Study On Use Of Pile Foundation Engineering Essay

Study On Use Of trade Foundation Engineering Essay business deals and clutch plungeations harbor been in use since prehistoric times. muddle is commonly depict as a columnar element of a building makeation. Its function is to transfer the commit from a superstructure to the pro anchor layer in the kingdom, or on to the rocks.The objective of this project is to identify mounts and its uses in the anatomical structure industry, based on its types and suitability. This report is based on the three of import types of haemorrhoid, which atomic number 18 large displacement chew, small displacement scads and replacement wads. radiation diagram 1. Pile ConstructionThis report as soundly contains research materials done by several authors drive published various journals on the aforementioned topic, and numerous applied science books on visual sense, pile engineering, discoloration types, etc hold been referred to assist this report. Many journals were consulted dur ing the blood line of work of this research. Topics like Efficiency of Pile groups ins tallished in cohensionless nation using artificial neural net full treatment, Experimental study on pile-end post-grouting haemorrhoid for super large bridgework pile initiations, etc were consulted. From these journals, it has been think an Artificial Intelligence application rear endister be make to predict the might of the pile. Based on the results, a pile punk can be created, or even grouting works can be performed to improve the elongate thrill of the structure.The commonest function of heaps is to transfer a load that cannot be adequately supported at shallow depths to a depth where adequate support becomes available, also against uplift forces which cause cracks and other abuses on superstructure.A bearing pile is describe as a pile which can pass through weak material, whilst its tip get crossways a narrow distance, which in turn leads to a layer of improved bearing aptitu de. When piles ar installed onto a layer with minimal ability to support, and the bearing capacity is being carried by clangour which is acting on the sides of the pile, they are called clangour piles.Many times, the load-carrying capacity of piles results from a combination of point defense and beat friction. The load taken by a single pile can be determined by a static load test. The allowable load is obtained by applying a factor of safety to the failure load.Types of PilesPiles are of various types. These piles are classified based on the orbit of construction and soil type.Figure 3. Common Driven Pile TypesConcrete PilesPrecast concrete piles can be either reenforce concrete piles or pre strained concrete piles.Concrete is adaptable for a wide veer of pile types. It can be employ in precast form in driven piles, or as insertion units in bore piles. Dense intimately-compacted good- quality concrete can withstand fairly hard driving and it is resistant to attack by aggr essive substances in the soil, or in seawater or kingdom water.However, concrete is precast piles is apt(p) to damage (possibly unseen) in hard driving conditions. Weak, honeycombed concrete in cast-in-situ piles is liable to disintegration when aggressive substances are precast in soils or in ground water.Cast In Place Concrete PilesClosed-ended hollow tubular divisions of reinforced concrete or steel which are first of all driven into the ground and then filled with in-situ concrete.Cast-in-place concrete piles with their shell driven with mandrel are typically 50 to 80 ft (15 to 24 m) long and can specifically be designed for a wide weave of loads. Typical loads that these piles can carry are 50 to 120 kips (222 to 534 kN) provided the maximum stress in concrete, is not more than 33% of 28-day strength.Figure 4. Cast-in-Situ Concrete PilesThe principal(prenominal) disadvantages are that these piles are difficult to lap joint after concreting, their thin shells can be damag ed during driving, and redriving is not recommended. Not the closely economical reply, limited span length and drives formwork support. Generally, stress in steel should not exceed 0.35 x yield strength of steel.Figure 5. Cast-in-Situ Concrete PilesThe advantages are tht they slang low initial cost, and tapering off sections can provide nobleer-bearing resistance in granular stratum. These piles are best suited as medium-load friction piles in granular soils. controlling minimum depth, no deck joints and aesthetic for small stream crossings.Precast Concrete PilesManufacturing of pre-cast concrete piles are done within the range of 250mm 450mm. Mostly, the maximum section length can go up to 20m. in that respect are various shapes of pile sections (eg. H-shaped, triangular-shaped, hexagonal-shaped, etc).Figure 