Application of vibrations is the most effective method of compacting cohesionless soils. Best results are obtained when the frequency of vibrationsis close tothe natural frequency of the soil.
The vibrating equipment can be the dropping weight or the pulsating hydraulic type. In order of effectiveness, watering is the next method that can be used for compacting cohesionless deposits. However, large quantities of water are required in this method. Rolling is the least effective method of compacting cohesicnless soil deposit. Existing loose sand deposits, if subjected to vibrations, also get densified and exhibit less settlement. It is always desirable to compact such deposits by vibroflotation before placing stractures an them, Pile driving.
Compaction of Moderately Cohesive Solls When compacting moderately cohesive soils, best results are obtained when the soils are compacted in layers. These soils are compacted by rollers. Depending upon the plasticity of the soil, pneumatic tyred rollers or sheepsfoot rollers can be used. In the case of silts of low plasticity, pncumatic tyred rollers are preferred.
A common form of pneumatic tyred roller consists of a box or platform mounted between two axles, The rear axle has one whee! The wheel mounted on the front axle is arranged to track in between those mounted on the rear axle, The pneumatic or rubber tyred roller has about 80 per cent coverage, i. The tyre pressures in small rollers are of the order of kPa whercas in heavier rollers. The soils are usually compacted in about mm thick layers with 8 10 10 passes of the raller, Sheepsfoot rollers are more suitable for plastic soils of moderate plasticity.
This type of roller has many round or rectangular shaped projections or feet attached to a steel drum. There is approxi- mately one foot for about 50 to sq em of the surface area of the drum of the ralter. The feet project by about to mm from the drum surface. The weight of the drum can be varied by filling it partly or fully with water or sand. As the coverage is about 8 to 12 per cent, very high contact pressures, ranging from 1, to 7, kPa, depending upon the drum size and whether the drum is partly or fully filled, are possible.
The sheepsfoot roller starts compacting the soil below the bottom of the foot and works its way up the layer as the passes increase in number. Sheepsfoot rollers are usually towed in tandem by crawler-tractors or are self-propelled, Sheepsfoot rollers induce shear strains in a plastic soil more than any other type of roller, Compaction of Clays When excavated from the borrow pits, clay comes out in the form of chunks. In case these are required for small scale work.
However, for large scale work, it is not economically feasible to get these lumps broken. Further, once the clay has been excavated. All that can be achieved is a reduction in the space between adjacent chunks. This is satisfactorily achieved by sheepsfoot rollers. Suitability of Compaction Equipment Table 5. Compaction wa libration Penetration resistance in proctor needie Fig.
As a number of tests can be conducted by nuclear methods, a better statistical control of the fills is provided. However, the disadvantage of the nuclear method is the relatively high initial cost of the testing equipment and the potential danger to the field personnel from radiation, EXAMPLES Example 5.
IS heavy compaction test uses 4. Example 5. The rammer used for compaction has the foot of area 0. The energy developed per drop of the rammer is 40 kg m.
Soil Compaction Solution: In the Indian Standard light compaction test, a cylindrical mould of volume 1, ce is used, The wet unit weight can be obtained by dividing the weight of wet sample by the volume of the mould.
As the water content is known, the dry unit weight can be found by the equation. Hence ha Ye 6. The soil pores ean be visualised as an interconnected but intricate network of irregular tubes.
Under equilibrium condition, water level in these tubes rises to the same clevation. This level can be casily determined by inserting a stand-pipe at the point in question and observing the height upto which the water rises in the stand pipe [A in Fig.
Thus the pore water pressure, like the total stress, is also a measurable parameter, A standpipe or a piezometer is used to measure the pore water pressure. Conibining Eqs. The tetfm hy Yy occurs in both Eqs. It is only necessary to make ratio the same for all the fields.
Many of the fields in a flow net are, in fact, far from resembling real squares, but they stil! It is quite clear that no two flow lines can ever meet.
