SHAPE AND TEXTURE OF AGGREGATES

The shape of an aggregate is an important characteristic since it affects the workability of concrete. Not only the parent rock, but also the type of crusher used will influence the shape of aggregates. Basically the shape of aggregates may be rounded or angular. One of the methods of expressing the angularity qualitatively is by a figure called Angularity Number, as suggested by Shergold. This is based on the percentage of voids in the aggregate after compaction in a specified manner. If the void is 33% the angularity number of such aggregate is considered 0. If the void percentage is 44, the angularity number of such aggregate is considered as 11. An aggregate having angularity number between 0 and 11 is considered is considered suitable for making concrete. Angularity number 0 represents the most practicable rounded aggregates and the angularity 11 indicates the most angular aggregates that could be tolerated for making concrete.

Figure. Different Shape of Aggregate

Murdock suggested a different method for expressing the shape of aggregate by a parameter called Angularity Index ‘f_A’.

Where f_H = Angularity Number 

From the standpoint of economy in cement requirement for a given water/cement ratio rounded aggregates are preferable to angular aggregates. On the other hand, the additional cement required for angular aggregate is offset to some extent by higher strength and durability as a result of interlocking texture of the hardened concrete and higher bond characteristics between aggregate and cement paste. 

Super-imposing plus and minus points in favour and against these two kinds of aggregates it can be summed up as follows: 

For water/cement ratio below 0.4, the use of crushed aggregate has resulted in strength upto 38% higher than the rounded aggregate. With an increase in water/cement ratio the influence of roughness of the surface of the aggregate gets reduced and at a water/cement ratio of 0.65, no difference in strength of concrete made with angular aggregate or rounded aggregate. 

The surface texture is a measure of the smoothness or roughness of the aggregate. Surface texture depends on hardness, grain size, pore structure, structure of the rock and the degree to which forces acting on the particle surface have smoothed or roughened it. Hard, dense, fine grained materials will generally have smooth fracture surfaces. As surface smoothness increases, contact area decreases, hence a highly polished particle will have less bonding area with the matrix than a rough particle of the same volume.

BRICK LAYING

Brick masonry construction is a great art since laying must be systematically done with respect to bonding, jointing and finishing. Brick laying for wall construction is done in the following steps:

1. All the bricks to be used in construction are thoroughly soaked in water so that they do not absorb the water of the mortar.

2. Mortar is spread on the top of the foundations course, over an area to be covered by the edges of the wall. The depth of spread of mortar may be about 1.5 cm.

3. The corner of the wall is constructed first. For that, one brick is laid first at the corner and pressed with hand so that the thickness of the bed-joint remains only about 1 cm. the first closer is covered with mortar on its side and then pressed against the first corner brick, such that 1 cm thick vertical joint is obtained. The excess mortar from the sides will squeeze out, which is cleaned off with trowel.

Figure. Brick laying by Conventional Method

4. The level and the alignment is checked. If the brick or closer is not in level, they are pressed gently further. Similarly, the placement of the edges of the bricks is checked so that correct offset of concrete is available.

5. Few headers and stretchers are then laid in the first course, adopting the same method as described in step 3 for the closer brick. That is, mortar is applied on the side of the brick to be laid and it is pressed against the previous brick laid earlier, so that excess mortar squeezes out from the sides. The level and alignment of these are properly checked.

6. After having laid the first course at the corner, mortar is laid and spread over the first course, to a depth of about 1.5 cm and end stretcher is laid first, by pressing it into the mortar and then hammering it slightly so that the thickness of the bed-joint is 1 cm. mortar is then applied on the side of another stretcher and pressed to the side of the corner stretcher so that thickness of the vertical joint is about 1 cm. Excess mortar which oozes out is cleaned off. This way, stretchers and headers are laid for the second course.

7. Other courses (usually four to six) are then laid at the corner. Similarly, the corner at the other end of the wall is laid. Since the corner construction at each end works as a guide for filling in-between bricks of various courses, the corner construction should be done with great care. The plumb as well as alignment should be thoroughly checked. Plumbing up by means of plumb rule should be frequently restored to as new brick work has a tendency to overhang. Vertical face is obtained by tapping the handle of the trowel against the overhanging bricks. 

8. For building the in-between portion of the wall, a cord is stretched along the top of the first course laid at each other. A brick bat is attached at either end of the cord so that it remains tout. The course is then built. The line or cord is then shifted up, corresponding to the top level of the second course, and the second course is also constructed. The procedure is repeated till the in-between wall is constructed to the height of corner masonry.

9. The corners of the wall are then raised further, and steps 7 and 8 are repeated. All the walls should be uniformly constructed so that the load on the foundations is uniform. It should be ensured that the difference in height between two adjoining walls is not more than 1m.

