. Apart from saving US$24,000 and the saving of about 167 m3 of wood, the beneficiaries would have received a better and durable product for a lesser price.

- In 1988, according to a senior engineer responsible for the housing facilities of BHEL, a company in Hyderabad (India), his company spends yearly more than US$80,000 to replace or maintain the wooden doors and window shutters of the employees' houses. This figure reflects the huge expenses involved in maintaining wooden doors, frames and windows in many other big housing complexes.

These two examples, shows the saving that could be made either in production or in mainte­nance costs by using ferrocement doors. These indicate the real potential of fcrrocement doors as replacement product for wooden doors. Considering this potential, its is important to identify the advantages and disadvantages of the use of ferrocement doors.

The advantages of ferrocement doors are:

- The materials required are commonly available.

- Manufacturing techniques can be taught to semi-skilled labor.

•Auroville Building Centre, Auroshilpam, Auroville - 605 101, India.

358 Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

- Only manual labor is involved in manufacturing the basic ferrocement door panels.

- Ferrocement doors are strong, durable, fireproof, waterproof, termite resistant and easy to repair.

- Ferrocement doors can be made on any flat surface with ordinary mason tools and are easy to transport and install.

- A broken ferrocement door can easily be repaired.

The disadvantages of ferrocement doors are :

- The weight of a ferrocement door of 12 mm thickness is approximately 30 kg/m2 (wooden doors weigh approximately 18 kg/m2).

- The hinges and locks have to be installed afterwards which necessitates the use of a powered hand drill and masonry drill bits of various diameters.

- Although it is possible to conceal the hinges, the lock still has to be surface mounted due to the thickness of the door panel, this limits the choice of lock.

- After the casting and initial curing are completed care and some experience are required to avoid breaking the thin panel while lifting it off from the casting surface.

- Extra consumption of cement, whose manufacturing process currently causes air pollution.

MANUFACTURING PROCESS

Manufacturing Aids and Tools for Ferrocement Doors

Prepare the following:

A flat and smooth casting surface. (i.e. a concrete slab), preferably situated in a shaded area. There should be no small holes or cracks in the platform.

Shuttering oil or waste engine oil and paint brush.

A masonry trowel of medium size.

A square rammer.

A wiremesh cutter.

A mixing pan.

A string with some chalk powder or paint for marking the dimensions.

Two wooden or aluminium guides or rulers (screeds) cooresponding with the exact re­quired door thickness (which for us is 12 mm).

A binding hook.

Mesh Preparation

1. Use hexagonal 12 mm x 0.71 mm (22 gauge) galvanized iron (GI) "Chicken mesh" as reinforcement. Use rolls of either 0.90 m or 1.20 m width.

2. With the help of a string dipped in some water based paint, mark the door size on the casting platform. Take care to obtain right angle comers. (Fig.I)

3. Cut four separate strips of mesh off with a wiremesh cutter to the door size plus 100 mm all

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990 359

Fig. I. Marking of the door sire on a casting platform. Fig. 2. Mesh preparation.

t Fig. 3. Folding of the mesh.

around. Flattened separately on the floor using the square rammer.

4. Then lay four separate layers of wiremesh on top of each other in alternate layers at right angles to one another (Fig.2). Fold the mesh projecting beyond the door marking so that the final mesh size is 10 mm less all around than the actual door size. This is to allow for cement cover. As an aid for folding the mesh use an aluminium or timber straight edge (Fig.3).

5. Correctly bound together the 4 layers with binding wire and lightly flattened the whole steelmat again with the help of a square rammer (Fig.4-6).

A standard door size of 2.00 m x 0.90 m. needs 3 kg of hexagonal 12 mm x 0.71 mm (22 G) wire mesh (4 layers) and 200 g of binding wire. Assuming mesh roll of 0.90 m wide the following sizes will be required: first layer-one of2.20m x 0.9m; second layer- two of 1.10 m x 0.90 m, this is to be placed at right angles to the first layer, third layer- same as first layer and fourth layer same as second layer.

360 Jo11TMI of Ft"ocemenJ: Vol. 20, No. 4, October 1990

Fig. 4. Binding of the stecl mat.

Casting Procedure

1. Oil the portion of the casling platfonn lo be used with a paint brush to ensure easy dcmoulding. Use waste engine oil for this purpose. (Fig.7).

2. Mix the amount of sand, cement and water on a clean surface nearby or even better in a mixing val

Mixing ratios are very important and should be strictly followed. The water: cement: sand (W:C:S) ratio for ferrocement doors is 0.40:1:1.5 by weighL Sand and cement are first evenly mixed, the required quantity of water is added afterwards. e.g.: for a door of 2.00 m x 0.90 m of 12 mm thickness, the approximate amount of water, cement and sand are 8.1 liter 20.0 kg, and 30.0 kg, (dry), respectively.

3. Spread a fine layer of mortar over the oiled surface. The thickness should not be more then 5 mm. (Fig.8).

4. Softly press the steclmat onto the spread out mortar layer, care must be taken to posilion it correctly. Place two wooden or aluminium rulers along the two longest sides of the door to facilitate the filling up of the second layer of mortar and to stay within the exact dimensions of the door (Fig.9).

5. Then spread the second and last layer of mortar over the steelmat, using the two rulers as a guiding level for the appropriate dimensions and also the final thickness of the door. (Fig. 9).

6. Obtain a smooth finish by sprinkling a handful of cement and rubbing it in with a mason's trowel in a circular manner.

Special care is taken to finish the top, sides and edges of the door neatly (Fig. 10-11). The average thickness of a ferrocement door should be around 12 mm. The rulers have a similar dimension which helps in maintaining this thickness. Vibration is not required.

7. Leave the finished door untouched until the next day (about 12 hours). Precaution has to be taken to make sure that nobody steps on it. If needed, lay a plastic cover over it to give some protection against the hot sun.

Curing Procedure

Curing is a necessary phase in order lo obtain a properly manufactured ferrocement product

Journal cf Ferr<>etfl'U!nt: Vol. 20, No. 4, October 1990 361

Fig. S. Folded edge detail. Fig. 6. Ramming of the steel mat.

- ' I

Fig. 7. Oiling the casting area. Fig. 8. Applying the first mortar layer.

Fig. 9. Placing of the steel mat and applying second mortar layer

362 Journal of F~"octmefll: Vol. 20, No. 4, Octo~r 1990

Since the ferrocement units are usually much thinner than normal concrel.C products, a properly carried out curing ~edure is even more important.

Curing is the action by which the water trapped in the freshly cast sr:ructure is released slowly over a period of time. This should take place slowly in order to prevent cracks which would weaken the product. For this purpose, leave the freshly cast door in place on the casting platform. Then spread a sand or coirdust layer evenly over the door and sprinkle water several times a day and never allow to dry out. The sand or coir dust should be kept moist for about 15 to 21 days.

One can also demould from the casting platform aft.er two days and cure elsewhere.

DEMOULDING PROCESS

After a minimum of 20 days, the curing Lime for a ferrocement door is over and the mortar mixture has attained its full sr:ructural strength.

For demoulding the ferrocemcnt door, carefully insert a large mason's trowel under one of the long sides of the door and move it slowly under the whole length of the door to separal.C the ferrocement plate softly from the casting platform. The oil ensures that no bond has taken place with the mortar during the casting and curing period.

Once the ferrocement door panel is loosened, two or three person could quickly lift it up on one of its long sides (Fig.13). The door is now ready for the filling and locks.

ASSEMBLING AND FINAL PHASE

Use 300 mm to 460 mm (18 in.) steel T-hinges, tower bolts, aldrops and rim locks. For a door of 2.00 m x 0.90 m, use three T-hinges of 460 mm (18 in.) to hang the door dircclly on to a brickwall, a pillar or even a wooden frame. The holes should be premarked for hinges and locks. Use an electric power drill with a small diameter masonry drill bit to drill the required holes. Afterwards use a bigger size masonry drill to enlarge the holes to the required size (Fig.14). Attach the three hinges with bolts, nuts and washers. Fit tower bolts, aldrops and rim locks in the same way.

For making a keyhole several holes are drilled next to each other until the appropriate size for the key hole is obtained.

PAINTING, INSTALLATION AND MAINTENANCE

Where appearance is important, a smooth finishing of the two surfaces is recommended. Remove hinges, handles and locks for this purpose. Prepare a mastic paste made from chalk powder and white cement primer paint and apply on the two surfaces. After Lhe mastic has dried, sandpaper the door properly for the final paint coats.

Ferrocement doors can be installed without door frames. Fix hinges with plugs in a brick pillar of wall. Add a cement border afterwards to act as a door rebate. It is even possible to install a f errocement door inside an existing wooden doorframe, provided a carpenter makes the necessary adjustments on the frame for fitting the hinges.

Ferrocement doors need extra handling care. Stack properly after curing so that they do not slide down. During installation, avoid circumstances where they might be dropped or topple over. Transport is best done by placing them upwards on Lhe largest side against each other.

lOfUnal of FemxemenJ: Vol. 20, No. 4, October 1990

Fig. 10. Striking off the excess mon.ar.

Fig. 12. Curing with a wet sand layer.

Fig. 14. Fixing the door hinges.

363

Fig. 11. F"utlshing the ferrocement door edges and polishing the surface area.

Fig. 13. Lifting the door panel off the casting platform.

364 /011Tnal of Fe"ocUNnl: Vol. 20, No. 4, Oc1ober 1990

If breakage occws, repair the ferrocement door by removing cement around the cracks. Then clean the exposed wiremesh properly with a wire brush and place the door on a Oat surface, then cement the cracks with normal mortar mixture.

Cu.re the repaired section for the required number of days. A repaired ferrocement door is as strong as the original one.

Table I Summary of Technical Details for Ferrocement Doors

Size

Thickness

Weight

Reinforcement

W:C:S:ratio

Curing time

Labor

Preparation of steel mat Casting Total

height= up to 2.50 m width = up to 1.50 m

minimum = 8 mm maximum = 12 mm

maximum average = 30 kg/m1

4 layers of 12 mm x 0.71 mm (22 G) mesh. 200 g of binding wire.

W = 0.40 (for 12mm thickness per m2 = 4.5 liter) C = I (for I 2mm thickness per m1 = 11.1 kg) S = 1.5 (for 12mm thickness per m1 = 16.6 kg)

2.5 to 3 weeks

I bar bender + 1 helper 1 mason +I helper 1 mason + 1 helper

: 2 hour/m1•

: 2 hour/m1.

: 4 hour/m2•

Cost price: not exceeding US$10 per m1 (excluding the fittings)

DEVELOPMENT AND APPLICATIONS

The construction technique discussed is for the most simple form of ferrocement doors (Table 1). Once this technique is mastered, several improvements can be undertaken such as:

- Commercial plasticizer can be used to augment the workability of the mortar mix and to reduce the water content thus enhancing the mortar strength.

- Do away with visible hinges. A technique for incorporating plate hinges in the ferrocement door was developed at the Auroville Building Centre.

- If a micro-enterprise is envisaged in the manufacture of ferrocement doors, speed up produc-

JowMl of Fe"ocemznJ: Vol. 20, No. 4, October 1990 365

lion by using a plate vibraior IO casL Lhe doors. This would reduce the manufacturing Lime, allow for a larger production and ensure a better finished product. A small plate vibraior for this purpose is presently being tested al Lhe Auroville Building Centre.

- Lastly, cure in a natural way by using solar energy with a system of curing dishes and curing hoods. These are being used at CSR - Biogas Technology for the manufacLurc of ferrocement biogas plants and water Lanks. Another improved way of curing is by using sLeam. Doors could be cured and ready wilhin a few days employing this technique.

FerrocemenL doors can be used in a variety of applications:

- They can replace steel doors in induslrial settings and low-cost wooden doors for housing projects because of their strength, durability and economy.

- They can replace asbestos panel doors in bathrooms, because they are waterproof and do not pose health or environmental hazards.

- They can be used as balcony or back doors because of their durability, safety, waterproof and non-warping qualities.

- They can be used as double doors for larger openings.

- They can be manufactured in different shapes and styles for differenL applications and can be decorated with plaster of Paris ornaments for a superb finish.

CONCLUSIONS

A ferrocement door could become an alternative for a wooden door. What makes it attractive is that it can fulfill the needs of urban as well as rural houses and other buildings.

The use of the above described technique is not restricted to doors alone; it can also be used IO produce window shulters, small shelves, covers for water tanks, fixed louvers, and other similar structures.

ACKNOWLEDGEMENTS

The extensive research and application work done in ferrocemem technology for CSR by Mr. Uli Hauser from West Germany is hereby acknowledged and appreciated.

REFERENCE

l. Paul, B.K., and Pama, R.P. 1978. FerrocemenL Bangkok: International Fcrroccment In­formation Center.

2. Robles-Austriaco, L. et al. editor. 1985. Proceedings of the Second International Sympo­sium on Ferrocement. Bangkok: International Ferrocement Information Center.

3. Kaushik, S.K. and Gupta. V.K. 1988. Proceedings of the Third International Symposium on Ferrocemenl. Roorkee: Civil Engineering Department, University of Roorkee.

4. Baetens, T., and Hauser, U. 1988. Ferrocement biogas application. In the Proceedings of the Third International Symposium on Ferrocement, 175-180. Roorkee: Civil Engineering Department, University of Roorkcc.

Journal of Ftrrocemtnt: Vol. 20, No. 4 , Oc1o~r 1990 367

Large Span Bamboo Ferrocement Elements for Flooring and Roofing Purposes

Vljay Raj*

As a part of on-going investigations for utilization of bamboo grid inferrocement, the develop­ment of large span bambooferrocement (BFC) elements for flooring and roofing was undertaken. The study on BFC elements of size 1.6 mx13 m and of varying thickness (30 mm and 40 mm) indicates that these elements meet the serviceability criteria laid down in the Bureau of Indian Standards.for most of the cases of loading and support conditions.

A theoretical analysis by the orthotropic plate theory, using the.finite element approach, was carried out to predict the structural behavior of BFC elements; and the computed load deflection curves were compared with experimental ones, to a known degree of accuracy.

Based from the results of this investigation and considering BFC slab costing, the use of ferrocement slabs is recommended/or flooring and roofing in low cost housing program.

LIST OF SYMBOLS

Em = Modulus of elasticity of mortar Vm = Volume fraction of mortar Gm = Modulus of rigidity of mortar

~ = Modulus of elasticity of wire mesh = Volume fraction of wiremesh I

INTRODUCTION

G1 = Modulus of rigidity ofwiremesh Eb = Modulus of elasticity of bamboo mesh Vb = Volume fraction of bamboo mesh Cb = Modulus of rigidity of bamboo mesh

Bamboo fcrrocement (BFC) is a composite obtained by replacing the skeletal steel grid in ferrocement by bamboo grid. It was established [1] that BFC slabs upto an effective span of 1.5 m can be constructed for use in residential public buildings. This paper reports the construction, testing and theoretical analysis of large span BFC elements.

CONSTRUCTION AND TESTING

Constructjon

The bamboo ferrocement slab was 1.6 m x l .3 m in size and 1.6 min length. The length selected allows for a bearing of 100 mm (50 mm on each end) and an effective span of 1.5 m. The effective width of the slab was kept similarly to 1.2 m. This was reduced to make the slab less bulky and easy to handle. The thickness of the BFC slab was kept Lo 30 mm lo attain a serviceability limit, span/deflection ratio, of I 50 [l). The Bureau of Indian Standards [2] prescribes the span/deflection ratios as 250 and 350 for buildings with or with out partitions respectively, along with a few other conditions. The span/deflection ratio for ribbed ferrocemenL element was suggested as 200 by Kaushik

•Assistant Professor, Depanmcnt of Civil Engineering, Madan Mohan Malaviya Engioccring College, Gorakhpur-273010, India.

368 JourNJ/ of Ft"ocUMnt: Vol. 20, No. 4, Octobtr 1990

et al. [3]. As such, with a view to improve the serviceability limit, it was also decided to test BFC elements of 40 mm thickness in addition to the 30mm thick slabs. Increase in thickness was achieved by using bamboo strips of 8 mm to 10 mm. The reinforcement cage is shown in Fig.I.

The size and designation of the two set of slabs so cast, are shown in Table 1, other constituent details of the slabs are given in Table 2.

Table 1 Size and Designation of B F C slabs.

Size of slabs (mm) Thickness/width Designation bamboo strips

length width thickness

S10 1600 1300 30 6mm

s40 1600 1300 40 8- IOmm

Table 2 Constituent Details of B F C Slabs

Constituent I Properties

Chicken wiremesh

Volume fraction of wiremesh

Volume fraction of bamboo grid

Bamboo species

Cube crushing strength of monar Tangent modulus of monar

Modulus of elasticity of bamboo

Ultimate tensile strength of bamboo strips

Yield strength of wiremesh

Ultimate strength of wiremesh

Modulus of elasticity of wiremesh

TESTING

Details

20g

0.008

0.0356

Dendrocalamus strictus

21 MPa

2.6x104 MPa

l.8x104 MPa

170MPa

301 (approx.) MPa

523 (approx.) MPa

78.48 x I 03MPa

Both set of slabs were tested for flexure by supporting them on two/four sides, under monotoni­cally increasing uniformly distributed load (UDL). The size of slabs being large, UDL was applied through sand filled gunny bags. The deflections were measured at the middle and quarter points. The position of dial gauges is as shown in Fig.2

J011Tnal of Ferrocement: Vol. 20, No. 4, October 1990 369

( 400 )

j 1 I I : I

~ ---~---r ---(f)---

----:---4r---+---- ~ ---4---~---l1---- tl

I I I IO I I I C\I

I I I "'

Fig. 1. Reinforcement for BFC units. Fig. 2. Dial gauge positions.

EXPERIMENT AL RESULTS

The load-deflection curves for the two set of slabs in the elastic range, are shown in Figs. 3 and 4. The significant data obtained from the curves is shown in Table 3.

Type of building

components

Roof of all

buildings

Floor of

residential

buildings

Floor of public

building

Table 3 Load Deflection Curve Data for BFC Slabs

Type of slab

s30 S.o s.o

s30 s.o

Load (kN/m2)

Service Limit load load

1.5 1.5 1.5

2.0 2.0 2.0

5.0 5.0

2.25 2.25 2.25

3.0 3.0 3.0

7.5 7.5

Central deflection

(mm)

2.6 1.1

3.5

3.6 1.6 4.7

9.0 4.0

Effective span (mm)

1500 1500 1500

1500 1500 1500

1500 1500

Span/ Boundary deflection condition

577 All side

1364 supported

428 Two sides

supported

416 All sides

937 supported

319 Two sides supported

166 All sides

375 supported

370

12

10

8

0 11 I !

4 --·-\ iS±!-4"..'JOf;b

~ s. o -0---0- S 3 0

0 2 4 6 8 10 Centro! dellecrion (mm) ( b )

Fig. 3. Load-deflection curves for S,0

and S,0•

DISCUSSION

Journal of Pt rrocem.ent: Vol. 20 , No. 4, Octobtr 1990

5

4 .

N- 3 E ..... z .. ..J 0 ::>

2

2 4 6 8 Central da flaclion ( b) (mm)

Fig. 4. Load - Deflection Curve for S,0 BFC Slab supported on 1wo opposile sides.

It may be noted from Fig.3 and Table 3, that at a service load of 5 kN/m2 the span/deflection ratio for the S30 and S40 set of slabs are 166 and 375 respectively. As per the code [2] the service loads on floors and roofs of residential buildings are 2 k:N/m1 and 1.5 kN/m2 respectively and the span deflection ratio for these cases are 416 and 577 for S

30 and 937 and 1364 for S40 slabs respectively.

Thus for the S40 slab, span/deflection ratios are within the prescribed serviceability limit of the code [2] for all cases discussed, while the

530 slabs satisfy the serviceability criteria for loads on

residential buildings only i.e. service loads of 2 kN/m2 and 1.5 kN/m2•

In case, the slabs are supported on two shorter sides, only the S40 slab satisfies the serviceability criteria for loads on residential buildings. The results for S» slab for this case fall outside the prescribed limits.

TIIEORETICAL ANALYSIS BY FINITE ELEMENTS METHOD

The limit analysis of ferrocement thin slab and of ribbed ferrocement elements based on orthotropic plate theory has been presented by Kaushik et al. [4,3). The BFC slab elements was analysed by the orthotropic plate theory proposed by Mindlin (5). This theory has been used for analysis of ferrocement plates by Ganga (6). The salient features of this theory are shown in Figs. 5 and 6.

Formulation of equations for Mindlio's plate theory in which the transverse displacement of the mid·plane [w] and the relations of lines initially normal to the mid·planc (8, OJ which are treated as independent variables, is considered. The transverse shear deformations are sllown in Fig.5 and the average rotations 'P,. and <p

1 are expressed as

Jownal of Ferrocement: Vol. 20, No. 4, October 1990 371

y

My • My,y dy Qy + Oy,y dy

Fig. 5. Shear deformations. Fig. 6. Moments and shears per unit length.

<p = w - 8 and <p = w. - 8, x ,% x ' ..,

(1.1)

The in-plane strains are given by:

and

where

as

e =u =-z8 ,e =V =-z8 % % ""' ' " '"

r. =-(u + v')=z(8 + 8) 1tJ " %o1 '

e% = strain in the x-direction e, = strain in the y-direction r. - shear strain u"' : deflection in the x -direction v = deflection in they-direction

(1.2)

(1.3)

z = displacement of the element of the plate at a distance z from the middle surface in the z-d.irection.

The equilibrium of the plate element is shown in Fig. 6, the vertical equilibrium is expressed

-q (x,y) = Q""' + Q,.,. (1.4)

While the moment equilibrium about the x-axis is

Q =M -M . ' '" "'"'

(1.5)

Similarly, moment equilibrium about the y-axis is given by:

Q =M -M . % ""' "'"

(1.6)

x

372 Journal of Ferrocem£nt: Vol. 20, No. 4, October 1990

These three first order differential equations of equilibrium can be combined to give a second order equation relating moments to load intensity. Eq. ( 1.5) is differentiated with respect toy, Eq. ( 1.6) is differentiated with respect to x, and the results substituted into Eq. (1.4) to give:

where

-q (x,y) = Mx.x:r - 2 M1C'J.xJ +Mm (2)

q = lateral loading on the plate expressed in terms of x and y

Q",Q' = shear forces per-unit length of sections of a plate acting as shown in Fig. 6

M ",M' = bending moments per unit length of sections of a plate perpendicular to x and y axes, respectively

M"' = twisting moment per unit length of section.

The constitutive equations for a plate with orthotropic material properties with the (x,y ) axes positioned parallel to the material property axes are

{M} = [D1

] {91

} (3)

and { Q'} = [D,] { 'P, }

where {M )T =[MM M ] "' J, "'

{Q v = [Q Q ] "· J

[ D, D, 0 l [D1] = D 1 D1 0

0 0 Dxy

[Dsl = r ~"s:] { 9 v = [-9 - 9 9 + 9 ]

I ""' J.J "" '"'

{ <p V = [w - 9 w - 9] I ,X .z iJ J

3

Dx= Ext

12 (1-V;iyVy.J

3

D,= E1 t

12 (1-v;iyv,.J

Journal of Ferrocement: Vol. 20, No. 4, October 1990

3

D:xy = G:xyt 2

D = v D I ry x

E"' = modulus of elasticity in x-direction (longitudanal)

E, = modulus of elasticity in y-direction (transverse)

G ry = modulus of rigidity

= thickness of the plate and v and v are Poisson's ratios. ry JX

373

The differential equations of plate bending are obtained by combining the equilibrium and constitutive equations. Eqs. (3) are differentiated and substituted into Eq. (2.)

FINIIB ELEMENT

The finite element used in the above analysis is the' HEIBRORSIS' element. The details of which have been presented by Hughes et al, [7]. The BFC slab is divided into the requisite number of finite elements, depending upon the desired accuracy.

ANALYSIS

Using the above referred plate bending equation and the finite element, the analysis is performed by the standard procedures of the finite elements method [8]. The entire analysis has been programmed in FORTRAN 77. To generate the flexural and shear element stiffness matrices, the modulii of elasticity E and E and the shear modulus G in the elastic range have been calculated by

J: J ry

the law of mixtures as follows:

G:xy

= V_E,,. + VftEt + VbxEb

= V,,.,E,,. +V"E1.+Vb,Eb

The other input data required in the program for analysis is the Poisson's ratio for wiremesh, mortar and bamboo. These values have been taken as 0.25, 0.15 and 0.00 respectively. Since the bamboos are located at near neutral axis, and more over they can swell as shrink, the estimate of their Poission's ratio as zero is suitable.

With these inputs the analysis is performed for the given loading intensity and boundary conditions.

374 Jo11Tna[ of Ferrocenuml: Vol. 20, No. 4, October 1990

DISCUSSION OF RES UL TS

The output from the program consists of displacements and rotations at nodal points of each element. Thus, by a proper choice of the size/number of finite elements, the deflection at any desired point, and consequently the deflected shape of the slab can be predicted to a known degree of accuracy. Having thus determined the maximum deflection at the critical point in the slab. For a given span and loading, the span/deflection ratio can be calculated. The output also gives the bending moment, the twisting moment and the shear forces. Thus, moment curvature curves can also be plotted.

For the purpose of comparison, the UDL versus central deflection curves for the S40 series slab were computed by the finite element model [9] for different boll(ldary conditions, viz., (a) all four sides supported (Fig. 7) and (b) two opposite shorter sides supported (Fig. 8).

The comparison of theoretical and experimental results is presented in Fig.8 in the elastic range. The maximum deviation of theoretical results from the experimental values was 13%. These theoretical results have been obtained by subdividing the BFC slab into six finite elements. The accuracy of theoretical prediction depends on how finely the slab is divided. If larger number of finite elements are selected, the accuracy can be improved further.

2 4 6

Central deflection (mm) ( /) )

8

--o--<>--0- Theoretical

~ Experimental

Fig. 7. Central deflection (mm) (5)

CONCLUSION

4

;; 3 E

' z ~

_J 2 0 ::>

f!'..!_~_*.9-¥ ~ f, (--1600~ ~

--0--0---0- THEORETICAL

--t:r--b--A- EXPERIMENTAL

2 4 6 8

Central deflection {mm) ( b )

Fig. 8. Comparison of Result for S40

slab supponed on two opposite sides.

Following conclusions can be drawn from the development work, presented in this paper, regarding large span BFC elements.

(a) If the performance of the BFC slab is judged on the basis of the existing serviceability criteria of the code (2) as applicable to reinforced cement concrete, the large span BFC slab (1.6 m x 1.3 m size) should have a thickness of 40 mm to meet the requirements of roofing and flooring elements

Journal of Ferrocement: Vol. 20, No. 4, October 1990 375

of residential buildings, as will as public buildings, carrying a service load upto 5 kN/m2 •

(b) If however, the limits of serviceability i.e. span/deflection ratio are respecified as suggested in earlier works [1,3], then the thickness of 30mm will also be suitable. In any case, for residential buildings only, the 30 mm thick BFC slabs, meet even the existing serviceability limits. This slab should, however, be used supported on all four sides.

(c) Since both the slabs are well within the elastic range, for all the above cases discussed, they remain crack free in service.

The relative cost of bamboo ferrocement slab as compared to ferrocement slab can be calculated on the basis of comparing volume fraction of bamboo skeletal grid with steel skeletal grid. Since bamboo is cheaper than steel in most developing countries, the cost of bamboo ferrocement slab is likely to be less than ferrocement slab. For this research activity, the cost of bamboo ferrocement slab was 70% of the ferrocement slab.

It may be noteworthy to mention that a technology transfer project with the assistance of Council of Science and Technology, Uttar Pradesh, India has been taken up. The project envisages the construction of model of low cost houses utilizing BFC elements, and providing technical assistance to the local population for the construction of such houses.

REFERENCES

1. Vijay Raj. 1989. Development of bamboo based ferrocement roofing element for low cost housing. Journal ofFerrocement 19(4): 331-337.

2. Bureau of Indian Standards. 1983. National Building Code of India. New Delhi: Bureau of Indian Standards.

3. Kaushik, S.K.; Trikha,D.N.; Kotdawala,R.P.; and Sharma, P.C. 1984.Prefabricated ferrocement ribbed elements for low cost housing. Journal ofFerrocement 14(4): 347 -364.

4. Trikha, D.N.; Kaushik, S.K.; and Kotdawala, R.R. 1981. Limit analysis offerrocement thin slabs. Journal ofFerrocement 11(2).111 -126.

5. Mindlin, R.D. 1951. The effect of transverse shear deformation on the bending of elastic plates. Journal of Applied Mechanics 18: 31 -38.

6. Ganga, P.K.V. 1985. Finite Element Analysis ofFerrocement Plates, M. Tech. Thesis. Depart­ment of Civil Engineering, Indian Institute of Technology, Kanpur, India.

7. Hughes, J .R., and Cohen, M. 1978. The Heterorsis finite element for plate bending. Computers and Structures 9 : 445 -450.

8. Bathe, KJ. 1982. Finite Element Procedures in Engineering Analysis. New Jersey: Prentice Hall.

9. Vijay Raj. 1987. Development ofFerrocement Based Bamboo Reinforced Roofing Elements for Rural Housing. Ph.D. Thesis, Avadh University, Faizabad (U.P.) India.