If they did, it would imply that the water flowing in the flow path between them has disappeared, which is a physical impossibility. The equipotential lines cannot meet either, because this would mean that where they meet, there are two potentials in the pore water, which again is an absurdity. From Eq, 7. The graphical solution of the Laplace's equation, namely the flow net, enables us to determine ny and ry and, thus, the shape factor, which is a function only of the boundary conditions that govern a given flow problem.
The flow net would not change, for example. In each ease, the quantity of seepage would surely be different. Even if the upstream and downstream water levels were to be reversed, the flow net would be the same but the direction of flow would be reversed. It is only when the geometry of the flow space boundary conditions is altered that the flaw net would be different and would yield a ferent — ratio, For a given set of boundary ne conditions, the flow net would be unique.
Uplift pressure Another important use of the flow nets is in calculating uplift pressures under masonry dams. From the flaw net, one can determine the pressure head at any point at the base of the dam, Uplift pressure at any given point is the pore water pressure acting vertically upward due to the residual pressure head at that point. The diagram of distribution of uplift pressure along the base of the dam can be drawn and the total uplift force then calculated by working out the area of the uplift pressure distribution diagram.
Uplift force isan important consideration in the stability of a masonry dam. The total uplift force acts opposite the force of gravity due to the weight of the dam and hence reduces the stability of the hydraulic structure, Uplift pressure computation is illustrated in Example 7.
Uplift pressures along the base of masonry dams can be effectively reduced by providing vertical cut off walls at the upstream end of the base of the dam. Piping may work its way backwards along the base of the dam or along a bedding plane in the soil strata where the resistance is minimum. If piping is not halted, it may result in a catastrophic collapse of the structure.
In fact, a factor of safetly of atleast 6 is recommended for safety against piping. Exit gradient can be reduced to a considerable extent by providing vertical cut off walls at the downstream end of the base of the dam. The calculation of the factor of safety with respect to piping by heave is illustrated in Ex. The factor of safety can be increased by placing a graded filter over the soil prism which is affected. To determine the pressure head 2 point, say A, we select an equipotential line on the flow net passing through that point.
This method is discussed in detail and the other methods are discussed only briefly. It is therefore, not of much practical significance The electrical analogy method is quite extensively used.
The electrical analogy method is based on the fact that the Darcy's law, which govems the flow of water through soils, is analogous to the Ohm's law governing the flow of electricity in a conducting medium.
In the analogy, the current being proportional o the voltage drop is similar to seepage being proportional to head dissipated. Thus, if an clectrical model is constructed such that its boundary conditions are similar to the boundary conditions governing seepage.. The boundary equipotentials are created by using copper strips and for the boundary flow lines, non-conducting strips of ebonite or perspex.
To determine the potential distribution in the electrolyte, the potentiometer connected to a probe through a null indicator system, When the probing-poi the water tray and the contact-point in the potentiometer are at the same potential, balance is obtained and indicated as such in the null indictator. Using this technique, points corresponding to a certain constant potential can be located by the probe, thus tracing an equipotential line.
Several equipotential lines of the flow net may, thus, be traced and the flow net completed by drawing flaw lines to conform to the specific boundary conditions. Alternatively, direct determination of flow lines can be made by interchanging the copper strips and the insulating strips. The equipotentials obtained in this manner are the flow lines for the original boundary conditions. The electrical analogy method has the disadvantage that the top flow line in an unconfined flow condition can only be located by trial.
Capittary flow between two closely spaced parallel glass plates is analogous to two-dimensional flow through soils, A model of the hydraulic structure such as an earth dam, is placed between two glass plates which connect two small tanks. The distance between the plates has to be constant so that the capillary space is of constant width. When the boundary conditions of the model are the same as those for the seepage problems, flow lines can be traced visually by introducing a dye at different points on the upstream face of the model.