10. Prepends must be kept vertical. This should be checked, as the work proceeds, with the help of straight edge and the square. The straight edge is placed flat on the course and slightly projecting beyond the face. The stock of the square is then set against the underside of the straight edge with the blade coinciding with the last-formed vertical joint.

11. Bricks with one frog should be laid with its frog on its top face to ensure that they will be completely filled with mortar.

12. In the case of thick walls, mortar is first spread over the entire bed and the outer bricks are laid as described above. The inner bricks are then pressed and rubbed into position to cause some of the mortar to rise between the vertical joints, which are finally filled flush with liquid mortar so that no hollow spaces are left.

13. All loose materials, dirt and set lumps of mortar which may be lying over the surface on which the brick work is to be freshly started, should be removed with wire brush and wetted slightly.

14. After having constructed the wall, jointing and pointing is done. The procedure for jointing and pointing has been described separately. However, all the joints should be cleaned and finished after every day’s work.

BULKING OF SAND

The increase in volume of a given mass of fine aggregate caused by the presence of water is known as bulking.

Free moisture forms a film of water around each particle. The bulking of fine aggregate is caused by these films of water which pushes the particles apart. Therefore, no point of contact is possible between the particles. This causes increase in volume of the mass of fine aggregate. The extent of bulking depends upon the percentage of moisture present in the sand and the fineness of sand particles.

Figure 1 shows the effect of moisture content on bulking. It is seen that bulking increases with the increase in moisture content up to a certain limit and beyond that the further increase in the moisture content results in the decrease in the volume. This is due to the fact that after addition of certain amount of water in the fine aggregates, the further addition of water breaks the film around the particles and hence, volume gradually decreases.

Figure 1. Effect of moisture content on the bulking of sand

For ordinary sands the bulking usually varies between 15 to 30 percent. Fine sands bulk more and the maximum bulking is obtained at a higher water content that the coarse sand. In extremely fine sand, the bulking may be as much as about 40 percent at a moisture content of 10 percent but such sand is unsuitable for concrete. In case of coarse sand, the increase in volume is negligible due to the presence of free water as the thickness of the moisture film is very small compared with the size of the particle.

The percentage of bulking is to be determined as per IS: 2386-1963 (Part III). Put sufficient quantity of the sand loosely into a container until it is about two-thirds full. Level off the top of the sand and pushing a steel rule vertically down through the sand at the middle to the bottom, measure the height. Suppose this is h cm.

Empty the sand out of the container into another container where none of it will be lost. Half fill the first container with water. Put back about half the sand and rod it with a steel rod, about 6 mm in diameter, so that its volume is reduced to a minimum. Then add the remainder of the sand and rod it in the same way. Smooth and level the top surface of the inundated sand and measure its depth at the middle with the steel rule. Suppose this is h₁ cm.

The percentage of bulking of the sand due to moisture shall be calculated from the formula: 

REGULATORY REQUIREMENTS OF WASTE MANAGEMENT

Solid waste policy in the US is aimed at developing and implementing proper mechanisms to effectively manage solid waste. In the US, the Environmental Protection Act (EPA) regulates household, industrial, manufacturing and commercial solid and hazardous wastes under the 1976 Resource Conservation and Recovery Act (RCRA). The RCRA is the principal federal law in the US governing the disposal of solid waste and hazardous waste. The US Congress enacted RCRA to address the increasing problems the nation faced from its growing volume of municipal and industrial waste. RCRA amended the Solid Waste Disposal Act of 1965. It sets national goals for:

• Protecting human health and the natural environment from the potential hazards of waste disposal. 
• Energy conservation and natural resources. 
• Reducing the amount of waste generated, through source reduction and recycling. 
• Ensuring the management of waste in an environmentally sound manner.

The Comprehensive Environmental Response, Compensation and Liability Act (CERCLA), also known as “Superfund” was enacted in 1980 to address the problem of remediating abandoned hazardous water sites, by establishing legal liability, as well as trust fund for clean up activities.

In general, CERCLA applies to contaminated sites, while RCRA’s focus is on controlling the ongoing generation and management of particular waste streams. In 1984, the US Congress expanded the scope of RCRA with the enactment of Hazardous and Solid Water Amendments (HSWA). The amendments strengthened the law by covering small quantity generators of hazardous waste and establishing requirements for hazardous waste incinerators and the closing of substandard landfills. In 1986, SARA (Superfund Amendments and Reauthorization Act of 1986) addressed clean up of leaked underground storage tanks and other leaking waste storage facilities. The amendments established a trust fund to pay for the clean up of leaking underground storage tank sites where responsible parties cannot be identified.

In India, waste management is governed by Ministry of Environment, Forest and Climate Change (MoEF) who work together with State Pollution Control Board set up in various states.