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

Rainwater Storage Using Ferrocement Tanks in Developing Countries

P.Paramasivam,• K.C.G.Ong,• K.H.Tan• and S.L.Lee•

377

The main objective of this paper is to propose a simple construction technique of ferrocement water tanks sui.tablefor rainwater collection in developing countries. Based on an analysis of the water tanks and the test results of the mechanical properties of ferrocement elements, two cylindrical tanks of 5 rrr and 16 m1 were designed, constructed and tested. The test results and the salient features of design and construction are presented.

INlRODUCTION

In the rural areas of many developing countries, there is a scarcity of water for drinking and washing. Traditionally rainwater is collected for such usage therefore there is a need to provide simple and economical storage facilities which can be constructed with unskilled labor. Although steel tanks have been commonly used for this purpose, they have disadvantages such as high cost, rusting and consequent maintenance and limited life-span due to corrosion. The use of reinforced concrete water tanks poses a problem of different nature such as heavier and more massive construction with the requirement of form work. In view of the above, the present study is devoted to the application of ferrocement instead of conventional materials in the construction of cylindrical water tanks.

In recent years, a great deal of interest has been created within the Southeast Asian region on the potential applications of ferrocement in the fields of agriculture, housing and industry. Extensive investigations have been carried out on practically all aspects of the mechanical properties, construc­tion techniques and various possible applications of ferrocement and the basic technical information for the design and construction offerrocement is now fairly well-established [1-4 ]. Since ferrocement has a high tensile strength to weight ratio, it is ideally suitable for the construction of thin-walled structures such as water tanks. Ferrocement tanks of 20 m3 capacity have been in use in New Zealand since the late 1960's [5].

In this study, two ferrocement cylindrical tanks of 5 m3 and 16 m3 capacities were analysed, designed, constructed and tested. The salient features of design considerations, construction tech­niques and test results are discussed.

DESIGN CONSIDERATIONS

The adopted water tank design consists of a cylindrical wall rigidly connected to a circular base plate at the bottom and covered by a truncated conical roof on the top as shown in Fig. I.Two tanks designated as tank A and tank B were analysed using linear elastic theory for thin shells. Each of these tanks has a wall height of 1.8 m; the internal diameters arc 2.0 m and 3.6 m for tank A and tank B

• Department of Civil Engineering, National University of Singapore, Singapore.

378 Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

respectively. Both tanks have a wall thickness of 35 mm whilst the base thicknesses are 35 mm and 50 mm for tank A and tank B respectively. In each case, the roof has a thickness of 25 mm and slope of 1 : 3. An opening of 0.8 m diameter is provided at the center for service requirement.

The analysis was divided into two parts. The first part dealt with the analysis of the cylindrical wall by imposing appropriate boundary conditions on the junction with the base plate. The second part dealt with the analysis of truncated conical roof by considering the compatibility conditions governing the displacement and rotation of the junction between the roof and cylindrical wall. The imposed loads on the roof consist of a uniformly distributed load of 0. 75 kN/m2and a ring load at the top supporting the ring of 0.6 kN/m. The detailed analysis and results are given in references [6] and [7].

The analysis shows that shear force acting on the bottom of the cylindrical wall due to hydrostatic load is maxim um at the base of the tank, with magnitude of 1.21 kN/m and 1. 72 kN/m for tanks A and B respectively. The maximum bendingmomentoccursatadistanceof 120 mm and 180 mm from the base with values of 48.7 Nm/m and 82.6 Nm/m respectively for tanks A and B. On the other hand, the maximum hoop tension occurs at a location distance of 280 mm and 360 mm from the base with magnitudes of 13.6 kN/m and 22.6 kN/m respectively for these tanks. The bending moments at the base of the wall are 11.7 Nm/m and 40.4 Nm/m for tank A and tank B respectively. The bending moment in the meridional direction and the hoop tension at the top of the wall are 53.5 Nm/m and 5.2 kN/m respectively for tank A and 114.6 Nm/m and 14_.2 kN/m respectively for tank B.

For a ferrocement water tank to fulfill its intended function, not only must it be watertight, its structural components must also be proportioned to provide adequate resistance against cracking under service loads. ACI Committee recommends a minimum volume fraction of reinforcement of 1.8% for water retaining structures. On the other hand, from the results of the analysis, it can be concluded that the bending moment and hoop tension are the two main factors which determine the thicknesses and reinforcement for the base, wall and the roof. Thus, for an element subjected to bending moment M and axial force N, the required thickness may be obtained by satisfying the following criterion:

(1)

where Ne and Mc are respectively the tensile force and the bending moment required to cause cracking in the element. They can be obtained from tensile and flexural tests respectively. A safety factor of three has been included in the design criterion.

In view of ACI Committee's recommendation and the design criterion according to Eq. (1), the reinforcement details for tank A and tank B including the details of connections and roof opening were selected as shown in Fig.I. It is noted, however, that the roof section has a volume fraction of reinforcement of 1.4%. This is considered satisfactory as the roof section is not subjected to the requirements of water-tightness. The properties of the constituent materials are shown in Table 1. The mortar mix with a cement-sand-water ratio of 1: 1.5:0.4 was selected in view of its porosity, desired compressive strength and workability [3].

Type 1 ordinary portland cement should be used. Sand used should be clean, hard, strong and free of organic and deleterious substances.

Journal of Ferrocem£nt: Vol. 20, No. 4. October 1990

35

B

E

1 ..

M

800

2000 (Tonk A l ..., 3600 (Tonk B) (All dimension in mm)

M : Welded finemesh , 12.5 x 12.5 mm spacing, wire size 1.22 mm f/J

R : BRC weldmesh, 150x 150 mm spacing , wire size 5.4 mm f/J

___; f_29mm

6mm diameter r-, El-ring reinforcement :; : ~ i

1, 1"'-f .,.....::;_!/..,,./. -- --

J~ ~~>; -C_ 25mm

50mm (Tonk B) Legend 11 11

1 35 mm (Tonk A) - - -Welded finemesh, 11111 j . 11 111 ___ ___ 12.5x12.5 mm spocmgJ 11 ''L.:__________ wire size 122 mm111 ~ .

T - -- BRC weldmesh , E 150x 150 mm spacing,

wire size 5.4 mm r6

Fig. I. Dimensions and reinforcement details of tanks A and B.

379

380 JourNJI of Ferrocement: Vol. 20, No. 4, October 1990

Table 1 Properties of Constituent Materials

Plain Mortar

Cement : sand : water

Crushing strength

Mododulus of elasticity

Fine Wire Mesh

Grid size

Diameter

Yield Strength

Modulus of elasticity

Welded Steel Mesh (BRC Mesh)

Grid size

Diameter

Yield strength

Modulus of elasticity

CONSTRUCTION TECHNIQUE

1 : 1.5 : 0.4

35 N/mm2 -40 N/mm2

2.8 x 104N/mm2

12.5 mm x 12.5 mm

1.22 mm

365N/mm2

2 x 105 N/mm2

150 mm x 150 mm

5.40mm

550N/mm2

2 x 105 N/mm2

The site chosen for water tank should have adequate bearing capacity to ensure uniform support of the base and should not be uncompacted backfill. The ground should be levelled to the desired slope of 1 : 40 to 1 : 100 to provide for natural drainage of the tank through the scour pipe for cleaning purposes. A layer of lean concrete, 30 mm to 50 mm thick should be placed on the soil to provide a clean bed for laying of reinforcement. The sequence of preparation of reinforcement for the base, wall and roof are discussed with sketches in reference [6]. The reinforcement for the base is placed on the top lean concrete floor with spacers to ensure proper cover (Fig.2). With the outer layer of wire mesh of the base untied, the base is plastered to the required thickness. Before plastering, the scour pipe should be in place and sealed with plumbing sealant to prevent clogging. The entire base should be plastered, making sure that mortar penetrates into the bottom layers of meshes. After proper curing for 3 days, the reinforcement for the wall and the roof may be assembled on the the base. Figs. 3 to 10 show the placing of reinforcement and plastering of the tank A and tank B. It should be ensured that auxilliary fittings such as overflow pipe, outlet pipe and scour pipe should be placed at the proper positions before plastering. Additional layers of wire meshes may be added around the fittings.

The plastering should be carried out in tiers starting from the base and advancing upwards. After each tier was completely plastered from the outside the remaining parts were plastered from the inside ensuring that proper compaction and proper cover of about 5 mm for the reinforcement is provided on finishing both the inside and outside. Excessive movement of the reinforcement cage should be avoided during plastering. For the smaller tanks the plastering of the wall and roof may be carried out in one operation. In the case of larger tanks the roof may be plastered 3 days after the wall has been properly cured. Some propping of the roof may be necessary for the larger tanks. The tank should be

Journal of Ftmx:t!Mlll: Vol. 20, No. 4, Oc1obtr 1990 381

Fig.2. Assembled reinforcement for the base Fig.3. Wall reinforcement in place after the base has been cast and aired

Fig.4. Bending outer layer of BRC mesh in the wall on 10 the Fig.5. Wall and roof reinforcement of tank A. conical roof

Fig.6. Wall and roof reinforcement of Tank B. Fig.7. Plastering of Wall

382 Jo11rNJ/ of Ferroc~nJ: Vol. 20, No. 4, Octol>tr 199()

Fig.8. Applying finishing coat on the wall

Fig.9. Compkted tank A.

Fig.10. Completed tank B.

cured properly for about 28 days. Moist jute or burlap bags soaked in water should be used for curing. Painting if required should only be carried out after the tank has completely dried out.

TEST RESULTS

After curing for 28 days, the water tanks were filled to the height of 1.6 m and no leakage was observed for both tanks. The tanks were kept filled for almost two years and the performance was monitored carefully. It was noticed that there was no leakage or reduction in height of water. It is of interest to mention that no waterproofing compound was used in this project.

The tanks were instrumented with electrical strain gauges on the exterior surfaces of wall and transducers were used to measure horizontal deflection. The hoop stresses determwed from strain readings agree closely with theoretical results as shown in Fig. I I for the tank A and tank B. The deflections at fuJI capacity were also very small (less than 0.3 mm).

Journal of Ferrocem£nl: Vol. 20, No. 4, October 1990

CONCLUSION

1.5

E

E

~ m

" ~ 0.5

Ci

0

(Tonk A)

0.5 0

- Theoretical - - - Experimental

(Tonk B)

' ' :..

0.5 10

Circumferencial stress ( N/mm2

)

Fig.11. Comparison of theoretical and experimental circum­ferencial stress

383

The foregoing feasibility study shows that ferrocement can be used as a construction material for water tanks with simple construction techniques suitable for rural applications. The successful performance of the prototype tanks of 5 m3 and 16 m3 capacities confirms the viability of using ferrocement water tanks of the proposed design which can be developed as a community project in rural areas of many developing countries.

ACKNOWLEDGEMENT

This study was carried out with funds provided by the International Development Research Centre (IDRC), Regional Office for Southeast and East Asia. The support is gratefully acknowledged.

REFERENCES

1. ACI Committee 549. 1982. State-of-the-art report on ferrocement. Concrete International: Design and Construction 4:13-30.

2. Lee, S.L.; Tam, C.T.; Paramasivam,P.; DasGupta,N.C.; SriRavindrarajah,R.; and Mansur, M.A.; 1984. Ferrocement: Recent research - Ideas tested at the University of Singapore. Concrete International: Design and Construction 5: 12-16.

3. Paramasivam, P.; Nathan, G.K.; and Lee, S.L. 1979. Analysis, design and construction of ferrocement water tanks. Journal of Ferrocement 9(2):115-128.

4. Paramasivam, P.,andNathan, G.K. 1981. Prefabricated ferrocement water tank. Journal of American Concrete Institute 81:580-586.

5. New Zealand Portland Cement Association. 1986. Ferrocement tanks and utility buildings. 1968 Bulletin No. CPIO. Wellington: New Zealand Portland Cement Association.

6. Lee, S.L.; Paramasivam, P.; Ong, K.C.G.; and Tan, K.H. 1986. Study on Ferrocement Cylindrical Tanks for Rainwater Collection in Rural Areas (Philippines), A report submitted to the International Development Research Centre, Regional Office for Southeast and East Asia, Singapore, 1-101.

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7. Lee, S.L.; Paramasivam, P.; Ong, K.C.G.; and Tan, K.H. 1987. Ferrocement cylindrical tanks for rainwater collection in rural areas. In the Proceedings of Third International Conference on Rainwater Cistern Systems Cl2-20. Khon Kaen: Khon Kaen University.

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Research on Ferrocement - Global Perspectivet

R.P. Pama•

The recent researches onferrocement in a global perspective are presented. Researches on ferrocement within the last five years on its constituent materials, mechanical properties, durability and corrosion, terrestrial and marine applications, and on applications as a repair and strengthening material are discussed.

INlRODUCTION

Ferrocement is a type of thin-wall reinforced concrete commonly constructed of hydraulic cement mortar, reinforced with closely spaced layers of continuous and relatively small diameter mesh. The mesh may be metallic or made of other suitable materials [1]. Ferrocement is considered to be an extension of reinforced concrete technology. It is the uniform distribution of the reinforcement in the resulting composite and its different material performance, strength behavior and potential applications which creates a distinction from conventional reinforced concrete, that it must be classified as a separate material.

Ferrocement possesses a degree of toughness, ductility, durability, strength and crack resistance that it is considerably greater than that found in other forms of concrete construction. These properties are achieved in structures with a thickness that is generally less than 25 mm, a dimension that is nearly unthinkable in other forms of concrete construction, and a clear improvement over conventional reinforced concrete. Surprisingly, good performance can be achieved in ferrocement with almost primitive field conditions and it does not necessarily require highly skilled practitioners. One can call it a high technology material, yet its production in terms of required labor skills and lack of sophistication of its constituent parts could be viewed as a low technology.

The vast literature shows that ferrocement is a versatile construction material and that it has already attained worldwide popularity in almost all kinds of applications: housing, sanitation, agriculture, fisheries, water resources, water transportation both in freshwater and marine environment, biogas structures, repair and strengthening of other structures, and others. The recent researches on ferrocement within the last five years are presented.

CONSTITUENT MATERIALS

Ferrocement consists of a Portland cement mortar matrix, reinforcement, admixtures, and coatings. Recent researches are on orientation and arrangement of wire mesh, mesh overlays, mesh with larger openings, use of prestressed bars and substitute materials.

1 Keynote Address presented at the First National Seminar on Ferrocement, Malaysia on 16-17 January 1990. Publish with permission from the author.

*Professor, Division of Structural Engineering and Construction, and Technical Advisor, International Ferrocement Infor­mation Center, Asian Institute of Technology, Bangkok, Thailand.

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Wire Mesh

The effect of the orientation of wire mesh on the behavior of ferrocement in tension and in flexure are investigated by several researchers. For hexagonal wire mesh, the behavior in tension and flexure were studied by Walraven and Spierenburg [2] and Al- Rifaie and Trikha [3]; studies on flexure alone are also made by Naaman and McCarthy [4]. Parameters that they studied include the orientation, number of layers of mesh and others.

Walraven and Spierenburg [2] found that ferrocement reinforced with hexagonal wire mesh can be dealt with in the same way as one reinforced with orthogonal mesh. The effective reinforcement ratio to be used in calculations for the longitudinal direction is dependent on the number of layers over the cross section, the cross sectional area of a single wire, the thickness of the member and the length of the side of the hexagon. In the transverse direction, the reinforcement ratio to be used is 60% of the value for the longitudinal direction.

Naaman and McCarthy [ 4] found that the efficiency of hexagonal meshes placed parallel to the loading direction is almost as good as that of square meshes, provided differences on yield strength of reinforcement are accounted for. A reduction of 30% to 40% in efficiency is expected when the mesh is placed transverse to the loading direction. Al-Rifaie and Trikha [3] found that strength of ferrocement with the mesh in the transverse direction is markedly different in flexural tension and direct tension. They have proposed expressions to estimate the Young's modulus, flexural tensile strength and direct tensile strength in the transverse direction.

Al-Rifaie and Trikha [5] investigated the effect of arrangement and orientation of hexagonal wire mesh on the behavior of ferrocement. Simply supported slabs under uniform loading, with varying number of mesh layers, slab thickness and arrangement were tested under three different arrangements of mesh reinforcement : (1) all layers oriented in one direction; (2) alternate layers equally spaced and oriented in orthogonal directions; and (3) twin layers, each twin layer consisting of two orthogonally oriented meshes in contact with each other. It was found that the arrangement consisting of twin layers with two meshes orthogonally oriented and placed in contact is superior to the other two arrangements in terms of load-deflection behavior, first cracking load, ultimate load and crack patterns at failure. For slabs under biaxial state of bending, arranging the meshes in twin mesh layers will result in isotropic behavior of the slab and higher first cracking and ultimate loads.

Paramasivam and Sri Ravindrarajah [6] also investigated the effect of arrangement of rein­force'llent along the cross section on the behavior of ferrocement in tension and flexure. They studied the feasibility of using bundled mesh layers placed near the top and bottom surfaces or at midsection of the ferrocement element. The variables considered are the number of mesh layers, the thickness of specimens, and the reinforcement arrangement. It was found that under tension, the strength of ferrocement at first crack and at ultimate is not affected significantly by the arrangement of the reinforcement. Under simple bending, the first crack strength of ferroce­ment having bundled reinforcement placed near the top and bottom surfaces is superior than that having evenly distributed reinforcement arrangement; however, that of ferrocement having bundled reinforcement placed at the center is similar to that of plain mortar only. Ferrocement having bundled reinforcement placed near the surfaces also showed reduced crack width and increased intensity of cracking at failure compared to other arrangements of reinforcement

Kaushik et al. [7] investigated the efficiency of mesh overlaps in ferrocement elements under flexure. Test specimens with varying length of overlap in square woven meshes and with

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different wire diameters and mesh openings were tested in flexure. It was found that the mortar strength, diameter of the wire and mesh opening influence the overlap length; higher mortar strength, smaller wire diameter and smaller mesh opening require shorter overlap length. Kaushik et al. [7] recommended that even if the stress in the fiber is small, it is desirable that a minimum overlap of 100 mm be provided. To cover shortcomings in quality control at sites, it is recommended that this value be increased by 25%.

Nanni and Hashim [8] investigated the effect of expanded metal mesh splicing for ferroce­ment specimens under flexure. The variables tested are beam depth, length of mesh overlapping, number of reinforcement layers, position of the splice with respect to the continuous reinforcement layers, type of mesh, and compressive strength of the mortar matrix. As a result of the investigation, it was recommended to use at least 152 mm total mesh overlapping at joints that occur in a tensile zone. For 3-layer or more construction, the spliced layer should be sandwiched between the continuous layers. For 2-layer construction, the spliced mesh should be positioned closer to the neutral axis than the continuous mesh.

Ballarin and de Hanai [9] investigated the behavior of ferrocement reinforced with welded wire meshes of larger openings than those usually employed in ferrocement by conducting tension and flexure tests on test specimens. Specimen deflections, mortar and steel strains and crack spacing and width were measured at every loading stage up to failure. From the results obtained, it was found that general ferrocement formulation is not suitable for ferrocement reinforced with larger openings welded wire meshes.

Wang [10] investigated the mechanical properties of ferrocement reinforced with prestressed skeletal bars. He proposed a method of calculating the strength of prestressed ferrocement members and conducted tests on specimens reinforced with pretensioned skeletal bars and woven square meshes. It was found with prestressed skeletal bars, that better mechanical behavior of ferrocement such as higher crack load capacity, larger modulus of deformation and favorable cracking behavior, can be achieved. The proposed method of calculating the strength of members is in good agreement with experimental results.

Substitute Materials

The substitute materials investigated were bamboo mesh, bamboo skeletal reinforcement, rice husk ash cement and lime admixture. Chembi and Nimityongskul [11] investigated the use of bamboo mesh to replace steel wire mesh in ferrocement water tank. A bamboo cement tank of 6 m3 capacity was constructed in 1983. The tank was kept alternatively full and empty of water to simulate actual field condition and was monitored regularly. After 5 years, they found that the tank has not shown structural defects. Bamboo reinforcement 0.3 m from the top of the tank was investigated and found in good condition.

Venkateshwarlu and Raj [12] investigated the use of bamboo to replace skeletal steel in ferrocement roofing elements. Slabs reinforced with bamboo strips as skeletal reinforcement and chicken wire mesh were subjected to monotonically increasing uniformly distributed load to study the load-deflection behavior and to determine its serviceability limit (span/deflection). The investigation showed that by using bamboo, the cost of roofing elements comes to about 50% of reinforced concrete and 70% of ferrocement elements. The slabs can be prefabricated in the factory or can be produced at the site manually. The serviceability limit was suggested as 150 and it was observed, that at deflections up to 10 mm, no cracking occurred. Hence, roofing

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elements can be produced up to a maximum span of 1.5 m and can be used in multiples to cover longer spans.

The Ayuthaya Boat Building College in Thailand has developed bamboo-cement boat [13]. Bamboo splints was used as skeletal reinforcement with hexagonal wire mesh in constructing ferrocement boats.

Choeypunt et al. [ 14] investigated the use of rice husk ash (RHA) cement for ferrocement. The RHA cement employed constitute 50% RHA and 50% Portland cement. The properties investi­gated are compressive strength, tensile strength, flexural strength, impact strength, heat of hydration of cement and acidic resistance. The test results showed that RHA cement mortar has better resistance to acidic attack than Portland cement mortar. RHA in ferrocement improved its impact strength; however, its compressive, tensile and flexural strength decreased.

Raj [15] investigated the use of lime as an admixture in ferrocement The amount of lime added was 15% by weight of the cement, applied as fine powder. It was found that during the fresh state, adding lime in the ferrocement mortar causes the mortar to become more plastic, records higher slump and increases its workability. The optimum lime dose was found to be between 15%-20% by weight of cement and the lime dose should be added either in the form of fine powder or putty.

MECHANICAL PROPERTIES

Tension

On the cracking of ferrocement in tension, Grabowski et al. [ 16] and Seed et al. [ 17] made studies on the measurement and observation of cracks of ferrocement subjected to tension using different methods.

Grabowski et al. [16] evaluated the possibilities of using moire method to detect and localize microcracks and determine their width in ferrocement elements subjected to tension. It was found that the moire method is very suitable for the observation of the crack development in ferrocement, both for short and long term tests. Seed et al. [ 17] also investigated the use of linear potentiometers as an accurate means of measuring the first crack strength of ferrocement in tension. Several tests were perlormed on ferrocement elements with different quantities and types of wire mesh reinforcement. It was found that linear potentiometers can be used successfully to detect and, in some cases, measure cracks in ferrocement elements before they were observed visually.

Several investigations were conducted on the determination of the first tensile crack strength of ferrocement. Recent studies include Chowdhury [18] and Al-Noury and Huq [19]. Al-Noury and Huq [19] also studied the modulus of elasticity of ferrocement in tension. According to Chowdhury [18] the first tensile crack strength of ferrocement can be rationally predicted on the basis of the linear elastic fracture mechanics (LEFM). The numerical method suggested can lead to a better design against cracking for certain applications of ferrocement.

Al-Noury and Huq [19] investigated the behavior of ferrocement in tension. They have proposed expressions for predicting the first crack strength and modulus of elasticity offerrocement in the uncracked and cracked range. It was found that the first crack strength of ferrocement in tension may be predicted on the basis of the strain at the limit of proportionality of mortar and the

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uncracked modulus of fcrrocement. The modulus of elasticity of ferrocement in the cracked range can be predicted on the basis of the behavior of an equivalent composite model with aligned wires. Beyond first crack, the crack formation mechanism in ferrocement in the cracked range is related to the matrix-wire interfacial bond.

Investigations on the crack width and crack spacing of ferrocement in tension were studied by Nedwell and Vickridge [20], Chen and Zhao [21] and Akhtaruzzaman and Pama [22]. Nedwell and Vickridge [20] investigated the onset of cracking in ferrocement with different types and quantities of wire mesh subjected to tension. The identification and measurement of crack positions and sizes was performed by the use of linear potentiometer. Chen and Zhao [21] performed a study on the calculation of crack width of ferrocement in tension. They studied the development of cracks in fcrrocement elements with medium or low degree of reinforcement. Based on experimental results and with triangular tensile stress distribution, a formula was proposed to evaluate the crack width of fcrrocement elements under standard service loads and in each stage of crack growth.

Akhtaruzzaman and Pama [22] performed an analytical and experimental investigation on the crack spacing and crack width of fcrrocement in direct tension. The theoretical investigation showed that the slip modulus, ultimate bond strength and modulus of elasticity of mortar have negligible influence on crack spacing while the ultimate tensile strength of the mortar and the volume fraction and modulus of elasticity of steel have significant influence on crack spacing. The crack width is greatly influenced by volume fraction, modulus of elasticity of steel and ultimate bond strength but very small effects from slip modulus, modulus of elasticity of mortar and tensile strength of mortar. Results of the experimental work was in good agreement with the theoretical result.

Other investigations undertaken include study on the short and long term behavior of ferrocement in tension [23] and probabilistic analysis of tensile strength of ferrocement [24]. Desayi and Reddy [25] also studied strength and behavior of lightweight ferrocement in tension.

Compression

Kameswara Rao and Kamasundra Rao [26] investigated the stress-strain curve and Poisson's ratio of ferrocement in axial compression. It was found that the specific surface is the only factor which controls the behavior of ferrocement in axial compression. Equations developed for predicting the increase in strength, strain and modulus of elasticity by regression analysis were used to generate the stress-strain curve of ferrocement under axial compression. They have found that ferrocement behaves linearly up to 50%-60% of the ultimate strength in compression, beyond this limit the behavior becomes non-linear. The value of ultimate strength, strain at ultimate strength and Young's modulus increase with specific surface area. All parameters affecting the behavior of fcrrocement under compression can be combined to form a single non­dimensional factor called the specific surface factor. The Poisson's ratio is found to be constant at a value of 0.25 up to a stress level of about 60% of the ultimate strength and thereafter increases fairly linearly with the stress level.

Flexure

Recent studies on the design of ferrocement elements in flexure include limit state of

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serviceability [27], computerized design and design aids [28], plastic analysis [29], and rigid­plastic analysis [30]. Karunakar Rao and Jagannadha Rao [31] and Desayi and Balaji Rao [32] proposed methods for the computation of ultimate moments of ferrocement in flexure.

Kuczynski [27] investigated the limit state of serviceability of ferrocement flexural members. This limit state of serviceability in flexure is denominated by two phenomena: displacement and cracking. Equations to determine deflections in short-term and long-term loading were derived considering rheological influence. Allowable crack widths of ferrocement structures under different service loads and methods to determine elongation in the tension zones for such loadings are given.

Mansur and Paramasivam [29] proposed a method to predict the ultimate strength of ferroce­ment in flexure based on the concept of plastic analysis where ferrocement is considered as a homogeneous perfectly elastic-plastic material. Simple equations are derived for direct design of a cross-section. An experimental investigation was also conducted to study the behavior and strength of ferrocement in flexure. It was found that the ultimate moment increase with increasing matrix grade (decreasing water cement ratio) and increasing volume fraction of reinforcement. This method can give satisfactory predictions of the ultimate moment capacity of ferrocement.

Naaman and Homrich [28] have proposed flexural design of ferrocement, based on the concept of reinforced concrete analysis using the principle of equilibrium and strain compatibility, by computerized evaluation and design aids. They have proposed a general methodology for the analysis and design of ferrocement flexural elements.

Mansur [30] further investigated the validity of the rigid- plastic model to predict the ultimate flexural strength of ferrocement. Test results indicated that within the practical range of member thickness, either welded or woven wire mesh reinforcement furnish sufficient ductility to justify a rigid-plastic analysis at collapse. Based on experimental observation of the behavior at ultimate load and a comparison with the available test data, the rigid-plastic concept has been justified for ultimate strength analysis of ferrocement. Using this method, design charts have been developed for typical ferrocement sections similar to the one developed by Naaman and Homrich [28].

Karunakar Rao and Jagannadha Rao [31] proposed a theory to determine the ultimate moment of ferrocement elements based on the experimental evidence of the crack pattern, extent and propagation of cracks, which gave an insight into the mechanics of development of moment of resistance. Desayi and Balaji Rao [32] proposed two methods to predict the ultimate moments of ferrocement elements. A bilinear method was used to predict the deflections of these elements at different stages. The computed ultimate moments and deflections at working load level are found to compare satisfactorily with experimental values of test specimens. Both methods are found to give satisfactory agreement with test data and can be used in the design of ferrocement elements in flexure.

Recent studies on cracking of ferrocement elements in flexure include those of Mansur and Paramasivam [29] and Desayi and Balaji Rao [32]. Mansur and Paramasivam [29] found that the first crack increase with increasing matrix grade (decreasing water cement ratio) and increasing volume fraction of reinforcement. Lower matrix grade is more favorable with respect to cracking, i.e. large number of cracks appear with smaller maximum and average crack widths. Higher volume fraction of reinforcement provides more effective control of crack width. Desayi and Balaji Rao [32] proposed a bilinear method to predict the first crack and deflections of ferrocement elements at different stages. The computed cracking and deflections at working load level are found to compare satisfactorily with experimental values of test specimens.