Sand models constructed in water tanks also give a visual demonstration of flow, like the capillary flow models. The water tanks consist of perspex or glass Flumes closed at both ends and have the arrangement to maintain the required water levels at the upsteeam and downstream sides of the model. If necessary, different materials having ferent K values can be used in the model to simulate field conditions, Flow lines can be traced, as in the capillary analogy method, by injecting dye at different points on the upstream face.
Piezometers are sometimes inserted at various points in the model to measure pressure heads. The graphical methad is most extensively used. The procedure is discussed here in detail. For the two-dimensional steady flow problem, the flow section is firstdrawn toaconvenientscale, The first step before starting to sketch a flow net is to identify the boundary conditions. For the problem illustrated in Fig. Thus, AEC is a flow line. FG is a flow line, since water must flow along the impermeable surface and cannot penetrate the impermeable layer.
The pore pressure parameter B expresses the increase in pore pressure, in undrained loading, due to the increase in cell pressure which is a hydrostatic pressure.
B varies from 0 to 1 depending on the degree of saturation S. The relationship between S and B is not linear. Hence, while evaluating A from A. Parameter B can be determined in a UW test. For a completely Saturated sotl,. For a given soil, A depends upon the strain, anisotropy, sample disturbance and the over- consolidation ratio. Table Range of Ay Values for Various S Tipe of soil Ay Very loose, fine saturated sands Highly sensitive to quick clays Normally consolidated clays Lightly overconsolidated clays Heavily preconsolidated elays 0.
Construction of an earthembankment over a softelay deposit, is an example of such a problem. If the rate of construction of the embankment is such sthat pore water pressure in the foundation soil cannot dissipate, undrained loading condition will prevail.
The curve is a nonlinear one. Tangent modulus is the slope of the stress-strain curve, and varies from point to point.
The use of initial tangent modulus, which is. Since the shearing resistance builds up in directions towards the wall, the earth pressure gradually increases, If this force reaches a value which the backfill cannot withstand, failure again ensues and slip surfaces develop. The Pressure reaches a maximum value represented by point C Fig.
A small increase in stress at this stage will cause a continuous increase in the corresponding strain —a condition known as plastic flow.
Both the conditions find the soil mass in a state of incipient failure. If the soil mass is considered to be a semi-infinite, homogeneous, elastic and isotropic material, it is possible to evaluate the lateral pressure using the theory of elasticity, since there are no displacements at all. The lateral pressure distribution diagram described by Eq. The total pressure P, per unit length of a retaining wall of height H Fig.
Hence, the theoretical value may vary widely from the real value. Therefore, more reliance is placed on the values of K, obtained empirically on the basis of field measurements. Rankine's theory came later but is simpler. It will be discussed first. When plastic equilibrium conditions are realized in limited zones of soil, they are known as the local states of plastic equilibrium. The development of earth pressure against a retaining wall is a consequence of a portion of the backfill coming under plastic equilibrium condition.
Rankine considered a semi-infinite mass of soil bound by a horizonial surface and a vertical boundary formed by the vertical back of a smooth wall surface, as shown in Fig.
The soil mass is assumed to be homogeneous, dry and cohesionless. The theory has, however, been extended to include cohesive soils and submerged soils too.
The two sets of failure planes are shown in Fig. On the other hand, if the wall moves towards the backfill, there will be a uniform compression in the horizontal direction. This leads to an increase in the value of o, from its original value, while the value of o- remains constant.
The soil is then said to be:in the passive Rankine state and the corresponding lateral siress is called the passive earth pressure, p,. Ttean be seen from Fig. The backfill soil is isotropic, homogeneous and is cohesionless. The soil is in a state of plastic equilibrium during active and passive earth pressure conditions. The rupture surface is a planar surface which is obtained by considering the plastic equilibrium of the soil 4. The backfill surface is horizontal. The back of the wall is smooth.
However, some significant departures from the above assumptions can be treated by modifying Rankine's theory suitably. The back of the retaining wall is assumed to be smooth. The force per unit length of the wall due to the active pressure distribution is the total active thrust P,, and is given by the area of the active pressure distribution diagram and acts through the centre of the arca.