Certain laws are also present in the legal set up which helps in regulation of waste in India. The National Environment Policy, 2006 laid emphasis not only on disposal of waste but also recycling and treating waste. Some of the laws for the purpose of waste regulation are stated as under:

THE ENVIRONMENT PROTECTION ACT (EPA)

This act was enacted in 1986 by the Parliament of India and it aims to establish a sufficient protection system. This act confers powers to the Central Government to regulate all forms of waste. It is one of the primary legislatures to protect the environment and regulation of waste.

BIO-MEDICAL WASTE RULES, 1998

The aim of these rules is to ensure that bio-medical wastes are safely disposed of. Biomedical wastes can be defined as any waste or by-product generated during treatment, immunization and treatment of human beings or animals or in research activities. The BMW rules apply to various institutions like nursing homes, animal dispensaries, veterinary homes, blood banks, dispensaries, pathological laboratories, etc. The BMW rules prohibit mixing of biological wastes with any other types of wastes. The general rule provided is that biomedical wastes cannot be kept stored beyond a period of 48 hours without being treated. Further, all institutions covered under the rules are to mandatorily set up treatment facilities like microwave system, autoclave etc.

THE BATTERIES RULES, 2001

The Batteries Rules were notified to set up a mechanism in place which dealt with the disposal of lead acid batteries.  The Rules apply to every manufacturer, recycler, dealer, importer, assembler, bulk consumer and consumer. The Rule makes it compulsory for every consumer to deposit the used batteries back with the dealer, manufacturer, recycler or labelled collection centres. If a recycler wants to import used batteries in India, for the purpose of recycling, he must obtain custom clearance. Additionally, import of batteries will be allowed only upon producing valid registration with Reserve Bank of India and MoEF and providing an undertaking in prescribed format along with a copy of the latest half-yearly return.

THE HAZARDOUS WASTES RULES, 2008

Management of hazardous waste is a very complex issue. The Rule places an obligation on the occupier of hazardous waste to safe and sound handling of environmental waste. The occupier is that person under whose charge there is a plant or unit or factory which produces hazardous wastes as a result of their operation. The occupier must sell or send the hazardous waste to a re-processor or recycler, who is authorized by the government to dispose of the waste in a safe manner. Any person who is engaged in storage, package, collection, destruction, conversion, processing, etc., also has to take authorization from the State Pollution Board. Sale or transfer of hazardous waste can be done only after obtaining a valid registration from Central Pollution Board (CPCB).

THE PLASTIC WASTE RULES, 2011

The PWM Rules are set up to control the use, manufacture and recycling of plastic waste. The Rule has uniform applicability towards all distributors, users, retailers, and manufacturers of plastic products. The Rule makes it compulsory for every manufacturer of plastic products and recycler to obtain registration from State Pollution Control Board. The Rule also states that no retailer can provide plastic bags free of cost. This is done to ensure that people use plastic bags judicially.

THE E-WASTE RULES, 2011

The primary aim of the EWM is to put in place a system which manages e-waste in an environment-friendly way by regulating the issue of recycling and disposal of e-waste. E-waste is a problematic issue in India. With the growing economy and the technological advancement, India is becoming a hub for the IT sector. This creates a lot of e-wastes, disposal of which is necessary. The Rule empower the concerned state agencies to control, supervise and regulate relevant activities connected with e-wastes management such as collection, segregation, dismantling and recycling.

PLASTIC BENDING OF BEAMS

Let us consider a beam of homogenous material and symmetrical section subjected to a bending moment M. The distribution of bending stress flows a linear law with zero stress at the neutral axis and a maximum stress at the outermost fibres, when the deformations are within the elastic limit. In case the magnitude of M increases, the stress distribution also changes. These are shown in the following stages.

Figure 1. Stages of Stress Distribution

Stage 1. The deformation is within the elastic limit. The maximum bending stress is f. If the section modulus is Z, we have M = f.Z. (Figure 1(a)).

Stage 2. If the bending moment is gradually increased so that the extreme fibre reaches the yield stress f_y, the corresponding bending moment is given by, M_y = f_y.Z. (Figure 1(b)).

Stage 3. The bending moment, if further increased, will not increase the maximum fibre stress which remains at the yield stress value f_y, but the yield will spread into fibres for a depth e called the depth of penetration. (Figure 1(c)).

Stage 4. If the bending moment is further increased, a stage will be reached when the yield will spread into all the fibres resulting in a stress diagram shown in figure 1(d).

The beam section in this stage has reached its maximum resisting capacity. Any further increase in the bending moment cannot be resisted by the section and an instability is reached as would happen if a hinge was provided at the section. We say that a plastic hinge has formed at the section.

At this stage area of the compression or tension zone of the section equals A/2, where A is the cross sectional area of the beam.