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Shear

Mansur and Ong [33] investigated the behavior and strength of ferrocement in transverse shear by conducting flexural tests on simply supported beams under two symmetrical point loads. Thebeams were reinforced only with welded wire mesh, with the various layers of the mesh lumped together at the top and bottom. Test results indicate that the diagonal cracking strength of ferrocement increases as the span-to-depth ratio is decreased and volume fraction of reinforcement, strength of mortar, and the amount of reinforcement near the compression face are increased. Ferrocement beams are found to be susceptible to shear failure at small span-to-depth ratios when volume fraction of reinforcement and strength of mortar are relatively high. In general, however, shear failure is preceded by the attainment of flexural capacity.

Venkata Krishna and Basa Gouda [34] performed testing on ferrocement beams with different volume fraction of reinforcement in transverse shear. It was found that the shear strength depend upon strength of mortar, strength of wire mesh, volume fraction and shear span. Theoretical expressions were developed for predicting the shear strength at first crack and collapse of ferroce­ment beams with different type of wire meshes namely hexagonal, woven and welded. The correlation between the experimental and predicted values was quite satisfactory.

Combined Bending and Axial Loads

Research on the behavior of ferrocement under combined bending and axial loads were undertaken by Mansur and Paramasivam [35]. A further research by Mansur [36] is on the design of ferrocement under combined bending and axial loads. Mansur and Paramasivam [35] found that the conventional reinforced concrete analysis, with little modification, provides satisfactory predic­tions of the bending-axial load interaction behavior. Test results indicate two distinct modes of failure - primary compression and primary tension. The former type of failure occurs under predominant axial loads, while the latter is caused by a moderate compressive load or tension. For a particular eccentricity of the axial load, the number of cracks and the capacity of the section increase with increasing volume fraction of reinforcement. Mansur [36] proposed a simple method to predict the ultimate strength of ferrocement in combined loading applying the familiar rigid­plastic concept. The rigid-plastic approach is found to be simple, provides good predictions of the interaction relationship and suitable for the construction of design charts. It is satisfactory for predicting the strength of ferrocement under combined bending and axial loads. To facilitate design, non-dimensional charts can be developed for typical ferrocement sections.

Fracture Properties

In recent years, many attempts have been made to determine the fracture parameters which characterize the fracture behavior of cementitious materials. Kaplan [37] was the first to apply linear elastic fracture mechanics (LEFM) to determine the fracture toughness of mortar and concrete. Later attempts have been made to apply elastic-plastic fracture mechanics (EPFM) concepts to characterize the fracture behavior of concrete and other cementitious materials. Three extensions of LEFM into the elastic-plastic region have been applied to concrete and fiber reinforced concrete, namely J-integral, critical crack opening displacement (COD) and R-curve analysis.

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Recently, Desayi and Ganesan [38, 39], Gonzales [40] and Sanguansing [41] carried out tests on notched and double cantilever beams to study the fracture behavior of ferrocement using the concept of EPFM. They studied the fracture behavior of ferrocement using I-integral and CODc approaches. They studied the effect of different parameters such as: percentage of mesh reinforce­ment and initial crack length [38, 39]; notch depth specimen size and percentage of mesh reinforce­ment [40]; and specimen span length and wire mesh opening [41]. They found that the I-integral and the crack opening displacement (COD) are suitable fracture criteria for ferrocement. CODc and R-curves, however, are not suitable fracture criteria.

Fatigue Resistance

The fatigue strength of the wire, as tested in air, is the primary factor affecting fatigue of the composite. Singh et al. [42] investigated the influence of the reinforcement on the fatigue behavior of ferrocement. They conducted fatigue tests on ferrocement slabs with different types of mesh reinforcement, studying the effect of the size of wire, galvanizing of the wire and placing of wire mesh in layers to the fatigue strength of ferrocement. Samples of the wires were also fatigue-tested in air and a relationship is developed between the fatigue strength of each type in air and in the composite. It was found that the fatigue of the wire in air and in ferrocement are related. Most fatigue failures occurred by fracture of the wires and the range of repeated stress in the wires gave the greatest influence on the fatigue strength of ferrocement. Ramli [43] also investigated the fatigue properties of ferrocement composite in a marine environment. The effect of corrosion fatigue on ferrocement composite was considered with particular attention to fatigue life cycles of the specimen and to cracking and deflection behavior.

Impact Resistance

Reports attesting the favorable characteristics of ferrocement in collisions involving boats with each other or with rocks are numerous. The main attributes include resistance to disintegration, localization of damage, and ease of repair. However, due to experimental complexity associated with measurement of impact resistance, little quantitative or comparative data exist. Drop-impact tests on panels indicate that the severity of cracking inflicted varies significantly with the type of reinforcement, but the fundamental governing parameter are not yet established. Test using ballistic pendulums to produce the impact, and flow of water through the specimen after testing to assess the damage show that damage decreases as the strength and specific surface of the mesh reinforcement increase. However, at present the available information is insufficient to indicate what constitutes an optimal reinforcing system from the point of view of impact resistance. The factors which influence first-crack strength such as the type, geometry, and specific surface of the reinforcement are probably of primary importance.

Snyder [44] introduced a rational definition of impact resistance. He defined the critical impact resistance as the single strike impact energy required to produce the critical damage condition in the panel. The critical damage condition of any ferrocement boat hull is considered to exist when the flow of water under two feet head leaks through the damaged area at the rate of six gallons per hour. In the last five years Grabowski [45], Achyutha et al. [46] and Raisinghani et al. [47] made studies on ferrocement under impact. Grabowski [45] performed numerous tests on ferrocement subjected to impact loads by conducting drop impact test and Charpy impact test. Achyutha et al. [46] studied the impact resistance of ferrocement slabs by assessing local

Joiunal of Ferrocement: Vol. 20, No. 4, October 1990 393

damage, by measuring the dimensions of indention caused by impact of a truncated spherical projectile on the slab. Raisinghani et al. [47] studied the response of ferrocement subjected to explosive and detonation shock waves under water and in air.

Fire Resistance

A problem unique to ferrocement is potentially poor fire resistance because of the inherent thinness of its structural form and the abnormally low cover given to the reinforcement. At present, there is still limited information available on fire tests having been performed on ferroce­ment.

Basunbul et al. [48] studied the fire resistance of ferrocement load bearing sandwich panels. The fire resistance of the ferrocement wall was found to be encouraging for designers of ferroce­ment buildings. Though the thin shell nature of ferrocement has raised questions about its fire resistance, it was found that ferrocement retains much of the load bearing qualities of ordinary reinforced concrete. Its heat transmission qualities are not as good as those of reinforced concrete which would be just under four hours, but this latter consideration is more dependent on the mass of the wall. Limited problems of spalling of the front face sheets occurred during the early portion of the test but this spalling was not severe enough to cause serious structural damage during the period in which the wall satisfied the ASTM E-119 performance criteria.

Creep

Swamy and Spanos [49] studied the creep behavior of ferrocement sections. Tests were conducted on ferrocement slabs loaded at third points. The type and amount of mesh reinforce­ment was varied, and both a cement and cement-fly ash matrix were used. Both creep recovery and the residual flexural strength were determined. It was found that deflection could be a major design criterion, and that it is the instantaneous rather than the time- dependent deflection that dominates the behavior of ferrocement. The mesh reinforcement controlled both cracking and slippage at cracks under sustained loading; cracking under sustained loading was not critical. The total deformation recovery of ferrocement was about 65% of the total deformation.

DURABILITY AND CORROSION

Durability

When ferrocement is exposed to aggressive environment, its successful performance depends to a great extent on its durability against the environment than on its strength properties. The external causes may be physical, chemical or mechanical. They may be due to weathering, occurrence of extreme temperatures, abrasion, electrolytic action, and attack by natural and industrial liquids and gases. The extent of damage produced by these agents depends largely on the quality of the mortar, although under extreme conditions any unprotected mortar will deteriorate. The internal causes are the alkali-aggregate reaction, volume changes due to the differences in thermal properties of aggregate and cement paste, and above all the permeability of mortar. The permeability of mortar largely determines the vulnerability of the mortar to external agencies, so that in order to be durable the mortar must be relatively impervious.

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Although the measures required to insure durability in reinforced concrete also apply to ferrocement, three other factors which affect durability are unique to ferrocement. First, the cover is small and consequently it is relatively easy for corrosive liquids to reach the reinforcement. Second, the surface area of the reinforcement is unusually high, so the area of contact over which corrosion reactions can take place, and the resulting rate of corrosion, are potentially high. Third, although many forms of reinforcement used in ferrocement are galvanized to prevent corrosion, the zinc coating can have certain adverse effects from gas bubble generation. All three factors have varying importance depending on the nature of the exposure condition. However, in spite of these unique effects, there is no report of serious corrosion of ferrocement not associated with poor plastering or poor matrix compaction. To insure adequate durability in most applications, a fully compacted matrix is necessary. A protective coating may be also be desirable.

The causes of degradation of ferrocement which include the corrosion of the reinforcement by aggressive external agents and the corrosion of the mortar or microconcrete by aggressions of external and internal origin were studied by Paillere [50]. The prevention of any degradation requires, during the design phase, the application of essential principles, viz., optimum compact­ness, suitable cement proportion, galvanization of reinforcements, and suitable thickness of the reinforcement covering.

Alexander [51] presented the factors affecting the durability of reinforced concrete, then based on these, discussed the factors influencing the durability of ferrocement. This is due to similar behaviors of reinforced concrete and ferrocement with regards to durability where they differ only in the degree of protection provided by their assembly. The superior resistance of ferrocement to invading acid ions and gaseous co2 is due to the use of galvanized steel, fine grained well-graded sands, low water cement ratios, chemical neutralization by the alkalinity of rich mortars, and to compaction which is readily obtained as a consequence of the reduced mass of the ferrocement.

Hope and Ip [52] suggested that the pH is not affected by the chloride ion concentration. However despite this experimental evidence, it is unlikely depassivation of the steel would occur without a drop in pH. The strongly cathodic protection afforded by galvanized surfaces cauticizes the wire environment precipitating chlorides as chloro-aluminate salts. These precipitates provide some blocking of pores.

RILEM Committee 48-FC has undertaken a worldwide survey on durability and mainte­nance of ferrocement structures [53]. The technical and general information obtained indicates that ferrocemcnt is a construction material widely used all over the world for many applications. The survey also confirm that durability of ferrocement seems to be very good particularly where the fcrrocement elements have been correctly used according to the designers requirements.

Sri Ravindrarajah and Paramasivam [54] investigated the influence of weathering on ferroce­ment. They reported the results of an investigation into the effects of drying and wetting cycles using both fresh water and sea water, and of curing in 6% NaCl solution on the strength and stiffness of ferrocement in direct tension and flexure. The results indicated that the ultimate strength and stiffness of ferrocement were not affected within the duration of durability tests, i.e. by 1000 cycles of drying and wetting and by 9 weeks of exposure in 6% NaCl solution.

Baseer et al. [55] described methods to evaluate strength, water permeability and abrasion of the surface layer of the ferrocement, on site. It was found that due to a wide scatter in strength, permeability and abrasion for the in situ specimens, testing control samples in the laboratory alone is not sufficient to estimate the in situ properties. Strength test alone is inadequate to define the surface durability.

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Corrosion

Corrosion is the deterioration of metals or alloy due to interaction with its surroundings. The most common example of corrosion is the rusting of steel. Corrosion is normally a fairly slow but complex process; however, due to presence of certain conditions, it may occur very rapidly. Many of these can occur in ferrocement and avoiding them is one of the biggest problem. All ferrocement marine structures, by virtue of their marine environment are liable to corrosion attack. The danger of corrosion is enhanced in ferrocement by the extreme thinness of the cover of mortar over the steel reinforcement. The corrosion process is often difficult to recognize until extensive deterioration has occurred. The severity of the attack on structure will depend basically on how well it has been designed and built, the materials used and what happens to it when in and out of use.

Bowen [56] found that a hull built of any material will corrode or otherwise deteriorate if it is improperly constructed or if is not properly maintained. Ferrocement is no exception. Experiences from repairing ferrocement boats in Hawaii [57] clearly illustrated the problem of corrosion due to permanent pipe frames in ferrocement boats. When a pipe frame corrodes inside, it often manifests itself through a crack on the inside of the hull. If these cracks do not weep rust, the cracks may not be a corrosion related problem but due to concentration of stress which will cause the plaster to crack.

S. Carlos Group [58] found that all those that experience critical corrosion problems also exhibit construction faults, deeply carbonated mortar, and excessive contents of calcium chloride. However, other constructions where calcium chloride was also used do not present problems.

According to Ioms [59], after 20 years of using ferrocement produced by shotcrete laminating methods, it was found that a 3 mm cover will protect the mesh against corrosion and that several layers of mesh will in tum protect anything inside it.

According to Chalisgaonkar [60] some factors which control the rate of corrosion under one set of conditions play a very minor part under other conditions. Such variations in the factors controlling corrosion account for the complexity of the corrosion problem. These factors are mix design, cover, carbonation, chlorides, electrolysis, coating and others. Rengaswamy et al. [61] investigated various surface coatings to concrete and steel based on inhibited cement slurry for a cantilevered loaded type model slab and found three suitable schemes.

loms [62] used a mixture of galvanized and ungalvanized mesh in the construction of a towboat. He observed that galvanized lath had been passivated by exposure to the weather or no visible bubble formation was observed. Lukita et al. [63] investigated the corrosion of wire mesh in ferrocement specimen subject to simulated corrosive environments. Test results reveal that if galvanized wire mesh is used a mortar cover of 3 mm could provide sufficient protection for ferrocement structure subjected to marine environment. For ungalvanized wire mesh 4 mm mortar cover is required.

The use of galvanized mesh to increase protection against corrosion is common. However, Paul and Pama [64] and others warn of the danger of generation of hydrogen gas which causes an expansive pressure on the surrounding mortar creating gas-filled voids. These voids cause a deterioration of bond between the mortar and the mesh and an increased possibility of corrosion through voids. loms [65] recommends the passivation of the mortar by the addition of 20 parts per million of chromium trioxide to the mixing water; other authorities suggest lower or higher dosage.

Rengaswamy et al. [66] investigated the usefulness of rebar potential measurement. Their

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study included the influence of chloride ion concentration, moisture content, nature of cement added and richness of the mix. They concluded that monitoring of reinforcement corrosion by potential measurement is limited due to the influence of moisture content in concrete and the tolerable limit for chloride is around 1,000 ppm by weight of concrete irrespective of strength of concrete.

Kaushik et al. [67] also reported the long term corrosion performance of ferrocement structures cast during the period from 1972 and 1987 and which were subjected to severe environmental conditions of varying degrees. These structures have been continuously monitored for the incidence of corrosion in the mesh reinforcement. Rengaswamy et al. [66], Chowdhury and Nimi­tyongskul [68], Trikha et al. [69] and Kaushik et al. [67] investigated corrosion behavior of ferrocement. Kaushik et al. [67] found that corrosion resistance of ferrocement elements 12 mm-15 mm thick was excellent over a period of 14-15 years. Poor compaction and workmanship results in microcracks in the structures increasing the corrosion rate appreciably. They recommended the use of mechanical casting process, galvanized iron meshes, well graded sand for mortar, waterproof­ing coatings and a minimum cover of 4 mm-5 mm for sound ferrocement structures.

FERROCEMENT FOR REPAIR AND STRENGTHENING OF STRUCTURES

Many old structures exist that still were built before any code provision was available or even if available, proper utilization of the code was not made. Most of these structures are masonry, usually constructed from brick or concrete blocks or in some cases stone. The problem becomes more alarming if these structures are located in earthquake prone regions because in a seismic event, the in-plane and out-of-plane horizontal loads resulting from the earthquake act on the structure. But masonry structural components are solid planes which are designed primarily to carry only the vertical loads within the structures. Therefore, they need strengthening to increase their in-plane and out-of-plane shear capacity. Ferrocement has been employed for strengthening structural elements like these. It has also found equal number of applications as a repair material, in sewers, damaged beams, columns, etc.

In many repair or renovation program of civil engineering structures, ferrocement can be suitably used as a repair or strengthening material due to several reasons [70]: (1) High levels of performance in ductility, strength and other properties can be achieved even if quality control is not up to standard; (2) Better cracking behavior; (3) Capability of improving some of the mechanical properties of the treated structures; (4) Further modification or repair of ferrocement treatment is not difficult; (5) Imposes little additional dead weight which requires no adjusunent of the supporting structures; (6) Can withstand thermal changes very efficiently; (7) Can achieve water proofing property without providing any surface treaunent; (8) Can be used in repair program without any distortion or downgrading of the architectural concept of the structure; and (9) Quite flexible for further modification.

Ferrocement has found tremendous applications for repair and strengthening of structures in recent years. Recent researches were applied to walls, columns and beams in housing, sewers and tunnels, boats, water tanks, swimming pools, concrete pavements and others.

Yuzugullu [71] investigated the use of ferrocement to increase the lateral resistance of timber framed rural houses by means of thin ferrocement plates plastered on both faces. The test results indicated the suitability of ferrocement in strengthening timber frames against lateral loads such as earthquake, wind etc.

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Ferrocement has also been applied for waterproofing and repairing leaking roofs in India. Ferrocement was used for waterproofing the roof of Gandhi Bhawan Building in Chandigarh [72] and Khatima Power House [73]. According to Markanda [72], ferrocement application on roofs cost 1.5 times lower than that of tarfelt treatment and at the same time would need lesser maintenance.

Strengthening and/or repair for masonry and concrete walls and columns were conducted by Reinhorn et al. [74], Reinhorn and Prawel [75], Singh et al. [76], Balaguru [77] and Sharma and Trikha [78]. Reinhorn et al. [74] and Reinhorn and Prawel [75] reported the suitability of a thin ferrocement overlay as a seismic retrofit material for masonry walls.

Sharma and Trikha [78] recommended the use of ferrocement encasement for repair of fire damaged concrete and masonry walls and columns while Singh et al. [76] reported the suitability of ferrocement for strengthening brick masonry columns.

Balaguru [77] investigated the behavior of plain concrete cylinders confined in ferrocement shells. He found that the wire mesh provided effective confinement, resulting in increase of compressive strength and increase in ductility. The increase in the number of wire mesh resulted in consistent increase in both strength and ductility.

The strengthening of reinforced concrete beams by encasing with ferrocement were studied by Rosenthal and Bljuger [79], Lub and van Wanroij [80] and Anwar [81].

Rosenthal and Bljuger [79] investigated the flexural behavior of concrete beams encased in ferrocement. They found that reinforced concrete beams encased in a ferrocement skin has shown superior crack and strength performance compared to ordinary reinforced concrete beams. Lub and van W anroij [80] strengthened existing beams in reinforced concrete building structures by means of shotcrete-ferrocement. It was found that the wire mesh is fully effective and a monolithic condition of the shotcrete layer and the original concrete beam is attained. The wire mesh was found to act as excellent shear force reinforcement.

Anwar [81] investigated the use of ferrocement in the rehabilitation of beams. He studied the effect of the amount of wire mesh and geometrical configuration of the ferrocement encasement on the behavior of beams after rehabilitation. Encasement was done either at the bottom only or on the three sides. It was found that rehabilitation of beams using ferrocement is satisfactory and can be adopted practically.

Romualdi [82] discussed the application of ferrocement for infrastructure rehabilitation with specific forms on relining of liquid containment structures, relining of tunnels and sewers and rehabilitation of deteriorated structures and structures of insufficient seismic resistance. Vickridge and Nedwell [83] have suggested design procedures for the ferrocement linings to be used in repairing/rehabilitating existing sewers. Singh et al. [84] investigated the use of ferrocement for renovating sewers. They performed an extensive theoretical, laboratory and field testing programme undertaken in collaboration with the Water Research Engineering Centre (U.K.) to help assess ferrocement and produce specifications and design procedures for in situ coatings and precast linings for sewers. Attention was drawn to the need for type testing because of the inadequacies of the mathematical methods for predicting crack widths. It was found that the dominant criterion for design is steel stress related and not crack related. The system developed has proved to be particularly adaptable for use in sewers with variations in alignment and cross section. The conclusions drawn from the work have led to Ferro-Monk system being accepted and classified as established system in ferrocement.

Paramasivam and Fwa [85] and Vasan et al. [86] investigated the use of ferrocement overlays for repairing surface deteriorated concrete pavements. Paramasivam and Fwa [85] studied the

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flexural behavior of beams constructed with three types of overlays - plain cement mortar, steel fiber mortar and ferrocement overlays. It was found that ferrocement overlays exhibited superior flexural performance than plain cement mortar and fiber mortar overlays, regardless of the types of bonding provided.

Vasan et al. [86] investigated the use of ferro-fibro concrete overlays in concrete pavement resurfacing. It was found that steel fiber reinforced ferro-fibro concrete can be advantageously used as an overlay material. Overlay constructed with the composite matrix exhibits a significant reduction in stresses, deflections and crack widths. It also distributes the cracks over a large surface with the result that severity of damage to the pavement is reduced and the cracks remain tightly closed even after ultimate load stage. The performance of overlay can be further improved by using optimum fiber contents up to 1.25% by volume.

APPLICATIONS

Housing Applications

Ferrocement has found widespread applications in housing particularly in roofs, floors, slabs and walls. Some researches were also made on the use of ferrocement in beams and columns.

Ferrocement roofs investigated included shell roofs, folded plates and channel shaped roofs, sandwich panels, box girders and secondary roofing. Ferrocement shell roofs have been investi­gated by Parameswaran et al. [87], Lakshmipathy et al. [88], Espiritu [89]. Jagadish and Radhakrisna [90] and Kaushik et al. [91 ]. Lakshmipathy et al. [88] have performed an experimen­tal investigation on the development of precast ferrocement panels for easy generation of cylindri­cal shell. The precast panel developed was rectangular and singly curved (a portion of a cylinder). The experimental investigation showed that the precast ferrocement panel was able to withstand the required load carrying capacity and the developed shape can conveniently generate cylindrical shells.

Espiritu [89] developed an interactive microcomputer program for the design of prestressed ferrocement cylindrical shell roof. The program can analyze symmetrical cylindrical shells under uniform loading for the following simple span cases: single barrel shells without edge beams, if L/R > 5 and interior shells of multiple system, if L/R > 2.

Kaushik et al. [91] investigated the behavior of ferrocement cylindrical shell units as roofing elements and found that they can be used as roofing elements for low cost housing and satisfy Indian requirements of loading, deflections and crack width with economy.

Parameswaran et al. [87] investigated the behavior of ferrocement groin roofing for single story structures under the action of uniformly distributed load. Finite element analysis of the shell using the SAP-IV program was also developed. The experimental results showed the excellent performance of the shell roof even under the action of a load nearly three times the normal service load for which such shell roofs are designed.

Jagadish and Radhakrishna [90] investigated the suitability and effectiveness of using ferroce­ment hyperbolic paraboloid shell roofing units for short spans of 4 m. The results of the experimental investigation showed that they are adequate. For low cost housing with short spans up to 5 m, it was also recommended that, ferrocement hyperbolic paraboloid shells with two layers of chicken mesh is quite adequate.

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Folded plates and channel shaped roofing elements were studied by Kalita et al. [92, 93], Desai and Desai [94], Kaushik et al. [95], Desayi et al. [96] and Jagannath and Shekar [97].

Kalita et al. [92, 93] found from an experimental investigation on segmental shell and trough-shaped ferrocement roofing elements that the strengths of the elements are structurally acceptable and can be adopted for low cost housing. The segmental elements are also found to be more economical than trough-shaped elements.

Desai and Desai [94] studied the behavior of ferrocement trough, corrugated and folded plate type roofing sheets and concluded that folded plate type ferrocement sheets exhibit more stiffness; failure occurs by yielding of wires first followed by progressive fracture of the chicken mesh; and the cost is 15%-25% less than the asbestos corrugated sheets.

Kaushik et al. [95] performed an experimental investigation on folded plates of spans 3.0 m and 5.0 m. The experimental results compared well with the theoretical results, and a load factor of 1.5 is recommended for ferrocement folded plate roofs.

Based from the results of an experimental investigation by Jagannath and Chandra Shekar [97], it was found that the L-pan ferrocement precast roof element is suitable for low cost housing. It satisfies the requirement of strength, stiffness and economy apart from being light, easy to prefabricate and erect. Cost saving of about 39% can be attained compared to conventional rein­forced concrete roof and an addition of 2% GI fiber reinforcement would be sufficient for low cost fibrous ferrocement elements.

Desayi et al. [96] performed a study on roofing of a shed of size 5.73 m x 4.28 m using pretensioned trapezoidal-section ferrocement elements. The elements were designed to carry a live load of 1.5 kN/m2 over an effective span of 5.5 m. Lintel cum chaija units over door and window openings were also designed in ferrocement and used.

Other elements investigated for roofing are sandwich panels [98], secondary roofing slabs [99, 100] and box girders [101, 102].

For floors and structural slabs, different researchers have undertaken theoretical and experi-mental investigations and has recommended the suitability of the following:

* Cored slabs [103, 104, 105, 106]

* Precast ferrocement and reinforced concrete composite [107, 108]

* Slabs/plates [109, 110, 111, 112, 113, 114]

Researches on the application of fcrrocement to wall elements were done by Lee et al. [115], Swamy and El-Abboud [116] and Yuzugullu [117]. The first two researches were on sandwich wall panels and the third one on box wall elements.

Investigations on ferrocement columns were conducted by Rosenthal [118] and Chocka­lingam et al. [119] while those on beams were conducted by Jiang [120] on T-beams, Desayi and Ganesan [121] on I-joists, Desayi et al. [122] on prestressed T-beams, Desayi and Sudhakar Rao [123] on beams with undulating flanges, and Al-Sulaimani and Ahmad [124] on I- and box beams.

Other Applications

Ferrocement applications to water resources structures are numerous. Ferrocement has been used for:

* Water tanks [125, 126, 127].

400

* Canal linings [128, 129, 130].

* Aqueducts [131]

* Pipes [ 132, 133]

* Ferrocement gates [134]

* Culverts [135, 136]

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Ferrocement has been widely accepted as suitable building material for biogas structures and for marine applications, such as boats, ships, barges, pontoons, treatment plant ships, floating docks, etc. This is specially evident in countries like China, New Zealand, U.S.S.R. and Southeast Asia. Because of this wide acceptance and application of ferrocement in these applications, not much research had been done.

However the use of ferrocement in other applications such as ferrocement wells [137], swimming pools [138], and retaining walls [139] have also been reported.

CONCLUDING REMARKS

The paradox associated with ferrocement is that it is both the oldest and newest form of reinforced concrete, and therefore, research needs comprise those common to conventional reinforced concrete and those peculiar to ferrocement. The researches presented in this keynote address represent only part of the researches done and ongoing to understand better the behavior of ferrocement.

Ferrocement has gained widespread use and acceptance, particularly in developing countries and has already attained worldwide popularity in almost all kinds of applications: marine, housing, water resources and sanitation, grain and water storage, biogas structures, and for repair and strengthening of structures. Widespread use of ferrocement is evident in countries like China, U.S.S.R., India, Cuba, Southeast Asia and others. There are several reasons for its widespread use. On the construction side: It can be fabricated into almost any shape; Skill needed for the construction can easily be acquired; Heavy plant and machinery is not required; and Easy to repair. On the material side, ferrocement possesses a degree of toughness, ductility, durability, strength and crack resistance that is considerably greater than that found in other forms of concrete construction.

However, there are still areas of applications where ferrocement is not widely used. This may be due to insufficient understanding on the behavior of ferrocement. Hence, more researches still have to be done. Lack of design codes is also one of the reasons. ACI has just completed the "Guide for the Design, Construction and Repair ofFerrocement" [140]. U.S.S.R. and China already have codes on ferrocement. And in other countries like Brazil, India and Cuba, committees are now formed to prepare a code or design guide on ferrocement.

Ferrocement is still not known in some places. Technology transfer and information dissemina­tion activities should be intensified to promote ferrocement technology and its applications. The International Ferrocement Information Center (IFIC) and several international, government and non-government institutions worldwide are actively promoting the use of ferrocement. Training courses, seminars, conferences, symposia, and others are being conducted to help in the promotion of ferrocement, aside from publications and researches.

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Some of the possible future areas of research include the following:

1. Studies on "special ferrocements" such as fibrous ferrocement, polymer ferrocement, polymer-fibrous ferrocement, lightweight ferrocement, etc.

2. Reduction in the cost of ferrocement by using substitute materials and to suggest possible combinations for cheaper ferrocements for an acceptable reduced life span, examining the tradeoff of strength, stiffness and durability properties.

3. Studies on the application of fracture mechanics to cracking, crack propagation, fracture, failure and damage of ferrocement.

4. Studies on the strength and deformation of ferrocement under different combinations/ conditions of loading to define the constitutive relations for use in the analysis of ferroce­ment structures.

5. Effects of marine environment, sea waves, hydrostatic pressure, etc. on the strength and durability of ferrocement in examining its application to offshore structures and as a protecting cover to offshore structures.

6. Development of limit state design procedures for structural ferrocement elements.

7. Probabilistic analysis and design of ferrocement structural components, studies on safety, reliability, risk of failure, etc. with respect to serviceability and rupture limit states.