Hence, Peek karin dey it It is assumed that the vertical stress and the lateral pressure acting on the soil element are conjugate stresses; that is, the direction of one is parallel to the plane on which the other acts, The lateral earth pressure on 1 vertical plane is thus assumed to act parallel to the backfill surface Fig. A vertical line is drawn through the base of the wall to intersect the backfill surface at B.
The total active thrust across the vertical plane AB is calculated and is shown in Fig, The height of the vertical plane AB is used in the calculation of Py.
The weight of soil included in the triangle ABCis shown fas W. However, the theory has subsequently been extended by Bell to cover the case of backfills possessing both cohesion and friction.
Earth Pressures and Retaining Walls aon This, however, is only a theoretical concept. The failure conditions in a cut differ from those in a retaining wall and the actual unsupported depth of a cut is likely to be'smaller than what is given by Eq, Passive Earth Pressure Passive earth pressure may be mobilized in most cases, to a partial extent only when the soil mass is compressed—as for example, the soil in frontof the toc of a retaining wall whichis being pushed by the backfill, or the soil in front of a bulkhead.
Ifauniform surcharge load g is applied over the surface, the passive earth pressure is increased by Kpg at every depth. Substituting these in Eq, A minimum lateral strain is needed to produce an active or a passive state of plastic equilibrium ina soil.
The rest of the backfill is stil in elastic equilibrium. Here again, the minimum deformation condition required to develop the passive Rankine state, will have to be satisfied. Fig, During this process of backfilling, a certain amount of wall-deformation away from the backfill will have taken place. Since the minimum deformation required to produce the active state is quite small, a retaining wall is designed to resist only the active thrust, Retaining walls, when not attached to any adjacent structure, can yield to a considerable degree without structural impairment.
Hence, their design on the basis of active earth pressure is quite rational, In soft cohesive soils, however, though the amount of yield required to produce active thrust is not very large, the pressures on the wall would continously increase because of plastic flow in such soils uniess the wall is also permitted to yield continuously.
If such a wall can withstand large movements, it may still be designed on the basis of active pressure. It ean be seen that these values are quite small and are often realised in structures like retaining walls, bridge abutments and wing walls which are usually designed for active earth pressure.
No frictional forces are assumed to exist between the soil and the wall and therefore the lateral pressure is taken to act parallel to the surface of the backfill. In practice, however, with the movement of the wall, considerable friction may develop between the soil and the wall and as a consequence, the earth pressure is inclined at a certain angle to the normal to the wall. Rankine's assumption of the smooth wall surface results in an overestimation of active earth pressure and an underestimation of passive earth pressure.
The degree of error increases with the magnitude of wall friction. The error in both cases is, however, on the safe side. It assumes that the condition of plastic failure is fulfilled at every point of the soil. Coulomb's theory of earth pressure involves the consideration of a sliding wedge which tends to break away from the rest of the backfill upon wall movement.
When the wall moves outward, the sliding wedge moves downwards and outwards; the sliding wedge moves upwards and inwards when the wall is pushed toward the backfill. Coulomb's theory takes into account the friction berween the wall and the soil by introducing the angle of friction, 5 between the soil and the wall material.
Also, due to wall friction, the shape of the failure surface which forms one of the boundaries of the sliding wedge is actually curved near the bottom of the wall in both the active and passive cases Fig. But Coulomb assumed a plane surface of failure in onder to simplify the analysis. The theee forces—weight of the sliding wedge, soil reaction and the earth pressure-acting on the sliding wedge, do not meet at a common point when the sliding surface is assumed, as in Coulomb's theory, to be planar.
Regardless of this, and the other assumptions that are made, Coulomb's theory is quite effective in practice, since the accuracy of the soil constants used in the formulas plays a proportionately more important role. Coulomb's theory can be adapted to determine the active earth pressure for a backfill possessing both cohesion and friction. By the method of trials, the slip plane which produces the maximum value of P can be determined. This value of P is the active earth pressure. The equation is bos see 8 cos 9 - 8 a It may also depend on the amount and direction of wall movernent.