Total compression on the section = Total tension on the section = f_y.A/2

This means, the neutral axis at this stage is called the plastic moment of resistance (or plastic moment) denoted by M_p and is given by

M_p          = Moment of total compression about the plastic neutral axis + Moment of total tension about the plastic neutral axis.

= f_y.A/2 x Distance of the centroid of the compression zone from the plastic neutral axis +   

   f_y.A/2 x Distance of the centroid of the tension zone from the plastic neutral axis.

= f_y.[Sum of the moments of the compression and tension zones about the plastic neutral  

   axis]

= f_y.Z_p

Where Z_p = Sum of the moments of the compression and tension zones about the plastic neutral axis and is called the plastic modulus.

Thus when a beam section develops a plastic hinge,

Plastic moment of resistance = M_p = f_y.Z_p

We know, the ratio of the moment of inertia of the beam section about the elastic i.e., the centroidal neutral axis to the distance of the most distant edge of the section is the section modulus Z of the beam section.

The ratio of the plastic modulus Z_p to the section modulus Z is called the shape factor or form factor denoted by K_s of the section. This is a measure of the reserve strength the section possesses after the initial yielding.

If M_y = Moment of resistance of the section when the most extreme fibre of the section reaches the yield stress f_y,

M_y = f_y.Z

QUARRYING AND BLASTING OF ROCKS

The process of taking out stones from natural rock beds is known as the quarrying. The term quarry is used to indicate the exposed surface of natural rocks. The stones, thus obtained are thus used for various engineering purposes.

Quarrying by blasting: In this method, the explosives are used to convert rocks into small pieces of stones. This method is adopted for quarrying hard stones, having no fissures or cracks. The stones obtained by blasting are usually of small size and they are used as ballast in railways, aggregates for concrete, etc.

Tools for Blasting:

Following tools are required in the process of blasting:

1. Dipper: This is shown is figure and it is used to drill a hole to the required depth.
2. Jumper: This is shown in figure and it is used to make blast holes. It is more effective in boring a nearly vertical hole.
3. Priming needle: This is shown in figure and it is used to maintain the hole when tamping is being done. It is in the form of a thin copper rod pointed at one end and provided with a loop at the other end for handling. After filling the hole with explosives, the hole is filled with tamped earth and this needle is kept at the centre so that its removal or withdrawal will develop a passage for the insertion of fuse to cause explosion. 
4. Scraping spoon: This is shown in figure and it is used to scrap or remove dust of crushed stone from blast holes. It is in the form of an iron rod with a circular plate attached to one end and provided with a loop at the other end so as to facilitate its handling.
5. Tamping bar: This is shown in figure and is used to tamp or ram the material while filling blast holes. It is in the form of a heavy brass rod of 10 mm to 15 mm in diameter and it tapers a little at the end.

Figure 1. Tools for Blasting

 Process of blasting:

1. The blast holes of required depth and diameters are made with the help of dippers and jumpers. A small quantity of water is added at intervals to make the rock soft and to convert dust into paste. Such paste is easily removed by scraping spoons.
2. The blast holes are cleaned and dried by rotating a small iron rod with a piece of dry cloth tied at its end.
3. The charge of gunpowder or dynamite is placed at the bottom of the hole. A priming needle is placed in position. It is to be coated with grease so as to make its withdrawal easy.
4. The remaining portion of the blast hole is filled in layers with dry sandy clay, moorum and ant hill earth. Each layer is to be rammed or tamped hard. The ramming is done by a tamping bar.
5. When the tamping operation is finished, the priming needle is taken out slowly by frequent turning leaving a narrow hole and it is filled with gunpowder or dynamite.
6. A fuse is inserted in the hole and it is kept projecting outside the hole to a length of about 600 mm to 900 mm. Thus a link is formed between the fuse at the top and charge of explosive at the bottom.
7. The free end of the fuse is fired and the explosion takes place and the rock is disintegrated into small blocks.

Line of least resistance: The rocks contain fissures, cracks, faults or bedding plane. When explosion occurs, gases are formed. If blast hole is tamped sufficiently hard, it will not be possible for the gases to come out through the blast hole. In such a case, the gases will follow the line of path which offers the least resistance. Such a line is known as line of least resistance or LLR. In practice, LLR is taken as the shortest distance between the centre of the blast hole and the nearest rock surface.