8. Prestressed ferrocement elements to cover larger spans and spaces.

9. Development of standards for testing of ferrocement and for design of ferrocement products.

10. Application of ferrocement as a strong/durable outercasing to cheaper/weaker core struc­ture to obtain "composite-structure" of satisfactory performance.

11. Application of ferrocement to improve the resistance of the structures to seismic and blast loads.

12. Application of ferrocement to strengthening, repair and rehabilitation of damaged struc­tures.

13. Developments in the methods of manufacturing ferrocement units in a precast factory suited to different capacities and investments.

14. Application of ferrocement to structures related to hydraulic, water supply, sanitary, highway and airport pavement, marine and nuclear containment structures.

There are widespread research, development and application of ferrocement on different directions. Ferrocement is already an accepted material for different constructions. And its use is already evident not only in developing countries but also in developed countries. And due to its widespread use, it became more important to prepare Codes and Design Guides to guide researchers engineers and builders in their design and construction. Ferrocement has become accepted widely, that in most applications, ferrocement structures were built by experience without analysis and design. And most of the developments were not documented, particularly on the builder/user level. The researches available, however, only represent part of the researches done worldwide and spread of technology is through publications, seminars, training courses and, through symposia. Organizations such as the International Ferrocement Information Center (Bang­kok), SERC (India), ACI (U.S.A.) and others, have also helped a lot to spread the use of ferrocement technology.

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This keynote address only included some of the researches within the last 5 years. There are actually more, both documented and non-documented, but it is not possible to cover all. But the discussion here prove the many researches done on ferrocement and the future research thrusts on ferrocement.

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47. Raisinghani, M.; Sai, A.S.R.; and Thomas, P.C. 1985. Blast load tests on ferrocement. In Proceedings of the Second International Symposium on Ferrocement, 35-45. Bangkok: International Ferrocement Information Center.

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48. Basunbul, I.A.; Nuh, S.M.; and Williamson, R.B. 1989. Fire resistance of fcrrocement load bearing sandwich panels. Journal ofFerrocement 19(2): 109-123.

49. Swamy, R.N., and Spanos, H. 1985. Creep behaviour of ferrocement sections. In Pro­ceedings of the Second International Symposium on Ferrocement, 103-118. Bangkok: International Ferrocement Information Center.

50. Paillere, A.M. 1985. Durability and repair of fcrrocement. In Proceedings of the Second International Symposium on Ferrocement, 673-679. Bangkok: International Ferrocement Information Center.

51. Alexander, D. 1989. Factors influencing the durability of ferrocement. Journal of Ferro­cement 19(3): 215-222.

52. Hope, B.B., and Ip, A.K.C. 1987. Corrosion of steel in concrete made from slag cement. ACI Materials Journal 84(6): .

53. Shah, S.P.; Lub, K.B.; and Ronzoni, E. 1985. A summary of ferrocement construction and a survey of its durability. RILEM Committee 48-FC, Materiaux et Constructions 19(112): 297-321.

54. Sri Ravindrarajah, R., and Paramasivam, P. 1986. Influence of weathering on ferrocement properties. Journal ofFerrocement 16(1): 1-11.

55. Baseer, P.A.M.; Lau, D.K.T.; Montgomery, F.R.; and Long, A.E. 1988. Determination of surface durability of ferrocement on site. In Proceedings of the Third International Symposium on Ferrocement, 134-141. Roorkee: University of Roorkee.

56. Bowen, G.L. 1983. Corrosion and corrosion prevention in ferrocement hull. Journal of Ferrocement 13(3): 267-268.

57. Bowen, G.L. 1987. Some thoughts about corrosion and corrosion prevention in ferroce­ment boat. In Ferrocement Corrosion: Proceedings of the Correspondence Symposium. Bangkok: International Ferrocement Information Center.

58. S. Carlos Group. 1985. Steel corrosion of fcrrocement: Some notes about older construc­tions in S. Carlos, Brazil. In Proceedings of the Second International Symposium on Ferrocement, 607-619. Bangkok: International Ferrocement Information Center.

59. Darwin, D.; Manning, D.G.; Hognestad, E.; Rice, P.F.; and Ghowrwal, A.Q. 1985. Crackwidth, cover and corrosion. Concrete International: Design and Construction 7(5): 20-50.

60. Chalisgaonkar, R. 1987. Corrosion of steel in concrete and ferrocement. In Ferrocement Corrosion: Proceedings of the Correspondence Symposium, 21-29. Bangkok: Interna­tional Ferrocement Information Center.

61. Rengaswamy, N.S.; Srinivasan, S.; and Mohan, R.S. 1987. Evaluation of protective coating for reinforced concrete. In Ferrocement Corrosion: Proceedings of the Correspon­dence Symposium, 63-71. Bangkok: International Ferrocement Information Center.

62. lams, M.E. 1987. Prevention of fcrrocement corrosion. In Ferrocement Corrosion: Pro­ceedings of the Correspondence Symposium, 91-93. Bangkok: International Ferrocement Information Center.

63. Lukita, H.; Robles-Austriaco, L.; and Nimityongskul, P. 1987. Corrosion behaviour of wiremesh in fcrrocement. In Ferrocement Corrosion: Proceedings of the Correspondence Symposium, 3-19. Bangkok: International Ferrocement Information Center.

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64. Paul, B.K., and Pama, R.P. 1978. Ferrocement. Bangkok: International Ferrocement Infonnation Center.

65. Iorns, M.E. 1984. Corrosion and corrosion prevention in ferrocement hull. Journal of Ferrocement 14(2): 159-162.

66. Rengaswamy, N.S.; Balasubramanian, T.M.; Saraswati, N.; and Sarawathi, R. 1987. Monitoring of reinforcement corrosion by potential measurement In Ferrocement Corro­sion: Proceedings of the Correspondence Symposium, 31-53. Bangkok: International Ferrocement Infonnation Center.

67. Kaushik, S.K.; Gupta, V.K.; Tiwari, V.K.; and Shanna, P.C. 1988. Corrosion perfonn­ance of ferrocement structures 1972-1987. In Proceedings of the Third International Symposium on Ferrocement, 142-152. Roorkee: University ofRoorkee.

68. Chowdhury, S.M.M.I, and Nimityongskul, P. 1985. Some aspects on corrosion of galvanized wire mesh in ferrocement under simulated adverse environments. In Proceed­ings of the Second International Conference on Ferrocement, 669-670. Bangkok: Interna­tional Ferrocement Infonnation Center.

69. Trikha, D.N.; Kaushik, S.K.; Gupta, V.K.; Tewari, T.K.; and Shanna, P.C. 1985. Studies on corrosion behaviour of ferrocement structures. In Proceedings of the Second Interna­tional Symposium on Ferrocement, 621-632. Bangkok: International Ferrocement Infor­mation Center.

70. Chowdhury, S.M.M.I, and Robles-Austriaco, L. 1986. Ferrocement for repair and strengthening of structures. In Proceedings of the Asia-Pacific Concrete Technology Conference '86, 20.1-20.15. Singapore: Institute for International Research.

71. Yuzugullu, 0. 1988. Ferrocement to increase the lateral resistance of timber framed rural houses. Journal ofFerrocement 18(1): 35-39.

72. Markanda, P.C. 1985. Economics of ferrocement for waterproofing - A case study. In Proceedings of the Second International Symposium on Ferrocement, 397-402. Bangkok: International Ferrocement lnfonnation Center.

73. Ram, G., and Shanna, P.C. 1985. Ferrocement treatment for repairing leaking roof gutters of Khatima Power House. In Proceedings of the Second International Symposium on Ferrocement, 665-671. Bangkok: International Ferrocement lnfonnation Center.

74. Reinhorn, A.M.; Prawel, S.P.; and Zi-He Jia. 1985. Experimental study of ferrocement as a seismic retrofit material for masonry walls. Journal ofFerrocement 15(3): 247-260.

75. Reinhorn, A.M., and Prawel, S.P. 1985. Ferrocement for seismic retrofit of structures. In Proceedings of the Second International Symposium on Ferrocement, 157-172. Bangkok International Ferrocement Infonnation Center.

76. Singh, K.K.; Kaushik, S.K.; and Prakash, A. 1988. Strengthening of brick masonry columns by ferrocement. In Proceedings of the Third International Symposium on Ferrocement, 306-313. Roorkee: University ofRoorkee.

77. Balaguru, P. 1988. Use of ferrocement for confinement of concrete. In Proceedings of the Third International Symposium on Ferrocement, 52-58. Roorkee: University of Roorkee.

78. Shanna, P.C., and Trikha, D.N. 1988. Use of ferrocement for repair of fire damaged walls and columns. In Proceedings of the Third International Symposium on Ferrocement, 580-582. Roorkee: University ofRoorkee.

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79. Rosenthal, I., and Bljuger, F. 1985. Bending behaviour of ferrocement-reinforced con­crete composite. Journal ofFerrocement 15(1): 15-24.

80. Lub, K.B., and van Wanroij, M.C.G. 1988. Strengthening of reinforced concrete beams with shotcrete-ferrocement. In Proceedings of the Third International Symposium on Ferrocement, 477-485. Roorkee: University ofRoorkee.

81. Anwar, A.W. 1989. Rehabilitation of Structural Elements Using Ferrocement. M.Eng. Thesis, Asian Institute of Technology.

82. Romualdi, J.P. 1987. Ferrocement for infrastructure rehabilitation. Concrete Interna­tional: Design and Construction, 9(9): 24-28.

83. Vickridge, I., and Nedwell, P. 1988. The current and potential use of ferrocement as a structural repair material. Structural Engineering Review (1): 173-178.

84. Singh, G.; Venn, A.B.; Ip, L.; and Xiong, G.J. 1989. Alternative material and design for renovating man-entry sewers. In Proceedings, NO-DIG 89: 2.3.1-2.3.7.

85. Paramasivam, P., and Fwa, T.F. 1988. Ferrocement overlay for concrete pavement resur­facing. In Proceedings of the Third International Symposium on Ferrocement, 453-460. Roorkee: University of Roorkee.

86. Vasan, R.M.; Godbole, P.N.; Kaushik, S.K.; and Goel, D.C. 1988. Performance evalu­ation of ferro-fibro overlays. In Proceedings of the Third International Symposium on Fcrrocement, 549-600. Roorkee: University of Roorkce.

87. Parameswaran, V.S.; Thandavamoonthy, T.S.; Balasubramanian, K.; and Mani, A.C. 1985. Ferrocement groin shell roofing for single storey structures. In Proceedings of the Second International Symposium on Fcrrocement, 431-443. Bangkok: International Fer­rocemcnt Information Center.

88. Lakshmipathy, M.; Kosalram, K.; and Ramakrishnan, S.S. 1985. A novel method of generating cylindrical shells using precast ferrocement panels. In Proceedings of the Second International Symposium on Ferroccment, 375-383. Bangkok: International Ferroccmcnt Information Center.

89. Espiritu, E. 1987. An Interactive Microcomputer Program for the Design of Prestressed Fcrroccmcnt Cylindrical Shell Roofs. M. Eng. Thesis, Asian Institute of Technology.

90. Jagadish, R., and Radhakrishna, K. 1988. Ferrocement hyperbolic paraboloid shell roof clements - An experimental investigation. In Proceedings of the Third International Symposium on Ferrocemcnt, 414-421. Roorkee: University ofRoorkee.

91. Kaushik, S.K.; Gupta, V.K.; and Mahendra Pal 1988. Investigation on ferrocement cylin­drical shell roofs. In Proceedings of the Third International Symposium on Ferrocement, 537-543. Roorkcc: University ofRoorkee.

92. Kalita, U.C.; Nambiar, M.K.C.; Borthakur, B.C.; and Baruah, P. 1987. An investigation on the strength of fcrroccment roofing elements for low-income housing. In Building Materials for Low-Income Housing, 19-27. London: E. & F.N. Span Ltd.

93. Kalita, U.C.; Nambiar, M.K.C.; Borthakur, B.C.; and Baruah, P. 1985. Experimental studies on ferroccmcnt roofing clements. In Proceedings of the Second International Symposium on Ferroccmcnt, 405-413. Bangkok: International Ferrocement Information Center.

94. Desai, J.A., and Desai, M.D. 1988. Ferrocemcnt roofing elements for low cost housing.

408 Journal of Ferrocement: Vol. 20, No. 4, October 1990

In Proceedings of the Third International Symposium on Fcrrocement, 422-429. Roorkcc: University of Roorkce.

95. Kaushik, S.K.; Gupta, V.K.; and Singhal, A.K. 1988. Behaviour of ferrocement folded plate roofs. In Proceedings of the Third International Symposium on Ferrocemcnt, 335-343. Roorkee: University ofRoorkee.

96. Desayi, P.; Nanjunda Rao, K.S.; and Reddy, V. 1988. Experimental roofing with pre­tensioned fcrroccmcnt clements. In Proceedings of the Third International Symposium on Ferrocement, 405-413. Roorkee: University of Roorkee.

97. Jagannath, V., and Chandra Shckar, U. 1989. Precast L-pan roof clements for low cost housing. Journal of Fcrroccmcnt 19(4): 353-361.

98. Basunbul, I.A.; Al-Sulaimani, G.J.; Saleem, M.; and Al-Mandi!, M.Y. 1988. Behaviour of ferrocement roof panels. In Proceedings of the Third International Symposium on Ferrocemcnt, 258-265. Roorkce: University of Roorkcc.

99. Prakhya, K.G.V.; Rahul, T.; and Adidam, S.R. 1988. Ferroccmcnt plates with lightweight topping. Journal of Fcrrocemcnt 18(4): 405-411.

100. Lee, S.L.; Paramasivam, P.; Tam, C.T.; Ong, K.C.G.; and Tan, K.H. 1988. Fcrroccmcnt secondary roofing slabs. In Proceedings of the Third International Symposium on Fcrroccmcnt, 389-396. Roorkee: University of Roorkcc.

101. Kaushik, S.K.; Gupta, V.K.; and Sehgal, V.K. 1988. Performance evaluation of fcrrocc­mcnt box girder clements for roofs and floors. Journal ofFcrroccmcnt, 18(4): 413- 420.

102.Sehgal, V .K.; Bhandari, N.M.; and Kaushik, S.K. 1988. Fcrroccment box girder clements for roofs and floors. In Proceedings of the Third International Symposium on Ferrocemcnt, 551-560. Roorkee: University of Roorkce.

103. Trikha, D.N.; Kaushik, S.K.; Gupta, V.K.; and Mini, S. 1985. Behavior of fcrroccmcnt cored slabs. In Proceedings of the Second International Symposium on Fcrroccmcnt, 135 143. Bangkok: International Fcrroccmcnt Information Center.

104. Kaushik, S.K.; Gupta, V.K.; Trikha, D.N.; and Mini, S. 1986. Investigations on fcrrocc­ment cored slabs. Journal ofFcrroccmcnt 16(3): 227-237.

105. Aramraks, T. 1988. Prefabricated fcrroccmcnt slab. In Proceedings of the Third Interna­tional Symposium on Fcrrocemcnt, 397-404. Roorkcc: University ofRoorkee.

106. Dcsayi, P., and Reddy, V. 1988. Pretensioned fcrroccmcnt floor clements of channel cross-section. In Proceedings of the Third International Symposium on Fcrroccmcnt, 314-323. Roorkcc: nivcrsity of Roorkee.

107. Karunakar Rao, P., and Jagannadha Rao, V. 1987. Development and application of precast fcrrocemcnt and concrete roofing/flooring system. In Proceedings of the First International Conference on Materials, Science and Engineering, 6 pp. Versailles.

108. Tam, K.H., and Ong, K.C.G. 1989. Flexural shear behaviour of fcrrocement-steel com­posite plates. In Proceedings of the Second East Asia-Pacific Conference on Structural Engineering and Construction, 131-136. Bangkok: Asian Institute of Technology.

109. Raisinghani, M., and Sai, A.S.R. 1985. Experimental yield criterion for fcrrocemcnt slabs. In Proceedings of the Second International Symposium on Fcrroccmcnt, 179-194. Bangkok: International Fcrroccmcnt Information Center.

110. Clarke, R.P., and Sharma, A.K. 1988. Anisotropic-laminated plate theory for fcrroccmcnt

Journal of Ferrocement: Vol. 20, No. 4, October 1990 409

slabs. In Proceedings of the Third International Symposiwn on Ferrocement, 243-250. Roorkee: University of Roorkee.

I I I. Kotsdawala, R.R.; Kaushik, S.K.; and Trikha, D.N. 1988. Performance of ferrocement two-way restrained slabs. In Proceedings of the Third International Symposium on Ferrocement, 362-368. Roorkee: University of Roorkee.

112. Mansur, M.A., and Alwis, W.A.M. 1988. Strength of two-way ferrocement slabs containing patch reinforcement. Journal of Ferrocement, 18(2): 139-151.

113. Lohtia, R.P., and Sarma, M.V.G.S. 1988. An experimental study of ferrocement slabs. In Proceedings of the Third International Symposium on Ferrocement, 324-334. Roorkee: University of Roorkee.

114. Shanmugam, N.E., and Paramasivam, P. 1988. Ferrocement panels under in-plane and lateral loading. In Proceedings of the Third International Symposium on Ferrocement, Roorkee, 274-281. Roorkee: University of Roorkee.

115. Lee, S.L.; Mansur, M.A.; Paramasivam, P.; Ong, K.C.G.; and Tam, C.T. 1986. A study of sandwich wall panel. Journal of Ferrocement 16(3): 295-313.

116. Swamy, R.N., and El-Abboud, M.I. 1988. Application of ferrocement concept to low cost lightweight concrete sandwich panels. Journal of Ferrocement 18(3): 285-292.

117. Yuzugullu, 0. 1988. Behaviour of box shaped precast ferrocement wall elements under compressive loading. Journal ofFerrocement 18(2): 101-110.

118. Rosenthal, I. 1986. Precast ferrocement columns. Journal of Ferrocement 16(3): 273-284.

119. Chocklingam, S.; Raghunath, P.N.; Ramanathan, R.; and Kannappan, K. 1988. Strength and failure modes of ferrocement columns. In Proceedings of the Third International Symposium on Ferrocement, 344-351. Roorkee: University ofRoorkee.

120. Jiang, E.D. 1985. Cracking and deformation behaviour of T-beam with tensile ferroce­ment flange. In Proceedings of the Second International Symposium on Ferrocement, 3-15. Bangkok: International Ferrocement Information Center.

121. Desayi, P., and Ganesan, N. 1987. Prediction of spacing and maximum width of cracks in ferrocement built-up I-joists. Journal of Ferrocement 17(2): 117-130.

122. Desayi, P.; Srinivasan, G.; and Chandra. D. 1986. Prestressed ferrocement T-shaped elements. In Tenth International Congress of the FIP, 469-4 73. New Delhi: Institution of Engineers (India).

123. Desayi, P., and Sudhakar Rao, L. 1986. Prestressed ferrocement beams with undulating flanges. In Tenth International Congress of the FIP, 475-478. New Delhi: Institution of Engineers (India).

124. Al-Sulaimani, G.J., and Ahmad, S.F. 1988. Deflection and flexural rigidity of ferroce­ment I- and box-beams. Journal ofFerrocement 18(1): 1-12.

125. Lee, S.L.; Paramasivam, P.; Ong, K.C.G.; and Tan, K.H. 1987. Ferrocement cylindrical tanks for rainwater collection in rural areas. In Proceedings of the Third International Conference on Rain Water Cistern Systems, Cl2.l-Cl2.20. Khon Khaen: Khon Khaen University.

126. Patel, J.K., and Sheth, M.M. 1988. Water tanks with ferrocement techniques. In Proceed-

410 Journal of Ferroce~nl: Vol. 20, No. 4, Oclober 1990

ings of the Third International Symposium on Ferrocement, 190-198. Roorkee: Univer­sity of Roorkee.

127. Abang Abdulrahim, A.A.; Mohd. Razali, A.K.; and Sinin, H. 1989. Ferrocement techno­logy for domestic water tank. In Proceedings of the Conference on Concrete Engineering and Technology, VI-9-Vl-16. Shah Alam: Institut Teknologi Mara.

128. Nimityongskul, P., and Koentjoro, H. 1985. Application of ferrocement linings for irrigation. In Proceedings of the Second International Symposium on Ferrocement, 325-340. Bangkok: International Ferrocement lnfonnation Center.

129. Sekar, R.; Chokalingham, S.; and Sethunarayan, R. 1988. Ferrocement for canal lining. In Proceedings of the Third International Symposium on Ferrocement, 199-206. Roorkee: University of Roorkee.

130. Sudhindra, C.; Suri, S.B.; Varshney, J.P.; and Tewani, R. 1988. Tentative recommenda­tions for ferrocement field channels of one cusec capacity. In Proceedings of the Third International Symposium on Ferrocement, 181-189. Roorkee: University ofRoorkee.

131. Tang, T.; Li, S, and Zhao, G 1985. Cost analysis and operational performance of ferrocement U-aqueducts. In Proceedings of the Second International Symposium on Ferrocement, 559-564. Bangkok: International Ferrocement Information Center.

132. Lee, T.S. 1989. Ferrocement pipes for subsurface drainage. Journal of Ferrocement 19 (1): 29-35.

133. Zhen, J., and Yan, C. 1985. Prestressed-self-stressing ferrocement high pressure pipe. In Proceedings of the Second International Symposium on Ferrocement, 575-590. Bangkok: International Ferrocement Infonnation Center.

134. Zhao, L.G., and Yuan, S.Q. 1988. Ferrocement gate with reversed hyperbolic flat shell. In Proceedings of the Third International Symposium on Ferrocement, 251-257. Ro­orkee: University of Roorkee.

135. Gschwind, C.A. 1985. Ferrocement folded arch culverts. In Proceedings of the Second International Symposium on Ferrocement, 291-301. Bangkok: International Ferrocement Infonnation Center.

136. Debs, M.K.E. 1988. Application of ferrocement in culverts construction. In Proceedings of the Third International Symposium on Ferrocement, 529-536. Roorkee: University of Roorkee.

137. Winter, SJ. 1988. Construction manual for a ferrocement well. United Nations Develop­ment Programme. Eastern Caroline Islands: Appropriate Technology Enterprises.

138. Rivas, H.W. 1988. Ferrocement swimming pools. In Proceedings of the Third Interna­tional Symposium on Ferrocement, 234-242. Roorkee: University of Roorkee.

139. Migliore, A.R. Jr., and de Hanai, J.B. 1988. Ferrocement precast retaining walls. In Proceedings of the Third International Symposium on Ferrocement, 266-273. Roorkee: University of Roorkee.

140.ACI 549. 1988. Guide for the Design, Construction and Repair ofFerrocement. Detroit: American Concrete Institute.

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Iffi II Iffi IL II (Q) CGr JE&IF IBI II CC ILII§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 484) 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.

101-RESEARCH AND DEVELOPMENT

Material Properties

3892 Mackiewicz, A.{1981. Wplyw Obciazen Dlugotrwalych NaZachowanieSie Siatkobe-tonu Przy Rozciaganiu. 168 pp. Warsaw: Instytut Tcchniki Budowlanej.

experimentation I ferrocement I strength I tests

3864 Bin-Omar, A.R.; Abdel-Rahman, H.H.; Al-Sulaimani, G.J. { 1989. Nonlinear finite element analysis of flanged ferrocement beams. Computers and Structures 31(4): 581-590.

analysis I beams I ferrocement I finite element method !mathematical model

3872 Florentino, E.F.Ferrocement applications for low-income housing. In National Science and Technology Week 1987, 26 pp.

construction I design I ferrocement I housing I low cost !mixing I properties

3916 Haynes, H.H.; Lawrence, F.K.; Stachiw, J.D.American Society of Civil Engineers.{Apr/ 1971. Concrete Hulls for Undersea

Applications. Journal of Structural Division (514): 1283-1303.

concrete I domes(structuralforms) I hulls(structures) I offshore structures I shells(Structural Forms) I Structural Engineering I Under water construction

Housing Applications

3932 Khaidukov, G.K. { 197-. Development of armocement structures. Bulletin of the Infor-mational Association for Shell Structures (36): 85-97.

ferrocement I roofs I shells (structural forms) I thin walled structures

412 Journal of Ferrocem£nl: Vol. 20, No. 4, October 1990

General

3897 lorns, M.E. 19-. Ferrocement-Does this Material Have Real Promise for Commercial Use?. 5 pp.

boats I corrosion I durability I low cost I mesh I mortar lpozzolana I yatch I Ferrocement China I Cuba I England I New 'Zealand I USA I USSR

3922 __ .19. Instructions for Building a Ferro-Cement Boat. 24 pp.

boats I construction I design I development I ferrocement !materials I mortar (material) I tests

3888 Edwards, D.; Keller, K. 1982. (A) Workshop Design for Rainwater Roof Catchment Systems. 76+iii pp.: Bureau for Science and Technology (Health Office).

construction I design I documentation I ferrocement /reports I tanks (containers) I training I water storage

3865 International Ferrocement Information Center (Bangkok, Thailand). 1987. Background Paper for Her Royal Highness the Crown Princess Maha Chakri Sirindhorn. 21 pp. Bangkok: International Ferrocement Information Center.

bins I boats I ferrocement I pontoons I roads I roofing /tanks (containers)

3866 United Nations Industrial Development Organization (Vienna, Austria). 1989. Non-de-structive material testing. Advances in Materials Technology:Monitor, No.15, 118 pp. Vienna: United Nation Industrial Development Organization.

ceramics I composite materials I heat I temperature !Nondestructive tests IX ray analysis

201-CONSTITUENT MATERIALS

Mortar Preparation and Plastering

3883 Odler, I.; Robler, M.1985. Investigations on therelationshipbetwecnporosity, structure and strength of hydrated portland cement pastes - II. Effect of pore structure and degree of hydration. Cement and Concrete Research 15: 401-410.

hydration I porosity I port/and cement pastes I strength !water cement ratio I Cement pastes

3890 McCarter, W.J.; Afshar, A.B. 1985. A study of the early hydration of Portland cement. Proceeding of Institution of Civil Engineers, Part II 79(September): 585-604.

cement paste I hardening (material) I hydration I microstructure I port/and cements

Journal of Ferrocement: Vol. 20, No. 4, October 1990 413

3867 Foy, C.; Pigeon, M.; Banthia, N. { 1988. Freeze-thaw a durability and deicer salt scaling resistance of a 0.25 water-cement ratio concrete. Cement and Concrete Research 18(4): 604-614.

compressive strength I corrosion I freeze-thaw durability I salt water! scale (Corrosion) I test I water­cement ratio

Substitute Materials for Mortar Preparation

3919 Cook, DJ.; Pama, R.P.; Darner, S.A. ( 1976. Rice husk ash as a pozzolanic material. In New Horizons in Construction Materials, 431-442.

cement I chemical tests I pozzolans I rice husk ash I strength I strength I volume change Developing Countries I Thailand

3877 Spence, R. 1987. (A) field guide to the use ofpozzolana as an alternative cement. Gate (2): 11-14.

cements I mixing I mixing I port/and cement I pozzolana I production

3862 Day, R.L.; Huizer, A.; Quinonez, J. 1989. Mortar and grout for masonry units produced from natural pozzolanas. Housing Science 13(4): 283-289.

blocks I clays I low cost I masonry I mortar I pozzolana Bolivia I Canada I Guatemala

Admixtures

3935 Rohm & Hass Company (Pennsylvania, U.S.A.). 1967. Rhoplex E-330 Cement Mortar Modifier. 7 pp. Pennsylvania: Rohm & Hass Company.

admixtures I freeze traw durability I mortar I physical properties

301-MARINE APPLICATIONS

Construction and Testing

3928 Brigham, R. 197-. Down to the Sea in Cement. 71-73.

construction I ferrocement I plastering I yachts

3931 Fyson, J.F.{1968. Ferrocement Construction for Fishing Vessels .. 8 pp. London: Food and Agricultural Organization.

boats I construction I design I ferrocement I mixing I properties I ships

414 Journal of Ferrocement: Vol. 20, No. 4, October 1990

3933 Gardner, J. 1968. Ferrocement moves from backyard to shop - New methods are required in production. National Fisherman (October): 2 pp.

barges I construction I fabrication I ferrocement

3902 Jay R. Benfordand Associates, Inc. (Washington, USA). 1971. Design and Services. 1-15. Washington: Jay R. Benford and Associates, Inc ..

boats I construction I costs I design I ferrocement I ships I specifications

3869 Kerr, R.N. 1972. Requirements for the construction of ferrocement boats. Hull Construction, 7 pp. Wellington: Marine Department.

applications I boats I coatings I construction I design I ferrocement I mixing I standards

3929 Withholz, C. 1972. 53' Ferrocement-Cruiser. 1 p.

cruiser I hulls (structures)

3925 Robertson, A. 1975. One man's plastering. News Bulletin (31): 4-5.

boats I ferrocement I plastering I scaffolds Australia

3889 Mahati, L. 1978. Ferrocement dreams part 6. Sea Worthy Dreams 3(1): 39-44.

boats I construction I ferrocement I hull (structures) I plastering I schooners

3926 Bowen, G.L. 1984. Seven Years oflife aboard a ferrocement boat. Ferro-Cement Commu-nique (1): 1-7.

boat I ferrocement I hulls (structures) I plastering New Zealand

3907 New Zealand Ferro-Cement Marine Association, Inc. (Auckland, New Zealand).1985. Materials, methods and maintenance. Ferro Cement Communique (2): 11-13.

boats I construction I maintenance I production methods I repairs

Feasibility Studies, Rules and Classification

3901 Mullins, A.F.J.1970. Power for small boats ... Massproduction canmeettheneed. Fishing News International : 79-83.

advantages I applications I boats I ferrocement I ships I trawlers Developing countries I Sri Lanka

Journal of Ferrocemen/: Vol. 20, No. 4, Oc/ober 1990 415

3927 Turner, J. 1979. Observations on ferrocement in the marine industry. Ship Boat Interna-tional : 52-53.

boat I corrosion I ferrocement I hull (structures) I workability

3910 New Zealand Ferro-Cement Marine Association, Inc. (Auckland, New Zealand).1985. Is ferrocement a proposition?. Ferro Cement Communique: 24-28.

advantages I boats I ferrocement I ships

General

3894 Ministerio De la Industria Pesquera (Havana, Cuba). 198-. Catalogo general de proyectos construidos. 200 pp. Havana: Ministerio de la Industria Pesquera.

boats I properties I specifications I vessels

3903 Protacio, A.C. { 1971. Ferrocement Boat Building.

applications I boats I construction I drawings I ferrocement I shipyards Philippines

3915 Hagenbach, T.M.Seacreted, Ltd. (Norfolk, UK). 1971. Top Seacrete. 4 pp.

advantages I boats I ferrocement I hulls (structures) I properties

3917 Fiber Steel (West Sacramento, California, USA). 1971. Fiber Steel Progress Report. 11 pp.

West Sacramento: Fiber Steel.

boats I hulls (Structures) I ships I Ferrocement I Yacht

3918 Food and Agricultural organization of the U.N. (Rome, Italy). 1973. Seminar on the Design and construction ofFerro-CementFishing Vessels. FAO Fisheries Report, 27pp. Rome: FAO

boats I construction !fiber reinforced composites I steel structures I wooden structures I Ferrocement

3908 New Zealand Ferro-Cement Marine Association, Inc. (Auckland, New Zealand).1985. Inspection of ferro boats before plastering. Ferro Cement Communique (2): 14-15.

boats I inspection I performance I quality control I standards

3909 New Zealand Ferro-Cement Marine Association, Inc. (Auckland, New Zealand). 1985. Ferrocement in boat building. Ferro Cement Communique (2): 16-18.

applications I boats I construction I ferrocement I hulls I strength

416 Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

3923 Southern Ports Shipbuilding Co., (Iran). Builders in Ferrocement, Corrosion and Maintenance.

boats I construction I corrosion I design I fire resistance I impact I maintenance I Ferrocement

3924 Hammond, A. Feb/1972. Ferrocement Rachel and Ebenezer to be coasting schooner replica. National Fisherman (Feb.): 3 pp.

boats I bulkheads I construction I ferrocement I schooners

401-TERRESTRIAL APPLICATIONS

Housing and Building

3878 __ . 198-. Description of Load Tests of Wall Panels. 7 pp.

analysis I compression I load (forces) I load tests I mesh I panels I stress I tests I walls

3879 Structural Engineering Research Center (Madras, India). 1980. Ferrocement service core units. Journal of the Institution of Engineer (India) 30(3): 1 p.

construction I ferrocement I housing I mesh I mortars (Material) I walls India

3871 Yom-tov S.198? Ferrocement: wonderful building technology. Israel: 13-16.

applications I construction I ferrocement I housing I shells

3912 Multi Con (Wastington, USA). Multicon Construction System. 15 pp.

concrete constructions I concrete structures !ferrocement I roofs I shells (structuralforms) I structures I Structural forms

Water Resources Structures

3891 National Economic and Social Development Board (Bangkok, Thailand). 198-. Manual for the Construction of Cement Jar. 10 pp. Bangkok: National Economic and Social Development Board.

construction I manuals I mortars (material) I production methods I water storage Thailand.