Enginecring judgement must be used to select realistic values of wall friction. Lines are drawn through D. Dz etc. ABC ctc. Points E; Ep cic. This curve is called the Culmann curve, To obtain the maximum value of P, which is the active earth pressure, a tangent parallel to AF is drawn to the Culmann curve. DE represents the active earth pressure to the scale which was adopted to represent the weights of trial wedges. The critical slip plane is AEC. Point of Application of Earth Pressure For a horizontal or a planar backfill surface carring no surcharge, the point of application of P, is at a heightof 3 from the base of the wall, where H is the height of the retaining wall.
The point of application of the pressure is not given directly by the Coulomb theory for any other geometry of the backfill surface, but can be determined if the pressure distribution is known. The pressure distribution is worked out by determining the thrust over several depths by assuming that every point on the back of the wall represents. Let the earth pressure at a point on the back of the wall at a depth z, as determined by Culmann procedure be p,. Hence, dps Pa This mode is rather inconvenient to use.
In actual practice, a simple but approximate method is used to locate the point of application. The centre of gravity O of the critical wedge ABC is dete:. Effect of Concentrated Line Load The effect of a concentrated surcharge load aeting along a line parallel to the crest of the wall, such as the one due to a railway line width neglected or a wall of a building, etc.
The Culmann curve now consists of two parts. The method affords a basis for deriving the expression for Coulomb's active earth pressure coefficient. However, the construction is not as versatile as the Culmann procedure and is not discussed here. This is an error on the unsafe side. Figure The failure surface is taken as a circular arc AC of radius r and centre O, together with astraight line CE, whichis a tangent to the circular arc. If the wall movement is such that the passive resistance is fully mobilised, the soil within the triangle BCE would be in the Rankine passive state and the angles, CBO and CED would be equal to a wo Fig.
Since it is not possible to predict which of the apparently identical struts will experience the greatest load, it appears safe to design a strut at each level for the maximum load indicated by any of the pressure diagrams.
Hence, for proportioning struts, it is appropriate touse a pressure envelope that encloses all the apparent pressure diagrams obtained from observations. Such an envelope, called the apparent pressure envelope, which is a fictitious onc, is used for estimating the maximum strut loads in a bracing system, The strut loads can be worked out by the tributary area method described earlier. The load resulting from pressure distribution over the tributary area for that strut, would be the design load for that strut.
In a second procedure known as the equivalent beams method, the entire depth is split into segments of simply supported beams and the reaction can then be determined by the conventional methods. In both these methods, the bottom of the cut is taken as a strut, The water table was lowered to a.
Thus, during construction, the cut was lacated above the water table, The apparent earth pressure diagrams for four different sets have been reported Terzaghi and Peck, Further, it has been reported that the apparent earth pressure diagrams for other sets also lie within the range of those for the four sets of struts. Though the sand at the site was fairly uniform, the various diagrams representing apparent earth pressure vary considerably from the statistical average.
However, the distance ng H of the centre of Pressure from the bottom of cut ranged from 0. Computations have been made to determine the value of Kg, the coefficient of active earth pressure Eq, These have been summarised in Table Itis, therefore, apparent that the strut load measurements cannot be use as 2 basis for establishing the superiority of the logarithmic spiral method over the simpler Rankine solution, Ifall the apparent earth pressure diagrams worked out for the three sites mentioned earlier are plotted on common axes, an envelope of all the pressure diagrams can be described by the maximum pressure of 0.
Thus, struts in braced cuts in moist or dense sand can be designed for loads determined from the apparent earth pressure diagram shown in Fig. This method is due to Peck, Hanson and Thornburn The method, thus. If the depth of a cut is more than 12 m, Fig. However, some observations have also been made on cuts in the UK and Japan.