Precautions in blasting:

Following precautions are to be taken in the process of blasting to avoid the occurrence of serious accidents:

1. Failure of explosion: Sometimes a charge fails to explode due to any reason. In such a case, a fresh blast hole is made near the hole that has failed and the process of blasting is repeated. The fresh blast hole should not be too near the failed hole. In many cases, the explosion of fresh blast hole will also explode the charge of failed blast hole and in such a case, it may result into serious accidents.
2. Needle and tamper: These should be made of copper or bronze and not of steel. A spark is formed when steel strikes the rock. Hence, if they are of steel premature explosion will take place and it may result into serious accidents.
3. Notice of blasting: Nobody should be allowed to enter the area where blasting is being done. The notices and visible signs as red flags should be placed at suitable places along the periphery of such area. 
4. Retreat to a distance: The fuse adopted should be such that a worker can retreat to a safe distance after firing it. For larger work, the whistles or sirens may be used to warn the workers to go to a safe place before explosion takes place.
5. Seepage of water: If water is entering the blast hole, the charge of explosive should be placed in thin iron plate.
6. Skilled supervision: The work of blasting should be entertained only to the trained and experienced persons. 
7. Storing: The explosives should be stored very carefully. They should be placed in specially constructed buildings known as magazines or store houses.

PILE LOAD TEST

The most reliable method for determining the load carrying capacity of a pile is the pile load test. The set-up generally consists of two anchor piles provided with an anchor girder or a reaction girder at their top (Figure 1). The test pile is installed between the anchor piles in the manner in which the foundation piles are to be installed. The test pile should be at least 3B or 2.5 m clear from the anchor piles.

Figure 1. Pile Load Test

The load is applied through a hydraulic jack resting on the reaction girder. The measurements of pile movement are taken with respect to a fixed reference mark. The test is conducted after a rest period of 3 days after the installation in sandy soils and a period of one month in silts and soft clays. The load is applied in equal increment of about 20% of the allowable load. Settlements should be recorded with three dial gauges. Each stage of the loading is maintained till the rate of movement of the pile top is not more than 0.1 mm per hour in sandy soils and 0.02 mm per hour in case of clayey soils or a maximum of 2 hours (IS: 2911-1979). Under each load increment, settlements are observed at 0.5, 1, 2, 4, 8 12, 16, 20, 60 minutes. The loading should be continued upto twice the safe load or the load at which the total settlements reaches a specified value. The load is removed in the same decrements at 1-hour interval and the final rebound is recorded 24 hours after the entire load has been removed.

Figure 2 shows a typical load-settlement curve (firm line) for loading as well as unloading obtained from a pile load test. For any given load, the net pile settlement (S_n) is given by

S_n = S_t – S_e

Where S_t = total settlement (gross settlement); S_e = elastic settlement (rebound)

Figure 2 also shows the net settlement (chain dotted line).

Figure 2. Load Settlement Curve

Figure 3 shows two load-net settlement curves obtained from pile load tests on two different soils. At the ultimate load (Q_u), the load-net settlement curve becomes either linear as curve (2) or there is a sharp break as in the curve (1), as shown in the figure. The safe load is usually taken as one-half of the ultimate load.

According to IS: 2911, the safe load is taken as one-half of the load at which the total settlement is equal to 10 percent of the pile diameter (7.5 percent in case of under-reamed piles) or two-thirds of the final load at which the load settlement is 12 mm, whichever is less. According to another criterion, the safe load is taken as one-half to two-thirds of the load which gives a net settlement of 6 mm.

The limiting settlement criteria are also sometimes specified. Under the load twice the safe load, the net settlement should not be more than 20 mm or the gross settlement should not be more than 25 mm. 

CAVITY WALLS AND ITS CONSTRUCTION

A cavity wall or hollow wall is the one which consists of two separate walls, called leaves or skins, with a cavity or gap in between. The two leaves of a cavity wall may be of equal thickness if it is a non-load bearing wall, or the internal leaf may be thicker than the external leaf, to meet the structural requirements. The two portions of the wall may be connected together by metal pins or bonding bricks at suitable interval.  It also prevents the dampness to enter and acts as sound insulation. Thus they are normally the outer walls of the building. The size of cavity varies from 4 to 10 cm. The inner and outer skins should not be less than 10 cm each (half brick). 

Figure 1. Cavity wall

Advantages

Cavity walls have the following advantages over other walls:

1. There is no direct contact between the inner and outer leaves of the wall (except at the wall ties). Hence, the external moisture (dampness) cannot travel inside the building.
2. The cavity between the two leaves is full of air which is bad conductor of heat. Hence, transmission of heat from external face to the inside the room is very much reduced. Cavity walls have about 25% greater insulating value than the solid walls.
3. Cavity walls also offer good insulation against sound.
4. The nuisance of efflorescence is also very much reduced.
5. They are cheaper and economical.
6. Loads on foundations are reduced because of lesser solid thickness.

Construction

Generally, the cavity wall is set centrally over the concrete base, without any footings. According to I.S. recommendations, the lower portion of the cavity may be filled with lean concrete upto few centimeters above the existing ground level. The top of the filling should be sloped (Figure 2) with weep holes at 1 m intervals along the outer leaf of the wall. The inner leaf may be of common bricks and the outer leaf with any designed kind of facing bricks or it may also be common bricks finished with rendering. The two leaves should be tie together with wall ties.