3895 Thailand Institute of Scientific and Technological Research (Bangkok, Thailand). 1977. Construction of Ferrocement Structure (Construction of Water Tank). 13 pp. Research: Thailand Institute of Scientific and Technological Research.

construction I ferrocement I production methods I water tanks

Journal of Ferrocem£nl: Vol. 20, No. 4, Oclober 1990 417

3874 Development Information Center (Washington, DC., USA). 1982. Designing a household cistern. Water for the World Technical Note, No. RWS. 5.D.1., 8pp. Washington: Development Information Center.

design I ferrocement I specifications I tanks (containers) I water storage

3875 Development Information Center (Washington, D.C., USA). 1982. Constructing a Household Cistern. Water for the World Technical Note, No. RWS. 5.C.1, ?pp. Washington: Development Information Center. construction I ferrocement I tanks I voids I water storage

3884 Bingham, A. 1984. Modular approach for Indonesia's national programme. World Water (August): 31-32.

housing I water I water pipes I water supply Indonesia

3876 Webber, E.S. 1985. Rainwaterroof collection as a household water supply. In South Pacific Regional Worshop on Housing, 1-7.

construction materials I design I roofing I water I water storage I water supply

3868 AIT Alumni Association (Thailand). 19-. Construction Manual of a Ferrocement Tank. 48 pp.: AIT ALumni Association (Thailand).

construction I costs I design I ferrocement I tanks

Miscellaneous Structures

3934 Arms,J.1972. The egg bed. Sunset(June): 134-135. applications I construction I curing I ferrocement I shells (structural form)

3930 __ . 1979. Wire panel combines benefits of wood, concrete. California Builder & Engineer (Nov.): 85-86.

concrete I panels I sound transmission I warehouses I wood I Prefabrication IFIC

3906 New Zealand Ferro-Cement Marine Association, Inc. (Auckland, New Zealand).1985. Ferrocement as a sculptural material. Ferro Cement Communique (2): 9-10.

advantages I applications I ferrocement

3863 Singh, G.; Venn, A.B.; Ip Lilian 1989. Alternative material and design for renovating man-entry sewers. No-Dig: 1-4.

applications I crack width I ferrocement I precast concrete I sewers I stress concentration UK

Construction Techniques

3900 Fyson, J.F. 1970. Building a Sawn Frame Fishing Boat. FAO Fisheries Technical Paper No. 96, 54+IV pp.

boat I construction I drawings I frames I ships I specifications

418 Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

502-PROTECTION AND RELATED TOPICS

Coatings and Surface Treatment

3886 Singh, S.M.; George, J.{ 1984. Cement paints. Building Research Note, 3 pp. Roorkee: Central Building Research Institute.

coatings I durability I finishes I paints I protective coatings

603-FIBER REINFORCED COMPOSITES

Natural and Organic Fiber Composites

3893 __ . 19-. Sisal-Cement Water Jar. 85-89.

construction I mortar I sisal fibers I water storage

3921 Sambell,R.A.S.;Bowen, D.H.; Philips, D.C.1972. Carbon fibre composites with ceramic and glass matrices - Part I Discontinous fibres. Journal of Material Science (7): 663-675.

carbon fibers I ceramics I glass I properties

3873 Evans, B.1986. Understandingnaturalfiberconcreteitsapplicationas a building material. 44+ii pp. Rugby: Intermediate Technology Publications Ltd ..

construction I durability I housing I installing I manufacturing I natural fibers I roofing I strength I tests I toughness Srilanka

3881 Mwafongo, F.G.1987. Sisal-reinforced cement.Batiment IntemationalBuildingResearch and Practice (CIB) 15(4): 241-242.

construction I housing I low cost I mixing I production I roofing I sisal fibers

Polymer Composites

3887 Ohama, Y .; Moriwaki, T.; Notoya, K. 1984. Accelerated Carbonation of polymer-modified mortars by carbon dioxide pressuring method. CAJ Review: 288-291.

experimentation I mix design I mortars (material) I Carbonation I Polymer

38% Choy, C.L. (ed)1984. High Modulus Polymers and Composites. 395 pp. Hong Kong: The Chinese University Press.

composite materials I composites I creep properties I fatique (materials I fiber reinforced I mechanical properties I modulus of elasticity I polymers I strength I toughness

Journal of Ferroceml!nt: Vol. 20, No. 4, .October 1990 419

General

3882 Balaguru, P.N.; Shah, S.P. { 1985. Alternative reinforcing materials for less developed countries. International Journal for Development Technology 3: 87-105.

bagasse I bamboo I bending I bonding I coconut fibers I columns (supports) I compression I ferrocement I housing I jute fibers I low cost I natural fibers I properties I sisal fiber I slabs I tension Africa I Australia I China I Developing Countries I Europe I India I Philippines I Thailand

3885 Ji, Xing; Liu, Xi-Rui; Chou, Tsu-Wei 1985. Dynamic stress concentration factors in unidirectional composites. Journal of Composite Materials 19(May): 269-275.

dynamic characteristics I fiber reinforced composites I numerical analysis I stress concentration

3899 __ . 1987. Fibermesh - a plastic solution. New Zealand Concrete Construction 31: 21-24.

bleeding (concrete) I crack initiation I toughness I Fiber reinforced composites

New Zealand

701-GENERAL

State-of-the-Art Studies

3937 ACI Committe 549. 198-. State-of-the-Art Report on Ferrocement. 90+iii pp. Detroit: ACI

construction materials I crack spacing I crack width I ferrocement I impact I mechanical properties

Technology Transfer

3870 Robles-Austriaco, L.; Pama. R.P. 1981. Technological transfer - Demand, transfer, diffussion: The case for construction materials. In Proceedings of the International Symposium on Technological Tranfer - Demand, Transfer, Diffusion, 1-22.

applications I construction materials I ferrocement I prestressed concrete I technology transfer

3936 Nimityongskul, P.; Choeypunt, C.; Karasudhi, P.{ 1981. Ferrocement Field Evaluation Survey in Indonesia. 57+iii pp. Bangkok: Asian Institute of Technology.

applications I ferrocement I surveys I technology transfer I trainings Indonesia

800-Related Materials

3911 Portland Cement Association (Chicago, USA). 1951. Concrete Grain Storages for the Farm. 16 pp.: Portland Cement Association.

bins I concrete structions I grain storage I silos

420 Journal of Ferrocement: Vol. 20, No. 4, October 1990

3914 Portland Cement Association (Illinois, USA). 1965. Handbook for Concrete Fruit and Vege-table Storages. 13 pp. Illinois: Portland Cement Association.

concrete I construction I food storage I panels I roofs

3913 Portland Cement Association (Illinois, USA). 1970. Design and Construction of Concrete Feedlots. 8 pp. Illinois: Portland Cement Association.

concrete I construction I design I pavements I slabs

3880 Kanok-Nukukhai, W.; Karasudhi, P.; Nishino, F.; Brotton, D.M.Advances and practice in East Asia and the Pacific. In Proceedings of the First East Asian Conference on Structural Engineering and Construction. Bangkok: Asian Institute of Technology.

bridges I buildings I computer programs I computers I concrete I construction I construction methods I design I ductility I foundations I reinforced concrete I stability I strength

4084 Ellen, P .E. 1985. Concrete mix design - Basic philosophy. Lecture Notes, Short Course on Design and Construction of Ferrocement Structures, 207-241. Bangkok: International Ferrocement Information Center.

concrete I mix design I water cement ratio I micro cracks

4085 Roeder, T. 1990. Update on admixtures. Concrete Quarterly (Autum): 10-11.

additives I concretes I mortars (materials) I superplasticizers I retardants

4086 A pens, J. 19-. Binders, Alternative to Portland Cement. Lou vain: A TOL.

port/and cements I cements I materials

4087 International Ferroccment Information Center. 1990. Ferrocement Floating House Project, Executive Summary. Bangkok: International Ferrocement Information Center.

housing I ferrocement I construction I /owcost

Journal of Ferroceffll!nl: Vol. 20, No. 4, October 1990 421

INFC and IFIC Databases

The INFC and IFIC databases will save your time and effort in finding current information on ferrocement and related construction materials. These databases are created and maintained by the International Ferrocement Information Center (IFIC), Asian Institute of Technology, Bangkok, Thailand using UNESCO's Computerized Documentation Service/Integrated Set of Information Systems (CDS/ISIS).

The highly specialized construction materials included in the databases are directed to answer the needs of the low-income people in the developing countries. They cover ferrocement, the form of reinforced concrete which uses hydraulic cement mortar, and closely spaced layers of continuous and relatively small diameter wire mesh reinforcements; and related construction 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 to numerous monographs, reports, conference proceedings, theses, and materials supplied directly by ferrocement builders and researchers. From these publications, articles on ferrocement and related construction materials are identified, abstracted, indexed, and entered into the bibliographic databases.

Each record contains primary information: author, title, source, abstract and keywords; and secondary information: availability, date, language and type of publication.

INFC and IFIC databases contain over 3,500 records and these are 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 materials at the following rates:

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

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

422 Journal of Ferrocement: Vol. 20, No. 4, October 1990

Precise description must accompany requests for search service so as to minimize costs. Requests (particularly 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 given at the top of each reference, photocopies and/or microfiches of any document can be ordered at the rates given in page 446.

JourNJJ of FtrroctrMnt: Vol. 20, No. 4, October 1990

THE SECOND FIN COORDINATORS WORKSHOP AND STUDY-VISIT

The Second Ferrocement Infonnation Net­work (FIN) Coordinators Workshop and Study-visit was held 9-15 September 1990 in Indonesia and was sponsored by the Interna­tional Development Research Centre (IDRC) Canada. The host was the FIN (Indonesia) based at the Development Technology Center (DTC), Research Institute, Institut Teknologi Bandung (ITB).

The participants were Lilia Robles-Austri­aco, FIN international coordinator; Professor Abang Abdullah Abang Ali, national coordinator FIN (Malaysia); Professor D.N. Trikha, national coordinator FIN (India); Engr. Edgardo Santi­banez, representative FIN (Philippines); Ir. An­shori Djausal, Ir. Oemar Handojo, Ir. Anna R. Gani and Dr. Puri Tamin, coordinators FIN (Indonesia).

The Workshop and Study-Visit included five days of discussions and visits to project sites.

The first ferrocemenl boat constructed al ITB in 1977 e.xhi~ iu no corrosion and structural defecu.

423

The participants al the Citanduy secoodary canal obsetving the cons1ruction of a ferrocement aqueducL

The participants visited the projects of ITB and held discussions in Bandung, Citanduy and Lampung Indonesia. In Bandung, the partici­pants were briefed by Dr. Bambang Bintoro Soedjito, director, Development Technology Center (DTC) on the objectives and outreach ac­tivities of DTC-ITB. Problems of technology transfer in Indonesia and their solutions were dis­cussed. Ir. Oemar Handojo, DTC-ITB, presented the ferrocement activities of DTC-ITB with em-

Ferrocemenl Mural, the main gale of the Indonesia Mini­atu~ Parle.

424 JowNJJ of Ft"oceme/IJ: Vol. 20, No. 4, October 1990

At the FIN (Indonesia) office.

phasis on activities of FIN (Indonesia). In Citan­duy, the participants had discussion with Ir. Susilo Soekardi, head of project. Citanduy Project.

The panicipanu in lhe Masjid Jun. Nurul Falah. Water Directorate, Water Resources Directorate

T, " .

' . .'.!'~ ~1 111" ·o· . ---

General, Department of Public Works and his team of engineers. Citanduy project manage­ment has collaborated with FIN (Indonesia) in or­ganizing the end-users training held 11-22 June 1990. Currently, five aqueducts and five foot­bridges for the secondary canal and 4km ferroce­mcnt canal lining for tertiary canal arc being con­structed in the project. In Larnpung, Sumatra, the participants had discussion with Mr. Alhusniduki Hamim, rector of the Universitas Lampung and Mr. Akum Ginting, the manager of the Associa­tion Indonesia Coffee Exporter (AICE) about their experiences with ferrocement. The Univer­

Due1mion wilh Mr. Alhumi~ Hunirn, rector, Univeni- sitas Lampung is strengthening its faculty exper-1a1 Lampung. tise on ferrocement through training and short

A ride in "Ganesh&" a fenocement fishing boll. The tidal gate at Lampl.Rig Shrimp fann.

JOllTlllJi of Ftmx:tmenJ: Vol. 20, No. 4, October 1990

courses. The participants were impressed by the vari­

ety of projects and the effectiveness of the trans­fer of technology.

Among the recommendations of the partici­pants were:

- Preparation of a methodology for end users training; a primer for decision makers; and audio­visual material.

- Three layer approach Lo technology trans-fer.

- Establishment of local national standards on ferrocemenL

- Standardize management structure for all national nodes.

VISITORS AT IFIC

Dr. K. Ghavami (below lefl) is a prof essorof Civil Engineering at the Pontificia Universidade Catolica do Rio de Janeirio and resource person of the IFIC Reference Center at the University. He auended an IDRC Meeting in Singapore and visited AIT on 17 September 1990. He con­ducted a Seminar on Non-Conventional Con­struction Materials.

Dr. D.N. Trikha (below right) is a professor and Head of the Department of Civil Engineering at the University of Rookee, India. Dr. Trikha is also editorial board member of the Journal of Ferrocement and co-coordinator of the Fcrroce­ment Information Network (FIN) India.

Dr. Trikha conducted a seminar on 18 Sep­tember 1990on "lntegratedFEM-SLPApproach

425

for the Optimisation of Prestrenssed Concrete Box Girder Bridges."

Engr. Gregorio T. Estrada, (above) regional technical director, Environment and Protected Areas Service, Department of Environment and Natural Resources, Region XI, Davao City. Phil­ippine, visited IFIC and discussed fcrrocemcnt applications for his projects.

Mr. Hans Hcijnen (below) senior informa­tion officer of the International Reference Centre for Community Water Supply and Sanitation (IRC), the Hague, the Netherlands, visited IFIC recently. For the last seven years, he was as­signed to Nepal and Sri Lanka as project manager of water supply and sanitation projects. During this tenure, he successfully addressed informa­tion issues as they arose at the project level by es­tablishing and maintaining an extensive project library on appropriate levels of rural water supply and sanitation, by encouraging the publication of technical manuals on vernacular and by enabling the introduction and applications of new ideas such as the use of ferrocement.

426

AUSTRALIA

Waste Materials into Aggregates

A new Australian process called "Neu­tralysis" turns garbage into ceramic rock aggre­gate with some interesting properties. Garbage is a primary source. The dream of conservation­ists and idealists and the fervent hope of belea­guered municipal authorities the world over.

Swamped with millions of tonnes of dcr mestic and industrial waste annually, the world is running out of places to dump the refuse of civilization. Ecological and environmental con­cerns have virtually stopped swamp and fore­shore reclamation and traditional dumps are fast filling with no viable replacements available.

The ideal answer to this worldwide prob­lem would be one which not only disposed of garbage economically, but one which produced a saleable end product Just such a solution was announced recently in Queensland, with not just one, but three saleable end products and it has authorities all over the world clamouring for the right to use the technology.

Called Neutralysis, the patenled process is no theory. The system, which has been devel­oped to an advanced state, is being proven through a pilot plant operating in the Brisbane suburb of Rocklea.

The process produces scrap metal which is separated from raw garbage, while surplus en­ergy from the plant can be used for steam or electricity generation. But the most important feature of the plant is its production of a light­weight, inert, ceramic aggregate.

The recipe consists of one tonne of solid waste as it comes from household rubbish bins, mixed with one tonne of clay and 300 litres of liquid waste. These are fired in a rotary kiln at temperatures of up to 1200'C, with the waste itself used as fuel.

This produces l .3t of ceramic rock aggre-

JourNJ/ of Ft"ocemen.1: Vol. 20, No. 4, October 1990

gate, all without downgrading the environment

The gases produced are combusled inter­nally and only cleaned, cooled gases are re­leased into the abnosphere.

Called 'Neutralite', the aggregate is said to give the building industry superior engineering, acoustic and thermal insulation properties over conventional aggregate, along with savings in handling and construction costs.

Because the recycling plants are ideally siled within urban areas and because of the lightweight of the aggregate, transportation costs are lower. As an example, the weight of a standard concrete building block, can be re­duced by a third when manufactured using Neu­tralite.

Sydney-based concrete technologist, Mick Ryan, said there is a growing need in built-up areas to reduce the dead-weight of building components to make them easier to transport and erect At the same time, these lightweight structures can be built with a fire resistance at least the equal of conventional material.

Neutralysis Industries general manager , Peter Thorley, said that the response from local government instrumentalities and entrepreneurs Crom all over the world has been very strong since the project was officially announced. Thorley said trade displays at the Hanover Technology Fair in West Germany and the Chi­cago International Waste Expo in the US had generated considerable interest.

The company, currently negotiating the possibility of licence agreements in the United Kingdom, has opened an office in the US.

According to Thorley, many enquiries were from people that are not just interested in the profits the system will be able to generate, but also in terms of the environmental solutions that it offers.

For further information: Neutralysis In­dustries Pty Ltd, 2 Leeds Street. RockJea, Q/d 4106. Ph (07) 274 1277. FAX (07) 2741174.

Journal of Fe"ocement: Vol. 20, No. 4, October 1990

INDIA

Ferrocement Boat Construction Workshop in India

A national workshop on ferrocement boat construction was held in Vizakhapatnam, India's main fishing port on the east coast between 15 and 20 March 1990. The workshop was organ­ized by the Central Institute of Fisheries Nautical and Engineering Training (CIFNE1) in associa­tion with FAO, and was predominantly attended by representatives of the private sector fishery industry associations including fishermen, boat owners and boat builders.

There is a growing appreciation of the ur­gent requirement for alternative boatbuilding materials to timber in India due to an awareness of the need, not only to protect the environment, but also to sustain the fishing fleet catching capacity. In India timber costs have increased dramatically since the 1970's.

The nature and suitability of ferrocement was illustrated by practical construction and repair demonstrations together with films and lectures featuring the construction and subse­quent operation of three ferrocement vessels constructed in south India by CIFNET with F AO technical assistance. The workshop laid empha­sis on the requirement for experienced supervi­sion, good quality materials and adequate facili­ties, and attempted to dispel the notion that ferro­cement is a "do-it-yourself' technology.

The workshop concluded with requests and recommendations that the technology should now be transferred to the commercial sector, and that to assist acceptances financial incentives should be made available to purchasers of fishing vessels constructed of alternative materials to timber.

(Informationfrom Mr. J.M. Turner, Fishery Industry Officer (Vessels), UN-FAO, Rome, It­aly).

427

Stagewise Ferrocement Flooring Slab System (SWF)

The Academy of Development Science (ADS), an organii:ation working in use of ferro­cement in housing, in collolaboration with Mr. Hemant Vaidya, has introduced a new stage wire ferrocement flooring slab system recently.

As the name suggests it is precast "compo­nents in parts" of sizes which can be easily handled and prefabricated. Following prefabri­cation, the components are later connected so that the whole assembly acts as a single unit. The primary benefits of SWF slab system are quick construction compared with conventional rein­forced concrete construction.

The system has been successfully used in the construction of the building of the Academy of Development Science but its intended applica­tion is in rural housing schemes.

For more details contact: Mr. Hemant V. Vaidya Anushree, S. No.40110 Near Paud Phata Erandawana {i,e 411 038 India

National Course on "Low Cost Building Materials and Construction Techniques"

Structural Engineering Research Centre (SERC) organized a national course on "Low Cost materials and construction techniques" from 20-23 August 1990 at SERC, Ghaziabad in collaboration with Central Building Research Institute, Roorkee. Discussion on ferrocement covered the various aspects in great detail. The 40 participants consist of engineers, technicians, and volunteers. An exhibition was also organ­ized in which Central Building Research Insti­tute, Centre Road Research Institute, and Struc­tural Engineering Research Centre participated. A large number of engineers and technicians

428

visited the exhibition. Ferrocement covered the largest floor area in the display. IFIC publications were displayed in a separate section and IFIC activities were explained to the visitors.

(Information from Mr. P.C. Sharma, Scien­tist, SERC Ghaziabad, /ndia).

NEW ZEALAND

Cement/Lime Stabilization

Examples of stabilized pavements in New Zealand date back over half a century. The success of early projects, together with the assis­tance of the Road Research Unit (RRU) and Robin Dunlop in the 1970's has lead to todays situation where stabilization is common practice.

In New Zealand today there is a lot of experience with stabilization for sealed and un­sealed roads, industrial areas, and in particular experience with insitu stabilization for road pavement rehabilitation. These stabilized pave­ments have performed very successfully from both the economic and technical points of view.

A questionnaire initiated by the Pavements Committee of the RRU showed many Roading Authorities felt that there was a need for further training in stabilization. Based on this result the Committee commissioned an Engineering Con­sultant to arrange a New Zealand wide series of stabilization workshops.

The main presenter at these workshops was Laurie McDonald, then of Cook County. Other presenters included Bruce Simmons (Fulton Hogan) Dennis Todd (Palmerston North City), Peter Rolls (McDonalds Lime), Keith Willis (Duffill Watts & King), and Ken Hudson (Ce­mentand Concrete Association). The workshops proved very popular; typically attendances were around 40-50 people, but over 100 people at­tended at Takapuna.

As part of these workshops, Duffill Watts & King produced (on behalf ofRTEC and theRRU) a training video on Cement and/or Lime Stabili-

Jo11Tnal of Fe"ocement: Vol. 20, No. 4, October 1990

zation. Copies of this video can be purchased from: Duffill Watts & King, PO Box 5269, Dunedin, New 'Zealand. Phone 777-133.

(Source: Hudson, K.C. 1990. Pavements Engineer, Cement & Concrete Association)

Diamond Wire Saw - The In-depth Solution

As a cost-effective means of deep cutting in concrete, the diamond wire saw seems all set to repeat the success it achieved within the stone industry. With UK construction applications clearly on the increase, "Industrial Diamond Review" recently looked at examples and at the growing technology behind the wire itself.

The success achieved in this direction by Belgium-based Diamant Board is no longer news. But what is significant is the wire saw's usage growth within the construction, building and civil engineering industries.

(Industrial Diamond Review).

Correspondence Course

The Cement and Concrete Association of New Zealand (NZ) continues to offer a corre­spondence course on Concrete Construction and Technology.

The Course is in two parts (General Prin­ciples and Practical Applications) and is based on the City and Guilds of London Institute (CGLI) Course. The CGLI examinations can be taken in New Zealand, leading to the award of a widely recognized certificate throughout the western world.

Each part of the course consists of 36 lec­tures, supported by technical bulletins and a number of extracts from relevant NZ Standards. The material is issued over a nine month period, commencing in July, and each lesson contains a summary, self test assignment and a written as­signment to be sent to the C&CA for marking.

Applications are now open for the current year. The fee for each part of the Course if $ 450.00 including GST.

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

Further information and application forms are available from the C&CA, Private Bag, Porirua, New 'Zealand.

The Joint For Quality Floors

The weakest part of concrete floors are the joints. The joints are often submitted to high repetitive loads and stresses causing damage and high maintenance costs.

1REMIX have developed a precastconcrete joint that solves many of the problems that design engineers and owners face today. The 1REMIX TreForm Rail is cast into the floor. The high strength concrete joint minimises the risk of damage to the finished floor.

The 1REMEX TreForm allows production of finished floors that have high flatness toler­ances. The TreForm acts as a screed rail which is levelled to the finished floor surface. The Tre­Form replaces conventional wood and steel forms and end stops.

1REMIX TreForm rails are an integral part of the 1REMIX system of laying high quality concrete floors. The full method involved dewa­tering concrete by the vacuum process, thereby reducing excess water and decreasing the water/ cement ratio

For further information

Ready Mixed Concrete Ltd. PO Box 282, Hamilton New 'Zealand Tel. (071) 492889 FAX. (071) 491291

N.Z. Concrete Awards

The New Zealand Concrete Awards, are now open for submission of entries for the 1990 scheme.

The Awards the Concrete Award and the Prestressed Concrete Award, offered and run by the New Zealand Concrete Society, are designed to further its principal aim of encouraging the

429

greater understanding and knowledge of all as­pects of structural and architectural concrete.

Entries must be of projects substantially completed within the last two years. For the Concrete Award they should illustrate a signifi­cant achievement in the advancement of concrete practice in design, research, construction or rehabilitation of any work.

In respect of the Prestressed Concrete Award, entries should be of projects in which prestressed concrete fulfils a major role in its structural performance and/or visual appeal.

All entries accepted for judging in the A wards will be published in the October issue of the journal of New Zealand Concrete Construc­tion. This will give projects and those associated with them wide publicity throughout New Zeal­and and also in many overseas countries.

Entry forms and rules for the Award are available from the NZCS, PO Box 17-268 Wellington, New 'Zealand.

Robots Assist With Beam Assembly

Taisei Corporation of Tokyo has developed a robot for automatically assembling beam rein­forcing bars for reinforced concrete buildings known as the TRFR-01 (Taisei Reinforcingbar Fabricating Robot).

When the robot was used to make 1000 beam reinforcing bars for the B building of the Okawabata River City 21 in Tokyo, it increased production efficiency by 50% compared to skilled manual labor.