In clay as well as in sands, failure by bending of wales or sheet piles is unusual. If the depth of the cut is 4. Substituting these values in Eg. A7m deep cut ina dense sand deposit has the top row of struts at 0. Subsequent rows of struts are at 1. The spacing of struts in the horizontal direction is 3 m. Compute the strut loads on the top and bottom row of struts. The sheet pile is driven to. Terzagh, K. The behaviour of the supporting ground must, therefore, affect the stability of the structure.
Hence, compared to structural members made out of these materials, a larger area or mass of soil is necessarily involved in carrying the same load. Hence, the properties of the supporting soil must be expected to affect vitally the choice of the type of structural foundation suitable for a structure, The various types of structural foundations can be broadly grouped into two categories, namely, a Shallow foundations b Deep foundations A shallow foundation transmits structural loads to the soil strata at a relatively small depth, As an approximate criterion, Terzaghi's definition thata shallow foundation is one whichis laid at a depth Dy not exceeding the width B of the foundation, is generally used Fig.
In deep foundations, the load is supported partly by frictional resistance around the foundation and the rest by bearing at the base of the foundation. Shallow foundations are constructed in open excavations and the disturbance of soil is minimal. The method of construction of deep foundations makes it impossible visually to inspect the construction, unlike the shallow foundations.
The disturbance of soil also extends to a larger zone all along the length of a deep foundation. For reasons of economy, shallow foundations are the first choice of a foundation engineer for a structure unless they are considered inadequate.
The various types of shallow foundations are: Strip footing or continuous footing with its length much greater than its width L. Shallow Foundations Raft or mat foundation which covers the entire area of a structure, transmitting the entire structural load or load from several columns [Fig.
Terzaghi equations are known to give very conservative results, but since they are simple to use and were the earliest to be proposed, they are still widely used. The recommendations of Hansen for N, and Ny, are identical to those of Meyerhof and are duc to Prandtl and Reissner V and H are the vertical and horizontal components of the inclined load. The average of the N values corrected according to the procedure outlined in Chapter 19 between the level of the base of the footing and a depth equal to 1.
The minimum of the average valves for different boreholes is used in the design. Determine the settlement of a foundation 3. Load test data— Load intensity, tha? Solution: The load-settlement curve is shown in Fig. From Eq. Pite Foundations E1. Om Soft clay sr, g1. Rock te EL. For really heavy loads, driven steel piles or caissons bearin of rock stratum will be suitable. Case I : Since rock is available at only 4.
But if basement floors are going to be useful, excavating the soil upto rock level and providin two basement floors with the base slab resting on rock, would be ideal. Pile drivers are used to provide the impact energy. Several types of pile drivers ar used. However, the most commonly used is the drop hammer, The hammer is lifted up and dropped, fallin - freely on the cap block and cushion mounted on the pile head.
These hammers are satisfactery for light work The main disadvantages are the slow rate of blows and the length of leads required during carly driving t obtain adequate fall to drive the pile. Steam hammers single o double acting are used for rapid driving and higher efficiency. In single actin hammers, steam or air pressure is used to lift the ram upto the required height. The ram then drops under gravit on the anvil which transmits energy to the pile through the cap block. Double acting steam hammers use steat to lift the ram and also aid gravity in providing the driving energy.
Steam hammers are more efficient « compared to drop hammers but the need for gas pressure, generator and hoses are the main disadvantages. Diesel hammers ulilising diesel-fuel explosions are also used for pile driving. These hammers are lighte have high mobility and low fuel consumption as compared to steam hammers. A vibratory driver consists of variable speed oscillator having two counter-rotating eccentric weights.
The eccentric weights during eac revolution provide two vertical impulses, one up and one down. The downward pulse acting with the weigl Of pile increases the downward force. Further, when the frequency of of the pile coincides with th natural frequency of the pile-coil system, resonance is achieved and the pile penetrates easily.