Figure 2. Position of cavity at foundation level

Bonds for cavity wall construction should consists of stretcher bond for half brick leaves and any ordinary bond, such as English bond or Flemish bond for leaves which are one brick or more in thickness. Where solid walls are joining cavity walls, bonding of former into the latter should conform to the principle shown in figure 3. Stretchers in the solid wall should extend half brick into the inner leaf of the cavity wall and closers as shall be used for good bonding.

Figure 3. Junction between Solid Wall and Cavity Wall

Bricks should be lad very carefully to leave the cavity free from mortar droppings. Two leaves of the wall should be raised simultaneously and uniformly. The position of wall ties should be predetermined so as to have uniform spacing preferably in centres. The cavity should be made free from rubbish and mortar droppings by means of a timber batten 25 mm thick and width about 12 mm less than the cavity, resting over the ties. The battens may be lifted by means of wires or rails attached to the battens, as shown in figure 4. The batten is supported on wall ties and the brick work is carried out on either side of the batten, to the height where next row of wall ties are to be provided. After this, the batten is lifted up, cleaned of mortar droppings and replaced over the next row of wall ties.

Figure 4. Cavity Wall Construction

ACOUSTICS OF STUDIOS

A studio is a big room or a hall where sound is picked up by a microphone, and is either recorded or broadcast. It includes radio-broadcasting station, television station and sound recording studio. The basic requirements of such a studio are: (i) perfect sound proofing, and (ii) variable reverberation time, due to variable pitch and frequency of sound produced there.

The following points are noteworthy for the acoustic design of a studio.

1. The studio walls should be of rigid construction so as to completely insulate and exclude the external noise.

2. The studio should be rectangular in plan with ratio of height, breadth and length as 2:3:5. The ceiling should be flat.

3. The outer surfaces of wall should be reflective type, while the interior surfaces of walls, ceilings, floors, etc. should be of absorbent materials.

4. The noise level in the studio should be brought down to 20 to 30 dB.

5. Provision of windows should be minimum, to prevent transfer of noise from outside.

6. Air-conditioning machinery etc. should be completely isolated, and their noise should be completely insulated.

7. If there are more than one studios in a building; they should preferably be on the same floor. In no case should two studios be located one above the other; there should be a gap of atleast one floor.

8. The acoustic design of the studio should be such that echoes and near echoes are completely eliminated.

9. Heavy curtains and draperies should be used with advantage to control or regulate the time of reverberation.

10. Variable reverberation time can be obtained by providing hinged panels or shutters, with one surface of rotatable panel of absorptive material and the other of reflective material (Figure 1). Panels with hinge at the centre may also be used, having two different adsorbent materials on both the faces.

Figure 1. Hinged Panel

11. Reverberation time can also be varied by providing rotating cylinders in the ceiling of the studio. Each cylinder or drum (Figure 2) has three sectors, provided with three different absorptive materials. The cylinder can be rotated by rack and pinion arrangement, thus getting the required units of absorption for the desired reverberation time.

Figure 2. Rotable Cylinders

SOIL NAILING

Soil Nailing is a construction technique used to reinforce soil to make it more stable. Soil nailing is used for slopes, excavations, retaining walls etc. to make it more stable. In this technique, soil is reinforced with slender elements such as reinforcing bars which are called as nails. These reinforcing bars are installed into pre-drilled holes and then grouted. Soil nailing is used to stabilize the slopes or excavations where required slopes for excavation cannot be provided due to space constraints and construction of retaining wall is not feasible. It is just an alternate to retaining wall structures. As the excavation proceeds, shotcreting or other grouting materials are applied on the excavation face to grout the reinforcing steel or nails. These provide stability to the steep soil slope. Soil nailing technique is used for slopes or excavations alongside highways, railway lines etc.

Principle theory of Soil Nailing:

According to Abramson (2002), the soil mass behind the soil slope is divided into an active zone and a passive zone which are separated by a shear face called slip surface. The stabilizing manner depends on the soil frictional force between the soil nail surface and soil which is generated by the surrounding soil mass in passive zone. The soil nail must penetrate beyond the slip surface into the passive zone.

Applications of Soil Nailing:

Soil Nailing has been used for both temporary and permanent works. The main applications of soil nailing are summarized as under: 

1. It can also be used for natural hillsides stabilization and disturbed terrain. 
2. Roadway cut excavations. 
3. It can be used to stabilize the man made soil cut slopes. 
4. Road widening under an existing bridge end. 
5. Repair and reconstruction of existing retaining structures. 
6. Providing an earth retention system for deep excavations. 
7. Supporting and strengthening ground around tunnel excavations.