The mobile cart is operated by one worker and assembles the reinforcing bar while moving on the rails. The reinforcing bar is assembled in the following order:

1. The main reinforcing bars are set on the upper and lower main reinforcing bar support arms.

2. The stirrup bars are set inside the mobile cart.

3. The type of reinforcing pattern is se-

430

lected by pushing the selection button on the control panel. The automatic operation button is then pushed.

4. The mobile cart moves forward, and while setting the stirrup bars, automatically binds the stirrup bars to the upper main reinforcing bars, one after the other.

5. After all the stirrup bars have been bound to the upper main reinforcing bars, the lower main reinforcing bar support arm.

6~ While moving backward, the mobile cart automatically binds the stirrup bars to the lower moves downward main reinforcing bars one after the other.

7. When the setting and binding of all the stirrup bars has been completed, the completion lamp is lit to inform the operator.

The following are the main features of the Taisei-developed robot

I . The entire fabrication process can be carried out by one operator, who need not be a skilled rebar worker.

Journal of Ferrocemen.I: Vol. 20, No. 4, October 1990

solution of the problems of arid regions in Paki­stan for the last twenty five years. The variety of aspects of their area of work includes tree planta­tion, drip irrigation, fodder development, water pumping, windmill installation in the desert area and the use of surplus water. Merin Ltd. have at their disposal a small experimental farm where numerous tests with many crops under varying conditions are performed. The organization is now able to present on a commercial basis, under operating conditions, a variety of equipments and systems which are focussed on the target of producing profitable utilization with minimal water supply and using local resources. A new term 'OFIT has been coined to represent this combination of organic farming and intermediate technology. Ferrocement is also use as of the construction material in the farm for biogas plant, well lining and others.

PHILIPPINES

Ferrocement Boats Come of Age in the Philip-

2. High product quality can be main- pines tained.

3. The stirrup bars are set and bound to the reinforcing bars automatically.

4. The binding wire is automatically supplied from a reel.

5. The robot can handle several types of reinforcing patterns.

On the basis of the technology used in devel­oping this robot, Taisei will carry out research to develop a completely automatic production line for columns and beams in prefabrication plants.

(New Zealand Concrete Construction, April 1990)

PAKISTAN

Organic Farming and Intermediate Technol­ogy

Merin (Pvt) Limited has been engaged in the

The l 980's saw unprecedent increase in the costs of building ships for various purposes like pushing, passenger ferites etc. The escalating prices of building new ships, led most of the probable owners to look for used second hand boats rather than attempting to build new ships. Keeping the situation in view, the government of the Philippines has been making efforts to bring about economic stability to local ship building industry by establishing joint venture type pro­grams for ship building with developed coun­tries. The government of the Philippines also made efforts to encourage the promotion of new methods and construction techniques in ship construction. A part of this promotion scheme is to encourage the development of non-conven­tional ferrocement vessels. The ferrocement boats are not only low cost in construction but have proved to save on repair costs also compared with conventional ship construction. Plans and detailed specifications are developed and distrib-

Journal of Ferrocement: Vol. 20, No. 4, October 1990

uted under this program to construct ferrocement boats, 30 ft (9.15m) in length, to be used as passenger boats. the vessel has a capacity to carry 40 passengers. A detailed report has been pre­pared with emphasis on practical aspects of ferro­cement boat construction, covering all details right from outlining to the final finishing opera­tion. Using the guidelines in the report, the construction of a model ferrocement vessel was started on July 15 of this year at Sandoval Ship­yard and the overall configuration of the reinforc­ing structure was completed on September 30. Periodic inspection by Marina counter part (the organization to promote ship building), main­tained a schedule of systematic inspections to ensure that the construction of the vessel is in accordance with the specified rules and regula­tion of the American Bureau of Shipping (ABS), and internationally recognized classification society. The vessel is expected to be launch soon.

(lnformationfromEngr. Jose Ariel L. Bala­sabas, Sr. Shipbuilding Specialist, Engineering Research and Development Division, Technical Services Office, Maritime Industry Authority, Philippines).

TIIAILAND

Research and Development at Thailand Insti­tute or Scientific and Technological Research (TISTR) and Building Technology Depart­ment (BTD).

TISTRandBTD has recently been conduct­ing research on low cost building materials through utilization of waste and natural re­sources.

Utilization of Waste and Natural Resources.

Two separate studies have been made on low cost building materials. One of them deals with agro wastes (e.g. rice husk, com-cob, etc.) and the other with indigenous resources (lateritic soil, cement blocks, bamboo, low-grade wood etc.). Result of the study on stabilized soil cement

431

blocks has been implemented and promoted as low cost building materials in rural areas by many government agencies under the supervision of TISTR. The plain or solid blocks have been modified to become interlocking blocks aiming to achieve more structural stability and aesthetic sense.

In 1986, the stabilized soil cement block has been recognized as a suitable building materials for government staff housing application by the Budget Bureau, Prime Minister Office, accord­ing to the Civil Work Department's public hous­ing standards.

BTD conducted a three-year jointly coop­erative research project with Government Indus­trial Research Institute, Kyushu (GIRIK), Japan. The main research activities are as follows:

a) Survey and assessment of agro-wastes and relevant materials.

b) Quality improvement of raw materials.

c) Investigation on the utilization of agro­wastes for building materials.

d) Techno-economical assessment of the production process and products.

Research results so far can be summarized as follows:

1. Each year some 4 million tons of rice husk, one of the agro-wastes abundantly avail­able in Thailand, i.e. about 20 percent of the total paddy crop, remain after the rice is processed for consumption. A small amount of this husk is up to use as cattle fodder, fuel, etc. So far, it has been a waste material posing difficult problem of dis­posal everywhere it is produced.

2. When rice husk is burnt, about 20% by weight of the husk remains as ash which is characterized by high Si02 content The si02 content of Thai rice husk ash generally exceeds 90% by weight when the husk is well burnt.

3. Rice husk ash (RHA) retains the skeleton of celluar structure, which makes its porosity and surface area high. Amorphosity of RHA can be controlled by varying burning conditions. The lower burning temperature and shorter burning

432

period give amorphous silica. the higher tem­perature and longer period of burning accelerate its crystallization into cristoblite and tridymite.

4.RHA cement can be produced by mixing ground RHA with lime and/or portland cement. Silica contained in RHA reacts with lime in the presence of water to fonn calcium silicate hy­drates which function as binder in RHA cement. When portland cement is used lime liberated during hydration reacts with silica in RHA. Since RHA cement hardens mostly at ambrient tem­perature, calcium silicate hydrates thus fanned remain in amorphous or poorly crystalline stages which are identifies as C-S-H and C-S-H(I).

5. When the reaction of silica and lime takes place in an autoclave under a saturated steam pressure at elevated temperatures ranging fonn l 70"C too 200"C, well crystalline calcium silicate hydrates are obtained such as xonotlite (C6S6H) and llA tobennorit (C5S6H5). Such reaction is know as hydrothennal reaction. Xonotlite and tobennorite constitute a matrix of calcium sili­cate insulation materials, which can be widely use in industry for energy saving and in construc­tion of highrise buildings for fire-proofing.

6. Replacement of rice husk ash by ground quartz is possible to a certain extent to obtain well developed xonotlite crystals in size. In this case, the reaction conditions, such as the mixing ratio with lime, the reaction temperature and time, should be chosen experimentally to reach the optimum preparation.

Development of Bamboo for House con­struction.

The project was the application of bamboo for house construction by using simple technol­ogy for rural people. A simple method used in the project is named bamboo lath and plaster, The plaster is the mixture of lime, sand, and chopping rice straw added up with water under the specific process. The bamboo lath with both sides plaster­ing can be applicable as a durable external panel.

Research and Development of Housing Construction Technology on Industrial Scale

The objective of this research is to find and

Journal of Ferrocement: Vol. 20, No. 4, October 1990

develop the appropriate construction technology for constructing the house of low-medium in­come people in urban area, in order to make the use of building materials more efficient and lower the cost of construction and materials. Also,ademonstration house of two-story is being built at TISTR complex, to illustrate the utiliza­tion of the building component manufactured locally and the application of new building component developed by BTD, such as window and door frame, stair case and purlin. The basic material for such components are concrete.

Implementation of Research Findings

Following the success of TISTR's research into the development of low-cost materials for housing construction like soil cement blocks, several other cooperative projects were also undertaken during 1987-1989. These included the low-cost rural demonstration house project in C,humpuang District, Nakhon Ratchasima Prov­ince, which was carried out with AIT and PGCHS University of Leuven, Belgium in 1987.

For 1988 and 1989 TISTR worked with the Military Forces of Prachin Buri Region and the rural people in the area to build a Children's Daycare Center. In this project, TIS TR had the opportunity to train the rural people and military personnel in low-cost construction techniques by using soil cement blocks.

U.K.

Measuring Loads on Staircases

Data for the actual loads exerted by people on stairs, balconies and handrails will soon be available as the result of full-scale tests commis­sioned by BRE. The figures currently given in the main structural loading code (BS6399 Part 1) and the code for protective barriers (BS6180) are based on assumptions and have not previously been fully checked against practice. Recently there have been conflicting criticisms about the requirements for loading by people, some groups claiming that the loads were too high, others that

Journal of Ferroceml!nl: Vol. 20, No. 4, October 1990

loads were being underestimated.

BRE contracted Taywood Engineering to build a test rig to find out the facts. The rig comprised sections of steel staircase, with vary­ing steepness, which could be arranged into a number of different sizes and layouts. Sixty members of a local sports club, including a heavy rugby team, were brought in to form a typical mixed crowd. They walked and ran up and down the stairs, and stood in a bunch on the platform.

Stress and strain readings were recorded by 46 load cells built into thin section supports on which the staircase was mounted. Readings were recorded against a real time signal so that they could be synchronised with a video tape of the crowd movement

A preliminary assessment of the results indicates that, in general, a higher load is likely to occur on a staircase from a static crowd than from a moving one. It is too early to give a comparison with the existing British Standard, but loads as high as 12kN have been detected in certain cir­cumstances.

A report should be published by BRE within the next 12 months, and the data will also be incorporated into British and European codes and into Building Regulations.

For more information, contact BRE Technical Consultancy Garston, Watford WD2 7JR

Tel: 0923 664800

Nottingham University Launches Composites Club

A composites club to bring industry and academia together to promote knowledge of modem composite materials was launched by Nottingham University, UK, in May 1990.

The university says that it has also formed a Composites Institute which will bring together the expertise of academics in several departments to promote research, short course provision, and

433

postgraduate study. The Composites Club will be the interface between the institute and industry.

In addition to the organizing liaison be­tween the university, industry, professional bod­ies and other educational establishments it is envisages that the club will:

- Provide a forum for direct contact;

- Publish a regular quarterly newsletter;

- Organize seminars and discussions;

- Identify research opportunities; and

- Promote collaborative research.

Professor Mike Owen, who will act as direc­tor of the club, said that in order to launch the venture properly at least 20 member companies are needed. Each company will join for an initial period of two years paying L500 a year.

For further information, contact: Professor MJ. Owen, Department of Mechanical Engi­neering, The University of Nottingham, Univer­sity Park, Nottingham NG7 2RD, UK; te/:0602-484848, extn:2627; fax:0602-422354.

Performance of Limestone-Filled Cements

The first results of collaborative research on limestone-filled cements were recently made available to the industry and specifiers in a semi­nar at BRE. Broadly, two-year data suggest that concrete made with these cements has similar performance to that of OPC concrete of equal strength grade. Care will need to be taken, how­ever, in specifying filler-cement concrete to en­sure durability.

Limestone-filled cements, which are com­monly used in Europe, are among the cement types included in the European Prestandard for Cement(prENVl 97),andmay soon be produced in the UK. All cements, including OPC, would be permitted to contain up to 5% of minor additional constituents, one of which could be limestone; the new cement type known as Portland-filler cement would contain up to 20% of limestone

434

with a minimum calcium carbonate content of 75% by mass.

To provide data on the effects of limestone fillers on concrete performance in UK condi­tions, BRE re-convened a Working BRE Party, originally set up in 1974, involving BRE the British Cement Association, and cement manu­facturers. The Working Party set up a substantial research program to examine the effects of fillers on cement properties and on the strength and durability of concrete.

The findings so far are:

- Concretes made from cements containing up to 50% of limestone filler are virtually indis­tinguishable from traditional OPC concretes.

- Strength for strength, concrete made from cement with 20% filler has a carbonation rate similar to pure OPC concrete. However, these cements have lower 28 day strength than OPC and higher cement contents will be needed to achieve equivalent strength. Thus specifying only minimum cement content and maximum water/cement ratio, as proposed in the European prestandard for concrete ENV206, will not guar­antee durability in concrete containing fillers: the specification should also include minimum strength grade.

- In laboratory freeze-thaw tests, filler­cement concretes do not perform so will as OPC concrete unless they are air-entrained, which would normally be recommended in practice.

- Permeability is generally lower than in non-filler concretes.

- Sulphate resistance depends primarily on the composition of the parent cement

- Data on depth of chloride penetration are inconclusive so far.

For more information, contact

BRE Technical Consultancy Carston, Watford WD2 7JR (Tel: 0923 664800)

Journal of Ferrocement: Vol. 20, No. 4, October 1990

Sculptures, Irish Concrete Society Awards

The following four concrete sculptures by Irish artists were submitted for the 1989 Award.

"A Walk Around Stone", by MichaelBulfin, is situated on the left shoulder of an approach road to the Ballymum round-about, and was designed for that specific site. Artistically, the concept is of a modem day megalithic stone alignment contrasting man-made stone with the natural granite which the original inhabitants used, and of which there were many examples in the Ballymun-Finglass area before building be­gan.

The piece, believed to be the largest con­crete sculpture in Ireland, is also designed as a children's play sculpture with seats, steps, King­of-the-Castle detail, and niches in the concrete elements for hide-and-seek. Weight of the largest concrete element is 9 tons, and of the larges granite element, 12 tons.

Katy Goodhue, who works mainly with animal forms and often on a large scale, has produced "Watchdog", using concrete because it is not expensive and needs little equipment to produce a strong durable finished piece. An armature of welded mild steel bars incorporating fixing points to which expanded metal is securely attached, provides the framework for the piece, the shape of which is resolved using a 4: 1 sand and cement mix applied by trowel and spatula.

"Watchdog" is to be found at Femhill Gar­dens, Sandyford, Co Dublin, and is described by the artist as illustrating "a decorative use of con­crete in a natural environment."

The sculptor for "Aquaduct", a fountain­type water piece in white ferrocement, is Niall O'Neill. The five upright forms, in Nutley Square, Donnybrook, Dublin, are arranged in a spiral configuration, each form at right-angles to the next and diminishing in height from the tallest, at 7ft (2.13m) high, to the smallest, at 4ft

Journol of Ferrocem11nl: Vol. 20, No. 4, October 1990

(1.22m). Water is pumped up the tallest column, bubbles out the top and flows in a stream drop­ping from form to form. It then drops into a central pool and flows out into the outer pool, where it is pumped back up again.

The concept in this piece is that there should be a combination of auditory and visual sensa­tions. For example, on a sunny day the sun on the water is reflected on waved patterns up the sides of the columns, to the sound of the water splash­ing and cascading down the piece.

Niall Walsh explains that his entry, 11Roller­Coaster11, was submitted because it uses concrete in a way that is intrinsic to the properties of reinforced concrete. The sculpture is part of a private collection at Killiney, Co Dublin, and is described as 11 a wave-like creation 11 by those who have seen it.

Taking Measures to Stop Steel Corrosion

Corrosion & Protection Centre Industrial Services (CAPCIS) is launching a Rate of Con­crete Corrosion (ROCC) detection system devel­oped from research carried out at the University of Manchester Institute of Science & Technology (UMIST).

ROCC as its name suggests, enables engi­neers to ascertain the rate of corrosion in rein­forcement at the time of measurement It uses a surface-mounted probe to measure currents that result when a small over-potential is applied to a rebar.

Until now, assessment of the condition of reinforced concrete structures has been based on visual inspections, coring and isopotential map­ping. Co-ordinator of CAPCIS' Civils and Con­struction Division Dr. Gareth John believes that these methods have their merits but that the ROCC approach allows a faster and more precise definition of problems.

The ROCC system relies on the Linear

435

Polarii.ation Resistance Measurement (LPRM) technique. Applying a small over-potential to the rebar and measuring the resultant current indi­cates the corrosion condition relative to other areas. Using a conversion factor gives an esti­mate of the corrosion rates.

Although this method has been used before, Dr. John believes that CAPCIS' applied research has eliminated some of the previous pitfalls of LPRM. The biggest problem has been to achieve an electrically conductive path through the con­crete to the reinforcement The accepted method to date has been to use a sponge or towel soaked in a suitable ionic solution to provide a conduc­tive path between the surface of the concrete and the external electrode. Unfortunately, this wets the concrete thereby reducing the resistivity and affecting the test results.

The new system overcomes this problem by using a conductive foam-faced electrode.

Another problem overcome by the ROCC system is estimating the area of polarized rebar. Calculating the corrosion rate requires precise measurement of the area as any error leads to a similar inaccuracy in the rate.

Charge leakage along the bar makes esti­mating the area of polarized steel difficult and, in the past, a limiting ring has been used to control the spread of charge. Research by UMIST and CAPCIS showed that using a larger electrode negates the effects of this leakage.

The trials with the ROCC method showed it to be much more sensitive than potential map­ping.

To make the corrosion rate date truly useful it was necessary to predict when corrosion in concrete would cause cracking. CAPCIS has developed a test using cores taken on site that indicate how much deterioration of rebar can be tolerated within the concrete. But accelerated corrosion testing is not particularly accurate and can also be slow, taking several months to com­plete.

436

U.S.A.

The Concrete Trader Changes Hands

The Aberdeen Group, Addison, Illinois, purchased the Concrete Trader from the Concrete Trader, Inc., Dublin, Ohio. The Aberdeen Group assumes responsibility for publishing the monthly tabloid magazine effective with the September 1990 issue.

The Aberdeen Group, publishes Aberdeen's Concrete Construction magazine, to serve the information needs of concrete contractors, gen­eral contractors, and specialty contractors who work with concrete. The Concrete Trader will address the producer segment of the concrete industry. Established in 1983, The Concrete Trader includes information on finance, manage­ment, industry news, association news, adver­tiser profiles, and other topics reach with a con­trolled circulation of9 ,000 ready mixed concrete producers, pipe, precast, and prestressed con­crete producers, concrete masonry manufactur­ers, and others involved in the concrete products industry.

This year, The Aberdeen Group launches two new publications, Aberdeen's Concrete Repair Digest and Aberdeen's Construction Marketing Today. And in May 1990, the west suburban Chicago publisher announced the ac­quisition of two bimonthly publications, Pave­ment Maintenance magazine and Parking Area Maintenance & International Sweeper, and a trade show, the National Pavement Maintenance Exposition, from Clairmont Corporation, Nash­ville, Tennessee.

The Aberdeen Group also publishes Aber­deen's Magazine of Masonry Construction, and produces Aberdeen's World of Concrete, an in­ternational construction trade show that annually attracts some 800 exhibitors and more than 20,000 delegates. The company also offers pre­filed product catalogs, postcard mailings, direc­tories, and other construction publications.

For more information, contact Charles D.

Journal of Ferrocement: Vol. 20, No. 4, October 1990

Hornaday, Publishing Director, The Aberdeen Group, 426 South Westgate, Addison, Illinois, 60101. Telephone J-800-837-0870, ext. 186. (Outside the continental U.S., call 708-543-0870.)

Seismic Performance of Buildings

Damage to buildings during the LomaPrieta earthquake, while less spectacular than that to transportation facilities, is widespread and perva­sive. Serious structural damage was observed over a considerable area in the epicentral region, especially in unreinforced masonry and wooden structures. Signhificant damage was also ob­served throughout the greater San Francisco Bay Area, especially on sites underlain by deep de­posits of clay. In these areas, damage was ob­served in wooden structures, unreinforced ma­sonry buildings, older steel and concrete framed ~uildings (including those with masonry infills), and, occasionally, modem concrete and steel structures. Soil conditions surrounding the bay contributed significantly to the observed damage intensity and distribution by amplifying ground motions to levels that would normally be associ­ated with a much closer seismic event. In all areas, major damage was also noted to nonstruc­tural systems including suspended ceilings, sprinkler systems, partitions, windows, and con­tents.

Since the earthquake, Earthquake Engineer­ing Research Center (EERC) researchers have taken part in detailed surveys and inspections of damaged buildings. Earthquake data, including structural drawings, damage descriptions, and several thousand photos, have been gathered. These investigations have uncovered much more damage than was apparent immediately follow­ing the earthquake. Current estimates indicate that more than 27 ,000 buildings were signifi­cantly damaged during the earthquake, with more than 1,400 of these already demolished or sched­uled for demolition. The economic losses asso­ciated with this structural damage, combined

Jownal of Fe"ocement: Vol. 20, No. 4, October 1990

with the concomiLant disruption of public serv­ices, interruption of businesses, and damage to inventories, contents, and equipment, have made this one of the major natural disasters in U.S. history.

One of the main lessons of the Loma Prieta earthquake is that effort must redouble to mit.i­gate the haz.ards posed by existing seismically deficient structures. While considerable research remains to be done to develop reliable retrofitt.ing procedures, the performance of previously retrofitted buildings during this earthquake can provide in sight into theeflicacy of variousretrof­ining techniques.

An NSF supported study is currently being supervised by Prof. Stephen Mahin in which existing retrofitted buildings are being surveyed and analyzed. More than 500 retrofitted unrein­forced masonry buildings have been inspected since the earthquake. This survey indicates that most of the retrofitted buildings in the affected area have only been partial I y upgraded and often only on an ad hoc basic. More than 70 unrein­forced masonry buildings have been identified where a more comprehansive approach to retrof­itting has been taken. While most of these per­formed very well during the earthquake, 16 ex­hibited significant localized damage. One of these damaged buildings is currently being stud­ied in detail to reconcile observed damage with analytical predictions, todetennine what retrofits would be required by modem guidelines, and to assess the potential behavior of these various retrofits during an even larger seismic event.

A related study is also under way regarding the performance of retrofitted reinforced con­crete buildings. Difficulties have been encoun­tered in this and other studies in gaining access to many damaged buildings due to owner sensitiv­ity or pending legal proceedings.

For more information contact:

Professor Stephen Mahin EERC. University of California Berkeley, California 94720 U.S.A.

437

World of Concrete, 17th Anniversary

July 1990 marks the 17th anniversary of World of concrete, the largest annual interna­tional construction industry exposition in the United States. The exposition is scheduled for January 28 through February 1, 1991; and the Las Vegas Convention Center, Las Vegas, Nevada USA will host the event.

The 1991 show will, afford international visitors an opportunity to gather and conduct business in the World of Concrete "International Business Center." This gathering point offers a central location for delegates from all over the world to register for the show, arrange for semi­nars, familiarize themselves with products and equipment being offered by exhibitors or to simply relax.

For more information on the exposition, or for a brochure listing each seminar plus an in­depth description of the exposition, write: World of Concrete Registrar, 426 South Westgate , Addison, IL 60101, USA; or FAX at 708. 543.3112. Telex "754256 WOC VD".

Morgen Improves Articulation on 32-Meter Reach Boom

Morgen has increased the articulation of the 32-meter reach boom available on Morgen 115SV and 140SV truck pumps. Morgen engi­neers have increased the articulation of the 3rd stage by 45 degrees, from 180 degrees to 225 degrees.

Improved articulation means increased ver­satility for placing concrete in harder lO reach areas. With the new 225 degree joint, the boom is able to reach farther in under obstructions and inside the framing of buildings for floor pours. And, unlike comparable roll and fold booms, there is no sacrifice in horizontal reach.

The 32-meter and 28 meter Morgen booms now have state-of-the-art IO micron absolute in­line pressure filters in the boom elevation and

438

articulation circuit.

Both booms still feature continuous rota­tion, and are the only placing booms in this size range to use a hydraulically-driven heavy-duty turntable bearing. There are no hose connections between the turret and the pedestal. That means there are no twisted hoses. The added versatility of continuous rotation allows the boom to swing in either direction, directly to the pour area. Proportional control valves are also standard on both booms.

The Morgen 140SV105-truck pump has a 107 m3 /hour capacity, with 62 bar on the concreie

Journal of Ferroce~nt: Vol. 20, No. 4, October 1990

in the high capacity mode. The Morgen 115SV105 truck pump has an 88 m3/hour capac­ity, with 62 bar pressure on the concreie in the high capacity mode.

Morgen is the specialist in concrete placing equipment, with truck and trailer mounted pumps, conveyors for concrete and granular maierials and adjustable masonry scaffolding.

For more information contact Morgen Manufacturing Company, P.O. Box 160, Yank­ton, U.SA.SD57078-0J60. Telephone605-665-9654. Telex910-668-3601. FAX 605-665-7017.

The Morgen 115 SV.

Journal of Ferrocem£nl: Vol. 20, No. 4, October 1990 439

CALL FOR PAPERS

FOURTH INTERNATIONAL SYMPOSIUM ON FERROCEMENT

22-25 October 1991

Havana, Cuba

CONFERENCE THEME " Ferrocement : Its Role in Construction

Development"

COVERAGE • Mechanical Properties

• Research and Development

• Standards and Codes

• Construction Technology

• Use ofFerrocement in Housing

• Use ofFerrocement in Marine Projects

• Use ofFerrocement in Rural Projects

• Reservoirs and Pools

• Other Uses

• National Experiences

ROUND TABLE MEETINGS

Three round tables will be organized on the following topics:

• Ferrocement Ships: Construction, Maintenance and Durability

• Ferrocement Houses: Present and Future Perspectives

• Standards and Specifications: International Standard

SHORT COURSE

Short course will be organized on 17-19 October 1991 covering several broad areas on ferrocement like:

• Mechanical Properties of Ferrocement

• Structural Analysis and Design

• Past, Present and Future Applications of Ferrocement

• Practical Works in the Construction of Ferrocement Items for Houses and Pools

LANGUAGES

The officail language of the Symposium and Short Course are English and Spanish.

CALL FOR PAPERS

Prospective authors are requested to submit two copies of their abstracts (not exceeding 500 words) not later than December 1990. Authors will be confirmed of the acceptance of their abstracts by January 1991. The final paper should not exceed ten pages. Two copies of the final paper should be submitted before April 1991. Confirmation of the final acceptance of papers will be on June 1991.

For further Information, write to:

International Conference Center Calle 146, Entre 11 Y 13, Playa P.O. Box 16046, La Habana Cuba

440 Journal ofFerrocemenl: Vol. 20, No. 4, Oclober 1990

CALL FOR PAPERS Special Issue on

Ferrocement for Strengthening and Rehabilitation of Structures

Journal of Ferrocement 1991 July Issue

Ferrocement has been identified to be appropriate for repair and strengthening of structures. IFIC aims to provide this opportunity for ferrocement to be proven effective in this application through the Journal of Ferrocement Special Issue on Ferrocement for Strengthening and Rehabilitation of Structures. Papers are invited on research, developments and construction procedure for this special ferrocement application. Intending authors are requested to submit two copies of abstracts in English of not more than 500 words. A preliminary acceptance will be made on the basis of the abstract and the final acceptance will be based on the full-length manuscript.

DEADLINES

Submission of title and abstracts

Notification of preliminary acceptance

Submission of completed manuscript

Notification of final acceptance

1 October 1990

15 November 1990

1 February 1991

1March1991

For further information write to:

The Editor International Ferrocement Information Center (IFIC) Asian Institute of Technology G.P.O. Box 2754 Bangkok 10501 Thailand

Journal of Ferrocement: Vol. 20, No. 4, October 1990 441

IIJFIICC CC(Q)JN§UJILTAJNT§

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 Dams-Salam Mirpur, Dhaka Bangladesh

Dr. Md. Daulat Hussain Faculty of Agricultural

Engineering Bangladesh Agricultural

University Mymensingh Bangladesh

Mr. Muhammad Misbahuddin Khan

Housing and Building Research Institute

Dams-Salam Mirpur, Dhaka Bangladesh

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

Housing and Building Research Institute

Dams-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 CEP: 60,115 Brazil

442

Mr. Mounir Khalil El 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 Esco la 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 20')01 0100 Sao Paulo 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 Colwnbia VOR 260 Canada

Mr. Ernest W. Watchor CEFER Designs Ltd. 8991 River Road Richmond B.C. V6X 1Y6 Canada

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

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 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

Fill 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

Mr.J.Fyson Grand Rue 53570 Correos (Var) France

Journal of Ferrocement: Vol. 20, No. 4, October 1990

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

Weisbaden Friedrich-Bergius-StraBe 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.