Vibratory drive have the advantage of lesser driving vibration, reduced noise as compared to impact drivers and increase speed of pile penetration. Qj may written in the form Qa, Ac However, some investigators believe that even piles in clay should be designed using effective stress approach.
For one thing, in piles in overconsofidated clays, the drained load capacity may be more critical than the undrained load capacity. Even otherwise, the excess pore water pressure due to pile loading develops in a limited area around the pile and ean dissipate rapidly through fissures in the soil or even through the conerete pile itself.
In this text, however, the total stress approach is used for clay soils. Different investigators have recommended different values of Ng, as shown in Fig. Tomlinson, however, recommends that the in situ value of itself may be taken. Thus, with known pile dimensions and soil properties, the ultimate toad capacity, Qn, can be determined from Eq.
However, several field observations indicate that these values increase only upto a limited depth, beyond which these values remain constant. This depth is called the critical depth of pile. This phenomenon is primarily attributed to the arching action in the granular soil. Its value may vary from about 15 D in loose to medium sands to 20 D in dense sands where D is the pile diameter or width.
It must be understood that the critical depth concept is net applicable to piles embedded inclay strata where arching effect is absent. The allowable pile load is also expressed in another form: However, acritical analysis of pile test data with Engineering News formula indicated that outof cases studied, in 96 per cent of the cases, the factor of safety ranged between 1. Equating the available energy with useful work done and losses, Eq.
The safe load is estimated by dividing the ultimate: driving resistance by a factor of safety of 2. The set should be taken corresponding to the maximum speed of the hammer. What happens when a nonplastic soil is submerged in water?
Does a sand soil experience shrinkage? Does a clay? J When two soils have the same plasticity index, the ene with a higher liquid limit has a greater ibility and a smaller rate of volume change.
Atshtinkage limit, the soil remains fully saturated v Liquidity index cannot have a negative value. What is meant by gravitational force and surface bonding force? Which is more important in soil engineering? How are silica sheet and alumina sheet formed? The book includes over fully solved examples, which are designed to illustrate the application of the principles of soil mechanics in practical situations.
Extensive use of SI units, side by side with other mixed units, makes it easy for the students as well as professionals who are less conversant with the SI units, gain familiarity with this system of international usage.
Inclusion of about short-answer questions and over objective questions in the Question Bank makes the book useful for engineering students as well as for those who are preparing for GATE, UPSC and other qualifying examinations.
Would you like to tell us about a lower price? If you are a seller for this product, would you like to suggest updates through seller support? Tell the Publisher! I'd like to read this book on Kindle Don't have a Kindle? No customer reviews. Share your thoughts with other customers. Post a Comment. Free PDF book Download. About this Book:. It provides a modern coverage of the engineering properties of soils and makes extensive reference to the Indian Standard Codes of Practice while discussing practices in Foundation Engineering.
Revised Second Edition. Basic and Applied Soil Mechanics is intended for use as an up-to-date text for the two-course sequence of Soil Mechanics and Foundation Engineering offered to undergraduate civil engineering students. It provides a modern coverage of the engineering properties of soils and makes extensive reference to the Indian Standard Codes of Practice while discussing practices in Foundation Engineering.
Some topics of special interest, like the Schmertmann procedure for extrapolation of field compressibility, determination of secondary compression, Lambe's stress—path concept, pressure meter testing and foundation practices on expansive soils including certain widespread myths, find a place in the text. The book includes over fully solved examples, which are designed to illustrate the application of the principles of soil mechanics in practical situations.
Extensive use of SI units, side by side with other mixed units, makes it easy for the students as well as professionals who are less conversant with the SI units, gain familiarity with this system of international usage.
Inclusion of about short-answer questions and over objective questions in the Question Bank makes the book useful for engineering students as well as for those who are preparing for GATE, UPSC and other qualifying examinations. In addition to serving the needs of the civil engineering students, the book will serve as a handy reference for the practising engineers as well. About the Author. Gopal Ranjan obtained his Ph. He joined the University of Roorkee in and became Professor in and Vice Chancellor in
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