Advantages of Soil Nailing: 

1. Soil Nailing results in saving in cost when compared to other methods/ cost effective technique. The equipments required for execution of soil nailing are relatively small scale, easily movable and produce little noise/ simple and equipments. 
2. Soil nail installation is relatively rapid and uses typically less construction materials. 
3. The maximum lateral displacement of the soil nailed cut at the time of excavation was generally not more than 0.3 % of excavation depth. 
4. Soil Nailing provides an obstruction free working environment. The technique also requires lesser working space for the construction of soil nail wall. 
5. Soil Nailing performs well even in seismically active regions/ suitability during earthquakes. 
6. Soil nail walls are relatively flexible and can accommodate relatively large total and differential settlements.
7. Shotcrete facing is typically less costly than the structural facing required for other wall systems.

Limitations of Soil Nailing:

1. Unsuitable soil: Cohesionless soil slopes are not suitable for soil nails for increasing slope stability. This is because during the drilling of the hole, the un-grouted hole may collapse. Usually, casing drilling may be applied during the drilling process. 
2. Groundwater: Soil nailing has to occur above groundwater level. When soil nail holes are drilled, the drilled hole may collapse because hole surfacing soil is saturated or is filled with water. Therefore, a drilled hole cannot support itself and in result the hole will collapse. Furthermore, when the soil nails are being grouted, groundwater inside the drilled hole may affect the water/cement ratio of the cement grout. This may affect the grout quality and reduce the cement grout strain capabilities. 
3. Utilities: Soil nails are drilled inside the slope. Behind of slope may contain utilities such as buried water pipes, underground cables and drainage systems. There are some limitations that state that soil nails must have a safe distance between soil nails and these utilities. Therefore, a soil nail must change its inclination or length or spacing to achieve this distance.
4. Vibration sensitive structure: During the drilling procedure, vibration may occur and cannot be avoided. Some building structures are vibration sensitive such as Historical Buildings. Therefore, soil nailing is not the suitable method for slope improvement in these cases. 
5. Rock base slope: Some cut slope contain only few meters of top soil. During site investigation the deep layer soil type or a large boulder may be undetected (which would be possible with ground investigation, indicating it’s importance). When drilling the soil nail holes and the rock layer is reached, dust and stone powder may affect the environment and public health.

PLATE LOAD TEST

This is a field test for determining the ultimate bearing capacity of soil. The test consists of loading a steel plate placed at the foundation level and recording the settlements corresponding to each load increment. This test load is gradually increased till the plate starts to sink at a rapid rate. The total value of load on the plate in such a stage divided by the area of the steel plate gives the value of the ultimate bearing capacity of soil. The ultimate bearing capacity is divided by suitable factor of safety (which varies from 2 to 3) gives the value of safe bearing capacity of soil.

Figure 1. Vertical Section of Plate Load Test

Procedure of plate load test as follows: 

1. A pit is dug at site up to the depth at which the foundation is proposed to be laid. The width of the pit should be at least 5 times the width of the test plate. At the centre of the pit a small square depression or hole is made whose size is equal to the size of the test plate and bottom level of which corresponds to the level of actual foundation. The mild steel plate (also known as bearing plate) used in the test should not be less than 25 mm in thickness and its size may vary from 300 to 750 mm.

2. The load is applied to the test plate through a centrally placed column. The loading to the test plate is applied with the help of a hydraulic jack. The reaction of the hydraulic jack is borne either by the gravity loading platform or by the reaction truss method. Figure 1 shows gravity loading platform. In gravity loading method, a platform constructed over a vertical column resting on the platform. The loading is done with the help of sand bags, stones or concrete blocks. In the case of reaction truss method, the truss is usually made of mild steel sections, is held to the ground through soil anchors. The lateral stability of truss is achieved by the guy ropes.

3. The load is applied in convenient increments say of about one-fifth of the expected safe bearing capacity or one-tenth of the ultimate bearing capacity.

The settlement of plate is noted by means of dial gauges mounted on independent datum bar. The load is directly recorded from the pressure gauge of the hydraulic jacks. The observations are properly recorded and load settlement graph is plotted as shown in the figure 2. At the points where graph sharply takes turn is noted. The point gives the ultimate load intensity (bearing capacity).

Figure 2. Typical load settlement curve for different soils

The bearing capacity and the safe bearing capacity of the soil are calculated as:

Following are the limitations of the plate load test:

1. The test duration is short and hence does not give the ultimate settlement particularly in case of cohesive soils.

2. The test results reflect the character of soil located within the depth less than twice the width of bearing plate. It corresponds of a pressure bulb of one-tenth of the loading intensity at the test plate. The foundations of structures are generally larger and hence the settlement and resistance against the shear failure will depend on the properties of a much thicker stratum of the soil. 