HONGKONG

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 CSIR Campus TTTI, 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 of Technology 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 Karnataka 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 TTTI, 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

443

Mr. S. Gopalakrishnan Structural Engineering Research

Centre CSIR Campus TTTI, Tharamani P.O. Madras 600 113 India

Mr. Man Bahadur Gurung c/o Chief Engineer Power Department Gangtok, Sikkim India

Mr. D. Hariharan COSTED ITT-Madras Madras 600 036 India

Mr. Alex Jacob 136 Kalashetra Colony Besant Nagar Madras 600 090 India

Mr. Ashok Kumar Jain MIS Ashok and Associates 314/69 Mirza Mandi, Chowk Lucknow 226 003 India

Mr. S.C. Jain Institute of Engineering and

Rural Technology Allahabad India

444

Mr. Nagesh Govind Joshi NS Adinath Antop Hill, Wadala 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 Ahmedabad 380 015 India

Dr. A.G. Madhava Rao Structural Engineering Resarch

Centre CSIR Campus TITI, 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 TITI, 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

Journal of Ferrocement: Vol. 20, No. 4, October 1990

Mr. N.V. Raman Structural Engineering Research

Centre CSIR Campus TITI, 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 C-15 Yugdharma Complex 27 Central Bazar Road Nagpur-10 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 TITI, 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 110 049 India

Mr. H.V. Venkata Krishna Kamataka Regional Engineering

College Surathkal (D.K.) Srinivasnagar Kamataka 574 157 India

INDONESIA

Mr. Anshori Djausal Civil Engineering Department Universitas Lampung Lampung Indonesia

Dr. Nilyardi Kahar Lembaga Fisika Nasional-UPI JI. Cisitu-Kompleks LIPI Bandung Indonesia

Mr. Ron Van Kerkvoorden Rural Water Supply Project West Java Indonesia JI. Banda 25 Bandung Indonesia

Mr. Aji Hari Siswoyo PT. WAS ECO TIRT A 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. Box410 Jayapura, Irian Jaya Indonesia

Mr. Winarto P.O. Box 19 Bulaksumur Yogyakarta Indonesia

ISRAEL

Dr. Fiodor (Efraim) Bljuger Building Research Institute Technion City Haifa32000 Israel

JourNJJ of Ferrocemenl: Vol. 20, No. 4, October 1990

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 Yom-Tov Kibutz Dalia 18920 Israel

ITALY

Mr. Vittorio Barberio Via Ombrone 12 00198 Roma Italy

Dr. Fabrizio Cortelazzi c/o Cantiere Navale IDSEA Via Ponserone 5-16037 Riva Trigoso (GE) Italy

Mr. John Forbes Fyson Fishery Industries Officer

Division FAO, Via delle Terme di

Caracalla Rome Italy

Prof.Dr. Franco Levi Departarnento Ingegneria

Strutturale Politecnico Corso Duca degli Abruzzi 24 10129 Torino Italy

Dr. Enrico Ronzoni ISMES S.P.A. - Viale Giulio

Cesare 29, 24100 Bergamo Itay

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 Mimorl Sayama-City-Heits No. 307 lrumagawa 3-10-Z Sayama City, Santima Japan

Dr. Jiro Murata 104-7, Ozone Minato-Ku Yokohama-shi Japan

Prof.Dr. Yoshihiko Obama 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

Dr. Hiroshi Tokuda Department of Civil Engineering Akita University 1-1, Tegata gakuen-cho

Akita-shi 010 Japan

KENYA

Dr. R. B. L. Smith

445

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 Sclangor Malaysia

Mr. Juhari bin Rusin F acuity 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

446

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 Chalaatirth Gaon Panchayat Alkatar-6, Lamjung District Nepal

Mr. Bijaya Gopal Rajbhandari P.O. Box 1187 UNICEF Kathmandu Nepal

Mr. Raj Dass Shrestha Research Centre for Applied

Science and Technology (RECAST)

Tribhuvan University Kirt.ipur Nepal

THE NETHERLANDS

Mr. Chris J.A. Hakkaart Sirnonsstraat 88, 2628 TJ Delft The Netherlands

Mr. H. Hofman Stadhouderslaan 83 3116 HL Schiedam The Netherlands

Mr. Leewis

P.O. Box 3231 5203 De's Hertogenbosch The Netherlands

Journal of Ferrocemenl: Vol. 20, No. 4, Oclober 1990

Mr. K. H. Lub 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 Breukclen, Orttswarande 22 3621 XP The Netherlands

Ir. Caspar L.P.M. Pompe Bottelroos 8 2651 XH Berkcl 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 P.O. Box 74-167 Markel Road Auckland 5 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, Whangerei New Zealand

NIGERIA

Mr. Olusequn Adedeji Segun Adedeji Associates P.O. Box 1969 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

PAPUA NEW GUINEA

Mr. Robert Hawkins Local Government

Engineering Sect.ion Dept. of Works and Supply P.O. Box 636 Lae 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, Morobc Province Papua New Guinea

PHILIPPINES

Mr. Vicente S. Traviha Aquaculture Department Southeast Asian Fisheries

Development Center Tigbauan, lloilo 5928 Philippines

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

Mr. Rodolfo Torrefranca Tolosa Tolosa Builders Inc. Las Palmas Subdivision Jaro, Iloilo 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 Ferrocement 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 Michajlowski 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 u.I Warchalowskiego 11 m 34 02-726 Warszawa Poland

Dr. Bernard Rys1.ard Walkus Technical University of

Czestochowa Malachowskiego 80 10-159 Lodz Poland

RWANDA

Mr. Theo Schilderman Intermediate Technolgy

Development Group, Ltd. Myson House Railway Terrace Rugby CV21 3HT Rwanda

SAUDI ARABIA

Dr. Islem Ahmed Basunbul Civil Engineering Department King Fahd University of

Petroleum and Minerals Box 617, Dhahran 31261 Saudi Arabia

Dr. Ghazi J. AI-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

Dr. S.W. Norton P.O. Box 168 Halfway House 1685 South Africa

Mr. Ian Pearson Division of Water Technology CSJR, 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

SRI LANKA

Mr. M.F. Marikkar 54 Davidson Road Bampalapitiya, Colombo 4 Sri Lanka

SWEDEN

Ms. Kerstin Kohler John Ericssonsgatan 4 112 22 Stockholm Sweden

SWITZERLAND

Mr. Mueller Heinrich c/o SKAT Varnbuelstrasse 14 CH- 9000 St. Gallen Switzer Ian

Mr. Hans D. Sulzer Mineraltech - H.D. Sulzer 485 Hohlstrasse 8048 Zurich Switzerland

TANZANIA

Mr. Michael Henry Leach Mbega Melvin Consulting

Engineering P.O. Box425 Arusha Tanzania

Dr. A.A. Makange

447

Tanzania Portland Cement Co., Ltd.

P.O. Box 1950 Dar-Es-Salaam Tanzania

THAILAND

Mr. Sorapoj Kanjanawongse Amphur Muang PY A Nakom Sri Ayuthaya Thailand

448

Prof. Worsak Kanok-:'lukulchai 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 ES CAP Bangkok 10200 Thailand

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 Bangkhcn, Bangkok

Thailand

Mr. Michael Verrier c/o Mrs. Chantana lsrangkul 590 Moo 2, Sukhumvit I 07 Soi Bcrring, Samul Prakarn I 0270 Thailand

Journal of Ferrocement: Vol. 20, No. 4, October 1990

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 Leeds Department of Civil Engineering Leeds LS2 9IT U.K.

Mr. AJ.K. Bisbrown Storage Department Tropical Development and

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. Brank some Poole, Dorset U.K.

Mr. Patrick J. Jennings NCL Stewart Scott Ltd. 192-198 Vauxhall Bridge Road London SWl V 1 DX U.K.

Mr. Brian Malcolm Jones

BarFab Reinforcements Alma Street Smethwick, Warley West Midlands B6 6ZRR U.K.

Mr. Robert Gowan MacAiister 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 MJ8

8TW 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.,Shcffield SI 3JD, U.K.

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

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.

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. Russell 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.

Mr. Louis Pevarnik Jr. P.O. Box 683 Latrobe, PA 15650 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 45339 U.S.A.

Mr. Guruvayur Subramaniam Ramaswamy

Department of Civil Engineering University of Arizona Tuczon, AZ 85721 U.S.A.

Dr. Andrei Reinhorn Department of Civil Engineering State University of New York at

Buffalo 231 Ketter 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.

449

Prof.Dr. Michael A. Taylor Civil Engineering Department University of California at Davis Davis, CA 95616 U.S.A.

Mr. Lois L., Jr. Watson 1708 Ferndale Circle West Sacramento CA 95691 U.S.A.

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.

VANUATU, SOUTH PACIFIC

Mr. Gerald James Neuburger

P.O. Box 240 Santo Vanuatu, Southwest Pacific

450 Journal of Ferrocement: Vol. 20, No. 4, October 1990

IFJE JE,JE,(Q) CD JEJMIJENT IINJF CO) IBJMI& TIT CO) N NJETW(Q)JE,1[

The Ferrocement fuforrnation Networks was established to facilitate and to accelerate the flow of information among users in developing countries. Each node serves 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 Department Dhaka 1000 Bangladesh Coordinators: Dr. A.M. Taufiqul Anwar

CHINA

Dalian University of Technology Structural Laboratory Dalian, 116024 China Coordinator: Professor Zhao Guo/an

CUBA

Technical Information Center

Empresa de Proyectos de Obras para el Transporte Oficios 172, La Habana 1 Cuba Coordinator: Mr. Fidel Delgado

INDIA

University of Roorkee Department of Civil

Engineering Roorkee 247667 India Coordinators: Dr. DN. Trikha Dr. S.K. Kaushik

INDONESIA

Institut Teknologi Bandung Center for Research on

Technology Institute for Research P.O. Box 276 Bandung 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 Serdang, Selangor Malaysia Coordinator:

Prof. A. A. Abang Ali

MEXICO

Instituto Mexicano del Cemento y del 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

University of the Philippines College of Engineering Diliman, Quezon City 1101 Philippines Coordinator: Professor Jose Ma. de Castro

Journal of Ferrocement: Vol. 20, No. 4, October 1990

SAUDI ARABIA

King Abdul Aziz University

Department of Civil Engineering

Jeddah 21413 Saudi Arabia Coordinator: Dr. SJ. Al-Noury

TRINIDAD, WEST INDIES

University of the West Indies Department of Civil Engineering St. Augustin, Trinidad (W.1.) Coordinator: Dr. A.K. Sharma Dr. R. Osborne

UNITED KINGDOM

University of Manchester Institute of Science and Technology (UMIST)

Department of Civil and Structural Engineering

P.O. Box 88, Manchester U.K. M60 lQD Coordinators: Mr. Ian Vickridge Mr. Paul Nedwell

451

VIETNAM

Institute of Communication and Transport Ferrocement Center

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

452 Journal of Ferrocement: Vol. 20, No.4, October 1990

IIJF II CC TI&JE JF JE IffiJE NCC JE CCJENTJETI&§

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) Avda. Alem 1253 (8000) Bahia Blanca Argentina Resource Person: Prof Ing. Rodolfo Ernesto

Serralunga

AUSTRALIA

Australia Ferroceruent Marine Association 10 Stanley Gve. Canterbury, 3126 Victoria Australia Resource Person: Mr. Kevin Duff

BANGLADESH

Bangladesh Institute of Technology (B.l.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, 423 Caixa Postal 402, Pelotas RS, Brazil Resource Person: Mr. Sergio Lund Azevedo

BURKINA FASO

Comite Interafricain D'etudes Hydrauliques B.P. 369, Quagadougou

Journal of FerrocemenJ: Vol. 20, No.4, October 1990

Burkina Faso Resource Person: Mr. A. Cisse

CHILE

Pontificia Universidade Catolica de Chile Laboratorio de Resistencia de Materiales 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 Main Library Casilla 110-V, Valparaiso Chile Resource Person: Professor Pablo Jorquera

CHINA

Dalian Institute of Technology Structural Laboratory Dalian, 116024 China Resource Person: Professor Zhao Guofan

Research Institute of Building Materials and Concrete

Guanzhuang, Chaoyang District Beijing China Resource Person: Mr. Lu lluitang

Suzhou Concrete and Cement Products Research Institute

Information Research Department State Administration of Building Materials

Industry Suzhou, Jiangsu Province China Resource Person: Mr. XuRuyuan

COLOMBIA

Universidad del Cauca Facultad de Ingenieria Civil Popayan Colombia Resource Person: Prof. Rodrigo Cajiao V.

CUBA

Technical Information Center Empresa de Proyectos de Obras para el

Transporte Oficios 172 Cuba Resource Person: Mr. Fidel Delgado

ECUADOR

453

Pontificia Universidad Catolica del Ecuador Facultad de Ingenieria Apartado 2184 12 de Octubre y Carion, Quito Ecuador Resource Person: Sr. Valentino Carlderon V

EL SALVADOR

Universidad de El Salvador Civil Engineering School Facultad de Ingenieria y Arquitectura 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 P.O. Box 385 Addis Ababa Ethiopia Resourse Person: Dr. 'Zawde Berhane

454

GHANA

University or Science and Technology School of Engineering Kumasi Ghana Resource Person: Prof M. Ben-George

GUATEMALA

Centro de Estudios Mesaomericano sobre Technologia Apropriada (CEMA T)

Cemat's Documentation Center la Av. 32-21Zona12 Guatemala Resource Person: Mr. Edgardo Caceres

Centro de Investigaciones de Ingenieria 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 Arquitectura USAC Ciudad Universitaria, Zona 12 Guatemala City Guatemala Resource Person: Lie. Raquel P. de Recinos

HUNGARY

Central Library or the Technical University or Budapest

H-111 Budapest Budafoki UL 4 Hungary Resource Person: Dr. Eng. Im.re Lebovits

INDIA

Auroville Building Centre Auroshilpham

Jownal of Fe"ocemenl: Vol. 20, No.4, October 1990

Auroville 605 104 TamilNadu India Resource Person: Mr. Gilles Guigan

BAIF Information Resource Center Pradeep Chambers Bhandarkar Institute Road Pune411006 India Resource Person: Ms. Radhika Subramanian

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

Univer sity or Roorkee Department of Civil Engineering Roorkee 247667 India Resource Person: Dr. S.K. Kaushik

INDONESIA

Hasanuddin University Heavy Laboratory Building Faculty of Engineering JI. Mesjid Raya 55, Ujung Padang Indonesia Resource Persons: Ir. J.B. Manga

Jr. M. Amin Hayat

Institut Teknologi Bandung Center for Research on Technology Institute for Research P.0.Box276 Bandung

Journal of Ferrocemenl: Vol. 20, No.4, October 1990

Indonesia Resource Person: Dr. Widiadnyana Merati

Ir. Oemar Handojo Dr. Puti Tamin

Petra Christian University Jalan Siwalankerto 121-131 Tromolpos 5304, Surabaya Indonesia Resource Person: Mr. Hurijanto Koentjoro

University Lampung Civil Engineering Department Kampur Gedung Menang Bandar Lampung Indonesia Resource Person: Mr. Ansori 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 Faculty of Engineering Serdang, Selangor Malaysia Resource Person: Prof. AA. Abang Abdullah

Universiti Pertanian Malaysia Pusat Pengajian Sains Gunaan Kampus Bintulu Peti Surat 396 97008 Bintulu, Sarawak Malaysia Resource Person: Mr. IsmailAdnanB. 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 Johar Bahru, Johar Malaysia Resource Person: Dr. Mohd. Warid Hussin

MEXICO

Instituto Mexicano del Cemento y del Concreto, A.C.

Insurgentes Sur 1846 C.P. 01030, Col. florida 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 Mesico 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. Anil Adhikari

455

456

NIGERIA

University of Ibadan Department of Civil Engineering Ibadan Nigeria Resource Person: Dr. G.A. Acade

University of Dorin Department of Civil Engineering P.M.B. 1518, Ilorin Nigeria Resource Person: Dr. O.A. Adetifa

PAKISTAN

University 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: Gitti Bentz

PERU

Pontificia Universidad Catolica del Peru Laboratorio de Resistencia de Materials Dpto. de lngenieria Apartado 12534, Lima 21 Peru Resource Person: Ing. Juan Harman In/antes

PHILIPPINES

Capiz Development Foundation Indorporated P.O. Box 72, Roxas City Capiz, Philippines Resource Person: Engr. Lorna Berna/es

JowMI of Ferrocerru!nt: Vol. 20, No.4, October 1990

Central Philippine University College of Engineering Jaro, Iloilo City 5000 Philippines ResourcePerson:Engr.PrudencioL. Magallanes

Mindanao State University Regional Adaptive Technology Center Marawi City Philippines Resource Person: Dr. Cosain Derico

MSU-lligan Institute of Technology College of Engineering Department of Civil Engineering 9200 Iligan City Philippines Resource Person: Prof Daniel S. Mostrales

Philippine Council for Industry & Energy Research & Development (PCIERD)

Rm. 513, 5th Floor Ortigas Building Ortigas A venue, Pasig Metro Manila, Philippines Resource Person: Mr. Edgardo P. Santibanez

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. Frue/

University of the Philippines College of Engineering Diliman, Quezon City Metro Manila 3004 Philippines Resource Person: Professor Jose Ma. de Castro

PUERTO RICO

University of Puerto Rico Materials Laboratory

Journal of Ferrocemenl: Vol. 20, No.4, October 1990

Faculty of Engineering, Mayaguez 00708 Puerto Rico Resource Person: Professor Roberto Huyke

REPUBLICA OOMINICANA

Universidad Catolica Madre y Maestra Santiago de los Cabaleros Republica Dominicana Resource Person: Professor Ing. 0. Franco

REPUBLIC OF UGANDA

Integrated Rural Development Center P.O.B. 31, Lake Katkie Republic of Uganda Resource Person: Mr. John Baptist

ROMANIA

Institutul Politechnic Laboratorul de Beton Annal Str. G. Baritiu nr. 25, Cluj Napoca Romania Resource Person: Ing. Ladislau Szigeti

SAUDI ARABIA

King Abdulaziz University Department of Civil Engineering P.O. Box 9027, Jeddah 21413 Saudi Arabia Resource Person Dr. SJ. al-Noury

SIERRA LEONE

Water Supply Division Leone House (3rd floor) Siaka Stevens Street Freetown, Sierra Leone Resource Person: A.E. Harleston

SOUTH AFRICA

Division of Information Services CSIR P.O.Box 395 Pretoria 0001 South Africa Resource Person: Mrs. SA. Townsend

Portland Cement Institute P.O. Box 168 Halfway House 1685 South Africa Resource Person: Engr. BJ. Addis

SRI LANKA

National Building Research Organization Ministry of Local Government, Housing

and Construction 99/l Jawatte Road Colombo, Sri Lanka Resource Person: Mr. J.S. Pathirana

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 91 Suksawasdi 48, Bangmod, Resburana Bangkok 10140 Thailand Resource Person: Dr. Kraiwood Kiattikomol

457

458

Nakom SriThumraj Technical College Nakom Sri Thumraj Shipbuilding Center Amphur Muang Nakom Sri Thumraj Thailand Resource Person: Mr. Sorapoj Karnjanawongse

Nongkhai Industrial and Boatbuilding Training Centre AmpurMuang Nongkhai 43000 Thailand Resource Person: Mr. Songsawat Tiphyalwngka

Prince of Songkla University Department of Civil Engineering P.0.Box2 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 Department of Civil Engineering St. Augustine Trinidad and Tobago Resource Person: Mr. Robin W.A. Osborne

TURKEY

Cukurova University Civil Engineering Department Faculty of Engineering and Architecture Adana Turkey Resource Person: Dr. Tefaruk Haktanir

Jowrnal of Ferrocement: Vol. 20, No.4, October 1990

Dokuz Eylul Universitesi Muhendislik-Mimarlik Facultesi Insaat Muhendisligi Bolumu Bomova-Izmir 35100 Turkey Resource Person: Dr. Bulent Baradan

UNITED KINGDOM

University of Leeds Civil Engineering Department Leeds LS2 9JT U.K. Resource Person: Dr. G. Singh

University of Manchester Institute of Science and Technology (UMIST)

P.0.Box88 Manchester M60 lQD U.K. Resource Person: Mr. Ian Vickridge

Mr. Paul Nedwell

VIETNAM

Institute of Communication and Transport Ferrocement Center Hanoi, Vietnam Resource Person: Mr. Do Toan

Polytechnic University of Ho Chi Minh 268 Ly Thuong Kiet, QlO Ho Chi Minh City Vietnam Resource Person: Mr. Do Kien Quoc

ZIMBABWE

University of Zimbabwe Department of Civil Engineering P.O. Box MP 167 Mount Pleasant. Harate Zimbabwe Resource Person: Dr. A.G. Mponde

Jowl'IOJ of FerrocerMnl: Vol. 20, No. 4, October 1990 459

A 11JTIBI CQ) JE§ 0

JP Iffi, CQ) JF IT IL JE

Tency BAETENS

Mr. Baetens is affili­ated since 1989 with the Au­roville Building Centre, a centre specializing in pro­motion and training of ferro­

.cement and mud technol­ogy. He has been working in India since 1977 in the field of afforestation, renewable technol­ogy and appropriate building technology. He has been working with ferrocement since 1983. Together with Mr. Uli Hauser, he developep/the ferrocement prefabricated biogas plants in 1986.

Seng-Lip LEE

Dr. Lee is professor and head, Deparunent of Civil Engineering, National University of Singapore, Singapore. He holds a B.Sc. in Civil Engineering from the Mapua Institute of Technology, Ma­nila, Philippines; a M.S.E. from the University of Michigan, Ann Arbor and a Ph.D. from the University of California, Berkeley, U.S.A. He is author and co-author of more than one hundred and forty research papers. He has served as professor and vice chairman for Graduate study, Civil Engineering Department, Northwestern University (U.S.A.), professor and chairman, Structural Engineering and Me­chanics Division, Asian Institute of Technology

(Thailand) and Consultants to a number of engi­neering finns in the Philippines, U.S.A. and Singapore. Currently, he ·is chairman of the Editorial Board, Engineering Journal of Sin­gapore and member of the Editorial Board of the Journal of Ferrocement. Professor Lee is a fel­low of ASCE, Institution of Civil Engineers, London and Institution of Engineers, Singapore. He is also member of many professional organi­zations like ASEE, IABSE and IASS.

P. PARAMASIV AM

Dr. Paramasivam is an associate professor of the Civil Engineering Depart­ment at the National Uni­versity of Singapore, Sin­gapore. He obtained a Bachelor of Engineering and Master of Science in Engineering with First Class -Honors in 1964 and 1966 respectively from Madras University and Doctor of Philoso­phy from Indian Institute of Technology, Kanpur in 1969. He worked as research associ­ate at the University of Calgary, Calgary, Can­ada before joining the National University of Singapore in 1971. He has published numerous papers in the field of ferrocement and fiber rein­forced materials, computer applications of static and dynamic analysis of building frames, finite element and grid framework model analysis of complex plate structures. He is a member of Institution of Civil Engineers, London, Institu­tion of Engineers, India and Singapore.

460

Ricardo P. PAMA

Dr. Pama is the vice president for development of the Asian Institute of Technology and the techni­cal advisor to the Interna­tional Ferrocement Infor­mation Cent.er. Dr. Pama obtained his Bachelor of Science in Civil Engineering from the Mapua Institute of Technology, Philippines; his Master of Engineering, major in Structural Engineering from the Asian Institute of Technology, Bang­kok, Thailand and his Ph.D. from the University of St Andrews in Scotland. He was with the teaching staff at St Andrews before joining the AIT as assistant professor, then associate pro­fessor, associate chairman and professor of the Structural Engineering and Construction Divi­sion. He has been actively involved in the or­ganization of various conferences, workshops and seminars and has authored three books, more than 50 technical papers and edited three volumes of conference proceedings.

VijayRAJ

Dr. Raj is an assistant professor in the Civil Engi-neering Department of ~ Madan Mohan Malviya Engineering College, Gora- '» khpur, (India). He obtained 'J his Bacholer's Degree in 1976 from Indian Insti­tute of Technology, 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 standardization in timber and other related products. For his doctorate re­search, he worked on the development of bam­boo ferrocement, a new composite material. He has lakcn up presently an on-going research program on the "Utilization of bamboo for civil engineering purposes" and has guided several master degree thesis on the topic. His fields of

Jo11rn.al of Ft"ocement: Vol. 20, No. 4, Octobtr 1990

interest include development of cost effective and energy efficie:-:t building materials and technologies.

K.H. TAN

Dr. Tan is a senior lecturer in the Department of Civil Engineering, Na­tional University of Sin­gapore. He received his MEng. from NationJ Uni­versity of Singapore and Dr.Eng. from the Uni­versity of Tokyo. His current research activities include topics on ferrocement and fiber-rein­forced concrete, shear and torsion in partially prestressed concrete members and behavior of reinforced concrete beams with large transverse openings.

K.C.G.ONG

Dr. Ong is a senior lecturer in the Department of Civil Engineering at the National University of Singapore. He received his B.Eng. degree from the University of Singapore and his Ph.D. from the University of Dundee. His research interests are mainly in the fields of composite materials, durability and appraisal of concrete structures.

P.N. BALAGURU

Dr Balaguru is a pro­fessor of civil engineering at Rutgers The State Uni­versity of New Jersey, New Jersey, U.S.A. He re­ceived his B.E. (Honours), M.E. (with Distinction), and Ph.D. degrees from University of Madras, India; Indian Institute of Science; and Univer-

Journal of Femxemenl: Vol. 20, No. 4, October 1990

sity of lllinois at Chicago Circle, U.S.A. respec­tively. His main research interests are cost opti­mum design, time dependent and fatigue behav­ior of ferrocement, reinforced and prestressed concrete structures and structural mechanics. He has over 50 publications in the area of his re­search interest Dr. Balaguru is a member of the Board of Direction of the New Jersey American Concrete Institute, and member of the American Concrete Institute (ACI) Technical Committee 215 on Fatigue of Concrete. He is the chairman of the ACI Technical Committee 549 on Ferro­cement.

S.P. SHAH

Dr. Shah is professor of civil engineering and director of the Center for Concrete and Geo­materials at Northwestern University and edito­rial board member of the Journal of Ferroce­menl. He received his Ph.D. from Cornell Uni­versity. He has taught at the University of Illi-

nois at Chicago and at Mas­sach useus Institute of Technology. He has more than 100 publications deal­ing with properties of con­crete; behavior of rein­forced concrete members, and fiber reinforced con­

. crete. He is chairman of

461

ACI Committee on Fatigue of Concrete Struc­tures, and RILEM committee on Ferrocement; also past chairman of the ASCE-EMD commit­tee on Properties of Materials. He is on the editorial board of four international journals and a fellow of the American Concrete Institute. He was the 1980 RU.EM Gold Medal awardee and was a guest professor at Delft Institute of Tech­nology. His current research interests include: constitutive relations of concrete, application of nonlinear fracture mechanics to rocks and con­crete; impact loading, fiber reinforced concrete and bond between steel and concrete.

462 Journal of Ferrocem£nt: Vol. 20, No. 4, October 1990

FP 150 DUCTILITY OF FERROCEMENT BEAMS

KEY WORDS: Curvature, Ductility, Ferrocement, Flexure, Fracture Strain

ABSTRACT: A simple analytical model is proposed to study the ductility of ferrocement subjected to flexural loading. The curvatures ~t failure, obtained using the model are compared with experimental results. A parametric srudy was conducted to estimate the influence of: volume fraction of reinforcement, type of distribution of reinforcement, fracture strain of reinforcement and the thickness of the beam. The results indicated that fracture strain, and thickness of the beam affect the curvature at failure (or ductility) more than the other variables.

REFERENCE: Balaguru, P.: Shah, S.P.; andNarahari, R.K. 1990. Ductility ofFerrocementBeams. Journal ofFerrocement 20 (4): 357-365.

FP151 FABRICATION AND SPEClFICA TIONS OF FERROCEMENT DOORS

KEYWORDS: Doors, Fabrication, Ferrocement, Specifications

ABSTRACT: A ferrocement door is easy to make, strong and durable, water resistant and requires very little maintenance. The cost price (labour+ materials) for a ferrocement door is approximately US$10/m2. This can vary from place to place. Auroville Building Centre, a unit of the Centre for Scientific Research (CRS), has been developing and testing doors made out of ferrocementsince 1986. The following document gives a detailed description of the manufacturing process of ferrocement doors, the materials and tools needed and details for fixing the hinges and locking arrangement.

REFERENCE: Baetens, T. and Guigan, G. 1990. Fabrication and Specifications ofFerrocemcnt Doors. Journal ofFerrocement 20 (4):367-376.

FP152 LARGE SPAN BAMBOO FERROCEMENT ELEMENTS FOR FLOORING AND ROOFING PURPOSES

KEYWORDS: Bamboo, Construction, Deflection, Ferrocement, Flooring, Large Span, Roofing, Reinforcement

ABSTRACT: As a part of on-going investigations for utilization of bamboo grid in ferrocement, the development of large span bamboo ferrocement (BFC) elements for flooring and roofing was undertaken. The study on BFC elements of size 1.6 m x 1.3 m and of varying thickness (30 mm and 40mm) indicates that these elements meet the serviceability criteria laid down in the Bureau of Indian

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990 463

Standards, for most of the cases of loading and support conditions. A theoretical analysis by the orthotropic plate theory, using the finite clement approach, was

carried out to predict the structural bchaviorof BFC clement; and the computed load dcflec- ti on curves were compared with experimental ones, to a known degree of accuracy.

Ba<>cd form the results of this investigation and considering BFC slab costing, the use of fcrroccmcnt slabs is recommended for flooring and roofing in low cost housing program.

REFERENCE: Raj, V. 1990. Farge Span Bamboo Fcrroccmcnt Elements for Flooring and Roofing Purposes. Journal of Fcrroccmcnt 20 (4): 367-374.

FP 153 RAINWATER STORAGE USING FERROCEMENT TANKS IN DEVELOPING COUNTRIES

KEYWORDS: Construction, Fcrroccmcnt, Tanks

ABSTRACT: The main objective of this paper is to propose a simple constuction technique of fcrroccmcnt water tanks suitable for rainwater collection in developing countries. Based on an analysis of the water tanks and the test results of the mechanical properties of fcrroccmcnt clements, two cylindrical tanks of 5 m3 were designed, constructed and tested. The test results and the salient features of design and construction are presented.

REFERENCE: Paramasivam, P.; Ong, K.C.G.; Jan, K.H.; and Lee, S.L. 1990. Rainwater Storage Using Fcrroccmcnt Tanks in Developing countries. Journal ofFcrroccmcnt 20 (4): 377-384

FP154 RESEARCH ON FERROCEMENT-GLOBAL PERSPECTIVES

KEYWORDS: Applications, Construction, Durability, Mechanical Properties, Repair, Strengthening

KEYWORDS: The recent researches on ferroccment in a global perspective are presented. Researches on ferrocement withing the last five years on its constituent materials, mechanical properties, durability and corrosion, terrestrial and marine applications, and on applications as a repair and strengthening material are discussed.

REFERENCE: Pama, R.P. 1990. Research on Ferroccmcnt-Global Perspectives. Journal of Ferrocement 20 (4): 385-410

464 Journal of Ferrocemenl: Vol. 20, No. 4, Oclober 1990

IINTJEIBN.& TII(Q)N.&IL ™I JE JE 1r II N CG§

January 7-12, 1991: Constitutive Laws for En­gineering Materials, 3rd International Con­ference, Tucson, U.S.A. Contact: Office of Engineering and Professional Development, University of Arizona, Tucson, AZ 85721, U.S.A.

January 28-F ebruary 1, 1991: Aberdeen's World of Concrete'91 , Las Vegas, U.S.A : Contact: World of Concrete Centre, 426 South Wes(8ate, Addison, IL 60101 U.S.A.

January 18-19,1991: International Confer­ence on Durability of Reinforced and Prestressed Concr_ete Structures, Jodhpur, India. Contact: Prof. S. Divakaran, Conference Director, Department of Structural Engineering, M.B.M. Engineering College, Jodhpur-342 001, India.

February 8-10, 1991: International Confer­ence on Bridges and Flyovers, Hyderabad, India. Contact: Bureau of Industrial and Re­search & Development, Jawaharlal Nehru Tech­nological University, Mahaveer Marg, Hydera­bad-500 028, India.

February 10-15, 1991: International Sympo­sium on Polymer Materials Preparation Characterization and Properties, Melbourne, Australia. Contact: RACI Polymer Division, P.O. Box 224, Belmont Victoria, Australia 3216.

1991: 2nd Regional Conference on Computer Applications in Civil Engineering - RCCACE '91, Johor Bahru, Malaysia. Contact: Organiz­ing Secretary RCCACE '91, Faculty of Civil Engineering, Universiti Teknologi Malaysia, Karung Berkunci 791, 80990 Johor Bahm, Ma­laysia.

March 14-15, 1991: Asia-Pacific Conference on Masonry, Singapore. Contact: Engr. John S.Y. TanCI-PremierPte.Ltd., 1500rchardRoad #07-14, Orchard Plaza, Singapore 0923. Tel: 7332922; Fax: 2353530; Telex: RS 33205.

April 4-5, 1991: Third International Confer­ence on Structural Failure-ICSF 91, Sin­gapore. Contact: Dr. K.H. Tan, Department of Civil Engineeering, National University of Sin­gapore, 10 KentRidge Crescent, Singapore051 l. Tel.: 7722260; Fax: (65) 7791635; Telex: UNISPO RS33943; Telegram: UNIVSPORE.

April 7-11, 1991: Development and the Envi­ronment, Tasmania, Australia. Contact: The Conference Manager, the Institution of Engi­neers, Australia, 11 National Circuit, Barton Act, Australia 2600. Tel.: (06)2706549; Fax: (06) 2706530; Telex: AA62758.

April 8-11, 1991: Conference on Deformation, Yield and Fracture of Polymers, Cambridge, England. Contact: Plastics and Rubber Institute, Conference Department, 11 Hobart Place, Lon­don, England SWlW OHL.

Journal of Ferrocement: Vol. 20, No. 4, October 1990

April 14-18, 1991: Sixth International Sym­posium: Tunnelling '91, London, U.K. Con­tact: The Conference Office, Institution of Min­ing and Metallurgy, 44 Portland Place, London, U.K. WIN 4BR.

April 21-25, 1991: International Conference on Computational Engineering Science, Pa­tras, Greece. Contact: Prof. S.N. Atluri, Compu­tational Mechanics Center, Georgia Tech., At­lanta, GA 30332-0356, U.S.A.

Apri/23-26, 1991 :The Third East Asia-Pacific Conference on Structural Engineering and Construction (EASEC - 3), Shanghai, China. Contact:EASEC - 3 Secretariat, Mr. H.F. Xiang/ Mr. D.H. Jiang, Tong.ii University, 1239 Siping Road, Shanghai 200092, China. Tel.:5455080-3420; Cable:3658; Fax:0086-02 l-5458965; Telex:33488 TJIDC CN.

June 3-7, 1991: 11th FIP Congress, Ham­burg, West Germany. Contact: FIP Office, The Institution of Structural Engineers, 11 Upper Belgrave Street, GB-London, United Kingdom SWlX 8BH.

June 10-13, 1991: 5th Annual Technical Con­ference on Composite Materials, Michigan, U.S.A. Contact: Dr. L.T. Drzal, American Soci­ety for Composites, BlOO Research Comples, Michigan State University, East Lansing, MI 48824-1326, U.S.A.

June 27-28, 1991: New Dimensions in Bridges and Flyovers, Singapore.Contact: Engr. John S.Y. TanCI-PremierPte.Ltd., 1500rchardRoad #07-14, Orchard Plaza, Singapore 0923. Tel: 7332922; Fax: 2353530; Telex: RS 33205.

July 29-31, 1991: Fourth International Con­ference on Computing in Civil/Building Engi­neering, Tokyo, Japan. Contact: Mr. Junichi Yagi, Managing Director, Office of Japan, Soci­ety of Civil Engineers, Yotsuya 1-0, Shinjukuku, Tokyo, Japan.

465

August 4-9, 1991: International Conference on Durability of Concrete, Montreal, Canada. Contact: Mr. H.S. Wilson, P.O. Box 3065, Sta. C., Ottawa, Canada KIY 413.

August 20-22, 1991: Computational Struc­tures Technology, Edinburgh, U.K. Contact: Edinburgh Conference Centre Limited (Forth Rail bridge Centenary Conference), Heriot-Watt University, Riccarton, Edinburgh, U.K. EH14 4AS, Tel.: 031-4495111 Ext.3117; Fax: 031-4513199.

August 25-30, 1991: Composite Polymeric Material, New York, U.S.A. Contact: Mr. R.S. Turner, ACS Division of Polymeric Materials, Building 82, Eastman Kodak Co., Rochester, NJ 14650, U.S.A.

September 3-6, 1991: Diagnosis of Concrete Structures, Czechoslovakia. Contact: Doc. Inc. Tibor JAVOR, Dr.Sc. VUIS Lamacska 8, 81714 Bratislava, Czechoslovakia.

October 22-25, 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.

December 4-6, 1991: ACI International Con­ference on Evaluation andRehabilitation of Concrete Structures and Innovations in De­sign, HongKong. Contact: Mr. William R. Tolley, American Concrete Institute, 22400 W. Seven Mile Road, Detroit, MI 48219-1849, U.S.A.; Fax:(313)532-0655.

May 3-8, 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 413

466 JourNJI of Ferrocemenl: Vol. 20, No. 4, October 1990

CONTENT LIST

Volume 20 contains four issues and this partial list of contents includes all technical articles including papers on research and development, applications and techniques, tips for amateur builders and news and notes published in the Journal of Ferrocement during 1990.

Number 1, January 1990

PAPER ON RESEARCH AND DEVELOPMENT

Structural Behavior ofFerrocement Load Bearing Wall Panels IA. Basunbul and G.J. Al-Sulaimani

PAPER ON APPLICATION AND TECHNIQUES

Ferrocement Farm Irrigation Structures J.P. Narayan, \'. V.N. Murty and P. Nimityongskul

Ferrocement Overlay for Concrete Pavement Resurfacing P. Pamarasivam and T.F. Fwa

Ferrocement Precast Retaining Walls A.R. Migliore Jr. and J.B. de Hanai

TIPS FOR AMATEUR BUILDERS

Upgrading a Ferrocement Boat Stern Tube GL.Bowen

DISCUSSION

Ferrocement vs. Hard Chine Steel Vessels

NEW &NOTES Fourth International Symposium on Ferrocement to be Held in Cuba International Conference for Editors Ferro Systems Europe Substituting Cement With Steel Slag Experts Examine Impact of New Technologies on Third World Ferrocement Tank Manual Ferrocement Caution and Sign Boards Ferrocement Water Storage Tanks Installed at High Altitude Locations National Seminar on Special Concretes Precast Ferrocement Bridge Deck Slabs Tough Metallic Fibers Ferrocement Water Tanks

1

11

23

31

39

45

58 59 59 60 61 61 62 62 63 63 64 65 65

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

Bolidt Develops a New Product Range for Concrete Damage Repair and Concrete/Steel Protection

New Cement Sets Firm Standards One-Sample Testing to Cut Costs Morgen Swing Value Pumps and Placing Booms Optical Strain Measurement of Deformation World of Concrete'90 to Present New Management Seminars

Number 2, Aprll 1990

PAPER ON RESEARCH AND DEVELOPMENT

Natural Fibers as Reinforcement E.E. Sera, L. Robles-Austriaco and R.P. Pama

PAPERS ON APPLICATIONS AND TECHNIQUES

467

66 67 68 69 69 70

109

Construction and Use of Ferrocement Paving Blocks 125 B.M. Garrote

Ferrocement floating House for Low-Income Families of Klong Toey Bangkok, Thailand 133

I.EL. Sigit-Arifin, Yap Kioe Sheng and P. Nimityongskul

Ferrocement, Prefabrication, Self-Help for Low Cost Housing 143 R. Mattone

Some Properties of Bamboo for Consideration as Ferrocement Reinforcements 149 Lee Teang Shui

DISCUSSION

Factors Influencing the Durability of Ferrocement

NEW AND NOTES

IDRC Board of Governors Visited AIT ASEAN Conference on Technological Development IFIC Visitors New Chairman for ACI Committee 549 Training Course on Ferrocement Ferrocement Overhead Water Tank SERC to Participate in 35 point Action Plan Ferrocement Tanks in Sri Lanka Ferrocement Yacht U.K. Centre for "Sick" Buildings

159

177 178 179 179 180 181 181 183 183 184

468 Journal of Ferrocement: Vol. 20, No. 4, October 1990

ACI Forms Educational/Research Foundation Course on Information Repackaging and Consolidation

Number 3, July 1990

PAPERS ON RESEARCH AND DEVELOPMENT

Effect of Arrangement and Orientation of Hexagonal Mesh on the Behavior of Two-Way Ferrocement Slabs W N. Al-Rifaie and DN. Trikha

Thermal Behaviour of Ferrocement

MNA. Hawlader, MA. Mansur and M. Rahman

The Water-Demand and the Gap-Volume of Aggregate for Ferrocement Nguyen Huu Thanh

PAPERS ON APPLICATIONS AND TECHNIQUES

Improvement in Flexural Behaviour and Impact Resistance of Ferrocements by Use of Polymers

A. Shirai and Y. Ohama

Technological Development of Low Cost Materials in ASEAN Countries R. Agustin a'nd L. Robles-Austriaco

NEW AND NOTES

Auroville Building Centre Vietmanese Officials Study Tour Ferrocement Structures in Central Sulawesi Constro 1991 Ferrocement Door-Shutters Training-Cum-Demonstration Program Ferrocement Tanks Artificial Cement-Based Slate Transportable Ferrocement Water Tank Western Samoa Taps the Sky Training of Ferrocement Gosifier Ferrocmeent Monk Cement for Repairs Above and Under Water FRP Rebar Replaces Traditional Steel Applications Ferrocement Walls Which 'Open' to Explosive Blasts Automatic Compression Machine Environmental SEM Revelas Nature of Wet Cement Microcalorimeter Enables Study of Cement Hydration

184 185

219

231

241

257

265

295 295 296 298 298 299 300 300 300 301 302 303 304 304 305 306 307 307

Journal of Ferrocement: Vol. 20, No. 4, October 1990

Morgen Introduces New Concrete Pumps and Mobile Placer Profometer Three New Concrete Pulverizer Models Vicat Apparatus Wheel Trencher

469

307 308 308 309 309

MAKEBASE - An Information Retrieval System in Structural Mechanics for Mainframes and Personal Computer 309

Number 4, October 1990

PAPER ON RESEARCH AND DEVELOPMENT

Ductility of Ferrocement Beams 349 P. Balaguru, S.P. Shah and R.K. Narahari

PAPERS ON APPLICATIONS AND TECHNIQUES

Fabrication and Specifications of Ferrocement Doors 357 T. Baetens and G. Guigan

Large Span Bamboo Ferrocement Elements for Flooring and Roofing Purposes 367 V.Raj

Rainwater Storage Using Ferrocement Tanks in Developing Countries 377 P. Paramasivam, K.C.G. Ong, K.H. Tan and SL. Lee

SPECIAL FOCUS

Research on Ferrocement - Global Perspectives R.P.Pama

NEWS AND NOTES

385

The Second FIN Coordinators Workshop and Study Visit 423

Visitors at IFIC 425

Waste Materials into Aggregates 426

Ferrocement Boat Construction Workshop in India 427

Stagewise Ferrocement Flooring Slab System (SWF) 427

National Course on "Low Cost Building Materials and Construction Techniques" 427

Cement/Lime Stabilization 428

Diamond Wire Saw - The In-depth Solution 428

Correspondence Course 428

The Joint for Quality Floors 429

N.Z. Concrete Awards 429

470 Journal of Ferrocement: Vol. 20, No. 4, October 1990

Robots Assist with Beam Assembly 429

Organic Farming and Intermediater Technology 430

Ferrocement Boats Come of Age in the Philippines 430

Research and Development at Thailand Institute of Scientific and Technological

Research (TISTR) and Building Technology Department (BTD) 431

Measuring Loads on Staircases 432

Nottingham University Launches Composites Club 433

Performance of Limestone - Filled Cements 433

Sculptures, Irish Concrete Society Awards 434

Taking Measures to Stop Steel Corrosion 435

The Concrete Trader Changes Hands 436

Seismic Performance of Buildings 437

World of Concrete, 17th Anniversary 437

Morgen Improves Articulation on 32-meter Reach Boom 437

Journal of Ferrocement: Vol. 20, No. 4, October 1990 471

Volume 20, January/April/July/October 1990

Contributions to the Journal of Ferrocement are indexed in three categories: Author Index Title Index Subject Index

Volume 20 contains four issues namely: No. 1 January 1990 No. 2 April 1990 No. 3 July 1990 No.4. October 1990

1-108 109-218 219-348 349-484

AUTHOR INDEX

Agustin, R. Technological DevelopmenJ of Low Cost Materials in ASEAN CounJries

AI-Rifaie, W.N. Effect of ArrangemenJ and OrienJation of Hexagonal Mesh on the Behaviour of Two-Way Slabs

AI-Sulaimani, G.J. Structural Behavior of F errocemenJ Load Bearing Wall Panels

Baetens, T. Fabrication and Specifications of FerrocemenJ Doors.

Balaguru, P. Ductility of FerrocemenJ Beams

Basunbul, I.A. Structural Behavior of FerrocemenJ Load Bearing Wall Panels

Bowen, G.L. Upgrading a FerrocemenJ Boat Stern Tube de Hanai, J.B.

265 FerrocemenJ Precast Retaining Walls. 39 31

219

1

349

1

Fwa, T.F. FerrocemenJ Overlay for Concrete PavemenJ Resurfacing 23

Garrote, B.M. Construction and Use of FerrocemenJ Paving Blocks 125

Giugan. G. Fabrication and Specifications of FerrocemenJ Doors

Hawlader, M.N.A. Thermal Behaviour of F errocemenJ 231

Lee, S.L. Rainwater Storage Using FerrocemenJ Tanks in Developing CounJries 377

472

Lee Teang Shui Some Properties of Bamboo for ConsideraJion as Ferrocement Reinforcement

Mansur, M.A. Thermal Behaviour of Ferrocement

Mattone, R. F errocement, Prefabrication, Self Help

i49

23i

for Low Cost Housing i43

Migliore, A.R. Ferrocement ?recast Retaining Walls 3i

Murty, V.V.N. F errocement Farm irrigaJ ion Structures ii

Narahari, R.K. Ductility of Ferrocement Beams 349

Narayan, J.P. F errocement Farm irrigaJ ion Structures ii

Nimityonskul, P. Ferrocement Farm irrigaJion Structures ii Ferrocement Floating House for Low-income Families of Klang Toey, Bangkok, Thaila~ 133

Obama, Y. improvement in Flexural Behaviour and impact Resistance of Ferrocements by Use of Polymers 257

Ong, K.C.G. Rainwater Storage Using Ferrocement Tanks in Developing Countries. 23

Pama,R.P. Natural Fibers as Reinforcement 109 Research on Ferrocement - Global Prespectives 385

Paramasivam, P. Ferrocement Overlay for Concrete Pavement Re surf acing 23

Rainwater Storage Using Ferrocement Tanks

JourNJ/ of Ferrocement: Vol. 20, No. 4, October 1990

in Developing Countries. 377

Rahman,M. Thermal Behaviour of F errocement 23 i

Raj, V. Large Span Bamboo F errocement Elements for Flooring/Roofing Purposes 367

Robles-Austriaco, L. * Technological Development of Low Cost

Materials in ASEAN Countries * Natural Fibers as Reinforcement

Shah, S.P. Ductility of Ferrocement Beams

Sera, E.E. Natural Fibers as Reinforcement

Shirai, A. improvement in Flexural Behaviour and impact Resistance of Ferrocements by Use of Polymers

Sigit-Arilin, I.E.L. Ferrocement Floating House for Low-income Families of Klang Toey, Bangkok, Thailand

Tan,K.H.

265 i09

349

i09

257

133

Rainwater Storage Using Ferrocement Tanks in Developing Countries 377

Thanh, Nguyen Huu. The Water-Demand and the Gap-Volume of Aggregate for Ferrocement 24i

Trikha, D.N. Effect of Arrangement and Orientation of Hexagonal Mesh on the Behaviour ofTwo-Way Ferrocement slabs 2i

Yap,K.S. Ferrocement Floating House for Low-income Families of Klang Toey, Bangkok, Thailand 133

SUBJECT INDEX

Walls Bearing~

Load - Panels Retaining walls

Bearing - System

1 31 141

Ferrocement 1, 11, 23, 31, 39, 45, 62, 63,

Irrigation

125, 133, 143, 149, 159, 181, 219,231, 241,257,269,349,357,367,377,385

11

Journal of Ferrocement: Vol. 20, No. 4, October 1990 473

Cost First Crack - analysis 18,35, 128 - ing load 223,224,228 Low- 133, 143 - stress 228 materials - 265 Thermal

Flexure - behaviour 231 -Behaviour 257,259 - conductivity 237 -Tests 23,24,25,259 Water-Demand 241 - Strength 26 Gap-VOiume 241

Tests Specific surface 245 1,3,4 Polymers

- Results 117, 222 257, Aging- 118 . - dispersions 258 Accelerated aging - 119 Stuctural system 32,33,34 Impact- 155,259 Boat

Materials 3, 150, 257 - Stern 39 Structures Meshes 46-

Drop- 12 Hemagonal mesh 219 Reinforcement 15,258 Fibers

Bamboo- 152 Metallic - 65 Curing 17 Natural- 109 Strength Wood- 112

Compressive - 25 Bamboo- 113 Torsional Strength Bagasse- 116

ASH Palm- 300 Rice Husk - 118 Tanks

KlongToey 133 water - 65 Analysis 134 Ferrocement - 300,377 Housing Irrigation Outlet 15

- systems 141 Curing 17 Low Cost- Testing

Bamboo Hydraulic - 18, 149,267 Structural - 18

- reinforcement 152,367 - Procedure 222 moisture content of - 153 Pavement Absorption and Shrinkage of - 153 Concrete - 23

Properties 149 - Blocks 125 Mortar padestrian - 128

-Mix 151 Canada 58 Compressive Strength 151 Cuba 59 Canal Lining 155, 11 Australia 61 Durability 159, 118 Austria 61 Galvanizing 159 India 62,295,298 Sri Lanka 183 Colombia 62 U.K. 184,303 Construction U.S.A. 184,304 125 U.S.S.R. 305 - cost 140 Ultimate load 223,224,229 Incremental - 141

474 Journal of Ferroceme111: Vol. 20, No. 4, October 1990

Applications Pacific Island 301 128,267,269,274,277,357 Thailand

-proposal 143 Corrosion 41 Sound Band 130 Gasifiers 302 Low income 133 Fireness factor 247 Floating House 133 Repairs 304 Impace Resistance 261 Steel 304 Soil cement block 271, 272, 273 Explosive blasts 305 Pozzolanas 276 Rebar 304 Indonesia 296 Design 127 Kenya 300 Prefabrication 143 New Zealand 300, 45 Specific gravity 153

TITLE INDEX

Construction and Use of Ferrocement BM.Garrote

125

Ductility of Ferrocement Beams 349 P. Balaguru, sP-. Shah and R.U. Narahari

Effect of Arrangement and Orientation of Hexagonal Mesh on the Behaviour of Two Way Ferrocement Slabs 219

W N. Al-Rifaie and DN. Trikha

Fabrication and Specifications of Ferrocement Doora 357

T. Baeten.s and g. Guigan

Ferrocement Farm Irrigation Structures 11 JP. Narayan, V.V N. Murty and

P. Nimityongskul

Ferrocement Floating House for Low-Income Families of Klong Toey, Bangkok, Thailand 133

I.EL. Sigit-Arifin, Yap Kioe Sheng and P. Nimityongskul

Ferrocement Overlay for concrete Pavement Resurfacing 23

P. Pamasivam and T.F. Fwa

Ferrocement Precast Retaining Walls 31 A.R. Migliore Jr. and J.B. de Hanai

Ferrocement, Prefabrication, Self Help for Low Cost Housing 143

R. Mattone

Improvement in Flexural Behaviour and Impact Resistance of Ferrocements

by Use of Polymers 257 A. Shirai and Y. Ohama

Large Span Bamboo Ferrocement Elements for Flooring/Roofing Purposes 367

V.Raj

Natural Fibers as Reinforcement 109 E.E. Sera, L. Robles-Austriaco

and RP.Pama

Rainwater Storage Using Ferrocement Tanks in Developing Countries 377

P. Paramasivam, K.C.G. Ong, KH. Tan and SL.Lee

Research on Ferrocement-Global Perspectives

RP.Pama

Some Properties of Bamboo for consideration

385

as Ferrocement Reinforcements 149 Lee Teang Shui

Structural Behavior of Ferrocement Load Bearing Wall Panels

IA. Basunbul and BJ. Al-Sulaimani

Technological Development of Low Cost Materials in ASEAN 265 Countries Thermal Behaviour of Ferrocement 231

MN A. Haw Lader, MA. Mansur and M. Rahman

The Water-Demand and the Gap-Volume of Aggregate for Ferrocement 241

Nguyen Huu Thanh

Journal of Ferrocemenl: Vol. 20, No. 4, October 1990

'(~(~~ ! I (!}'LJ[S I

001 FERROCEMENT

B.K. Paul and R.P. Pama

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.

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002 THE POTENTIALS OF FER-ROCEMENT AND RELATED MA TE RIALS 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

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475

003 FERROCEMENT, A VERSA TILE CONSTRUCTION MATERIAL: ITS INCREASING USE IN ASIA

Edited byR.P. Pama, Seng-Lip Lee andNoelD. 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 (Ain 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.

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004 FERROCEMENT AND ITS APPLICATION· A BIBLIOGRAPHY,

Volume 1

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476

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 Biogas Holder Ferrocement Canoe

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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.

Journal of Ferrocement: Vol. 20, No. 4, October 1990

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.

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008 FERROCEMENT APPLICATIONS: STATE-OF-THE-ART REVIEWS

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009 HOUSING BIBLIOGRAPHY

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JourNJ/ of Ferrocemenl: Vol. 20, No. 4, October 1990

010 INTERNATIONAL DIRECTORY OF FERROCEMENT ORGANIZATIONS AND EXPERTS 1982-1984

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. In addition, they are indexed by types of services performed and by geographic location of their offices.

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011 PROCEEDINGS OF THE SECOND INTERNATIONAL SYMPOSIUM ON FERROCEMENT

Edited by: L. Robles-Austriaco, R.P. Pama, K. 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.

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012 LECTURE NOTES: SHORT COURSE ON DESIGN AND CONSTRUCTION OFFERROCEMENTSTRUCTURES

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. This publication contains every aspect of ferrocement from its historical background and constituent materials to the construction procedures. An important feature of the lecture notes is the design criteria for ferrocement including examples of analysis problems based from the "ACI Design Guide for Ferrocement."

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013 FERROCEMENT ABSTRACTS

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478 JourNJI of Ferrocement: Vol. 20, No. 4, October 1990

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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.

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LET IFIC ANSWER YOUR QUERIES ...

FER.R.OCEMEN'T

HOW AND

WHY? 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

__ , __ --

Current Awareness o n Geotechnical Topics

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ASIAN information center for

E EUTElltiNlllAL

ENEINEEIUNE 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, AG!E, AIT, G.J!>.O. Box 2754, Bangkok 10501, Thailand • Tel. 5290100-13 ext. 2869 • lFax: (66-2) 5290374 • Cable: AIT-BANGKOK • Telex: 84276 TH

JOURNAL OF FERROCEMENT

Volume 20, Number 4, October 1990

CONTENTS

ABOUTIFIC

EDITORIAL

PAPER ON RESEARCH AND DEVELOPMENT

Ductility of Ferrocement Beams P. Balaguru, S.P. Shah and R.K. Narahari

PAPERS ON APPLICATIONS AND TECHNIQUES

11111 f i I llf f illll IH II~ 202799 ii

iii

349

Fabrication and Specifications of Ferrocement Doors 357 T. Bactens and G. Guigan

Large Span Bamboo Ferrocement Elements for Flooring and Roofing Purposes 367 V.Raj

Rainwater Storage Using Ferrocement Tanks in Developing Countries 377 P. Paramasivam, K.C.G. Ong, K.H. Tan and SL. Lee

SPECIAL FOCUS

Research on Ferrocement- Global Perspectives R.P.Pama

Bibliographic List

Fast Lookup

News and Notes

Call for Papers

IFIC Consultants

Ferrocement Information Network

IFIC Reference Centers

Authors' Profile

Abstracts

International Meetings

Content List (Vol. 20)

Index (Vol.20)

IFIC Publications

Advertising Rates and Fees for IFIC Services

Advertisement

Discussion of the technical material published in this issue is open until 1 January 1991 for publication in the Journal.

385

411

421 423 439 441 450

452

459 462

464

466

471

475

482 483

The Editors and the Publishers are not responsible for any statement made or any opinion expressed by the authors in the Journal. No pan of this publication may be reproduced in any form without written permission from the publisher. All correspondences related to manuscript submission, discussions, permission to 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, the Journal of Ferrocement, is the main disseminating tool of IFIC. 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 ofIFI C, 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 Ferrocement 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

JOURNAL OF FERROCEMENT

Aims and Scope

The Journal of F errocement is published quarterly by the International Ferrocement Information Center (IFIC) at the Asian Institute of Technology. The purpose of the Journal is to disseminate the latest research findings on ferrocement and other related materials and to encourage their practical applications especially in developing countries. The Journal is divided into four main sections:

(a) Papers on Research and Development (b) Papers on Applications and Techniques (c) Technical Notes (d) Bibliographic List, News and Notes, International Meetings, Book Reviews, and Abstracts.

Notes for the Guidance of Authors

Original papers or technical notes on ferrocement 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 on the understanding that they have not been published elsewhere prior to their publication in the Journal of Ferrocement. There is no limit to the length of contributions but it is suggested that a maximum length of 12,000 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: Addison­Wesley 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 offerrocement. AC/ Journal 68(9): 693-698. 4. Raisinghani, M. 1972. Mechanical Properties of Ferrocement Slabs, 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 by the International Ferrocement Information Center

Asian Institute ef Technolo9y G.P.O. Box 2754, Ban9kok 10501, Thailand

No. 79/90, October 1990

PRINTED 8Y THAI WATAHA PANICll PRUS 00 •• I.TD •• 891 R.UIA I ROAD0 llANQKOK. MR. THIRA T. SUWAN, PRINTER, B.E. 2533