3. For clayey soils, the ultimate pressure for a large foundation is nearly the same as that on the test plate. But for dense sandy soils, the bearing capacity increases with the size of the foundation and hence the results obtained on the small size bearing plates are found to give conservative values.

HYDRATION OF CEMENT

On adding water to cement, the silicates and aluminates present in the cement start a chemical reaction and form a spongy gel. The chemical reaction that takes place between cement and water is referred to as hydration of cement. During this process, a large quantity of heat is evolved. The quantity of heat in calories, liberated on complete hydration of cement is called heat of hydration. The different cement compounds hydrate at different rates and liberate different quantities of heat. The quantity of heat liberated depends upon the amount of different constituents in the cement. There are two ways in which the compounds present in the cement may react with water. In the first case, on addition of water, cement compounds dissolve to produce a super saturated solution from which different hydrated products are precipitated. In the second type of reaction the water is hydrolyzed i.e. the water attracts the cement compounds in the solid state converting the compounds into hydrated products.

HYDRATION PRODUCTS

The following are the important products of hydration of cement:

1. Calcium Silicate Hydrate (C-S-H)
2. Calcium Aluminate Hydrates
3. Calcium Hydroxide [Ca(OH)₂]

Calcium Silicate Hydrate (C-S-H): The main products of hydration of C₃S and C₂S with water are calcium silicate hydrate (C-S-H) gel and calcium hydroxide, Ca(OH)₂. Calcium silicate hydrates are the most important products of hydration of cement. It makes up 50 to 60 % of the volume of solids in a completely hydrated cement paste.

C₃S gives a faster rate of reaction accompanied by greater heat evolution which contributes to the early strength of cement. A cement having higher quantity of C₃S content is better for cold weather concreting. Making the approximate assumption that both C₃S and C₂S produce C₃S₂H₃ as the final product of hydration, their equations of hydration can be written as follows:

(i)         For C₃S

2C₃S             +             6H                                 C₃S₂H₃              +                3Ca(OH)₂

(100)                            (24)                                   (75)                                         (49)

(ii)        For C₂S

2C₂S             +             4H                                 C₃S₂H₃              +                3Ca(OH)₂

(100)                            (21)                                   (99)                                         (22)

Figure 1. Development of strength of pure compounds

It can be seen that C₃S produces comparatively lesser quantity of calcium silicate hydrate and more quantity of Ca(OH)₂, than that formed in the hydration of C₂S. Ca(OH)₂ is not a desirable product in the concrete mass, as it is soluble in water and gets leached out making the concrete porous, particularly in hydraulic structures. Under such conditions it is desirable to use cement with higher percentage of C₂S content. C₂S rather hydrates and hardens slowly. It is responsible for the later strength of concrete. It provides less heat of hydration and greater resistance to chemical attack. Figure 1 shows the development of strength of pure compounds. It is found that the ultimate strength for both C₃S and C₂S are nearly the same. Thus, a higher percentage of C₃S results in rapid hardening, higher heat of hydration and an early gain in strength. On the other hand, a higher percentage of C₂S results in slow hardening, less heat of hydration and greater resistance to chemical attack.

Calcium Aluminate Hydrate: The hydration of C₃A leads to the formation of a calcium aluminate system CaO-Al₂O₃-H₂O_. The amount of C₃A in most cement is comparatively small, but its behaviour is very important. The reaction of C₃A with water is very violent and leads to immediate stiffening of paste. The immediate stiffening of paste is called flash-set. To prevent flash-set, 2 to 3% of gypsum is added at the time of clinker grinding. The hydrated C₃A do not contribute to the strength of concrete. As it hydrates very fast, it may contribute a little to the early strength of concrete. On the other hand, their presence is harmful to the durability of concrete particularly where the concrete is likely to be attacked by sulphates. On hydration, C₄AF is believed to form a system of the form CaO-Fe₂O₃-H₂O. This hydrated product also does not contribute anything to the strength. It acts as a flux and accelerates the rate of reaction in the kiln. The hydrates of C₄AF show a comparatively higher resistance to the attack of sulphates than the hydrates of C₃A as shown in figure 2.

Figure 2. Rate of hydration of pure compounds

Calcium Hydroxide: Calcium hydroxide, Ca(OH)₂ is produced during the hydration of C₃S and C₂S. It constitutes about 20 to 25% of the volume of solids in the hydrated phase. The presence of Ca(OH)₂ makes the concrete porous, weak and undurable. Ca(OH)₂ also reacts with sulphates present in water or soil to form calcium sulphate which further reacts with C₃A and causes deterioration of concrete. This is known as sulphate attack.

The effect of Ca(OH)₂ can be reduced by converting it into cementitious product by the use of bending materials like fly ash, silica fume and other such pozzolanic materials.

The only advantage is that Ca(OH)₂ being alkaline in nature maintain pH value around 13 in concrete which resists the corrosion of reinforcements.