6. Precast Reinforced Concrete PileThe construction of pre-cast concrete piles are done either in-situ or factory. Production and construction process widely affects t he quality of the pile.A pile shoe should be fixed to the pile, in case the soil deposits contain a lot of boulders. This protects the pile date performing hard driving.For prestressed sections the maximum stresses should not exceed (0.33c 0.27 pe) where pe = effective prestress stress on the section.The main disadvantages of these piles are that they are difficult to handle without damage unless prestressed. They have a noble initial cost, and prestressed piles are difficult to splice. It is also difficult to manufacture, subject to longitudinal and transverse cracking, not appropriate for wriggled or flared structures, complicated for skews.The advantages of these pile types take high load capacities, corrosion resistance, and resistance to hard driving. Absolute minimum depth of precast bridge for short and intermediate spans. Expedites stage construction. strike d bear Shafts drill shafts are also known as caissons or piers or bored piles. This is often known to be a cost effective solution which is practiced worldwide. This is a widely utilize type of deep-foundation. Drilled Shafts are widely employ in the construction of bridges and large buildings. This technique is used in construction areas where large loads along with lateral resistance are key factors.Figure 7.1. Drilled ShaftThe main advantages are that it is economical, it could slander pile need for pile cap, pretty less noise and reduced vibrations, adapts easily to varying site conditions and has high axial and lateral loading capacity.The main disadvantages are that it is extremely sensitive to construction procedures, not ideal for contaminated sites, and lack of qualified inspectors.Figure 7.2. Drilled ShaftA Drilled Pile is do of concrete or grout and cast or poured, in a plastic state, into a drilled hole in the earth. Augercast, Drilled Shafts, Drilled Cast-in-situ and, their variations are all forms of drilled piles. Completed drilled piles cannot be easily inspected after in stallation and can be difficult to install in very soft or exposed soils, wet, and marine conditions.A Drilled Pile removes soil from the ground and the resulting round hole is filled with concrete or grout.Steel PilesThese are more expensive then timber or concrete but this disadvantage may be outweighed by the tranquillity of handling of steel piles, by their ability to withstand hard driving, by their resilience and strength in head offing, and their capability to carry heavy loads. Steel piles can be driven in very long lengths and cause little ground displacement. They are liable to corrosion supra the soil line and in disturbed ground, and they require cathodic protection of a tong life is desired in marine structures. Long steel piles of slender section may suffer damage by buckling if they deviate from their true alignment during driving.Figure 8. Steel PilesSteel piles are strong, lightweight to handle, and undefended ofcarrying heavy loadsto deeper bearing stratum. The y can be extended to any length since splicing isrelatively piano, and these can also be readily cut to any required length. This makes steel piles suitable for areas where the depth of bearing strata are variable. Various types of steel piles in common use include pipe piles, H-section piles, box section piles, and tapered and fluted tubes. Pipe piles and H-section piles are the approximately commonly used steel piles in engineering practice. Steel pipe piles can either be driven open ended or closed ended. Open-ended piles will amaze less driving resistance and can be drilled through obstructions such(prenominal) as boulders and bedrock.The piles are generally economical in the range of 40 to 80 ft (12 to 24 m) and can carry loads as high as about 250 kips (1115 kN). Pipe piles are most suited where overburden is soft clays, silts, and loose-to-medium dense sand and is underlain by dense-bearing granular material.H-PilesA form of Steel pile is known as H-Pile. These are wide-fl anged sections made of steel. The biggest advantage of this pile is that the displacement of soil becomes very less, when compared against other soil displacement methods practiced in the world. The H-pile falls under small displacement category.Figure 9. H-PilesTimber piles cannot be driven through hard ground.Steel H-piles are essentially end-bearing piles. Due to limited perimeter area, H-piles cannot generate much frictional resistance.Corrosion is a study problem for steel H-piles. The corrosion is controlled by adding copper into steel.H-piles are easily spliced. They are ideal for highly variable soil conditions.H-piles can bend under very hard ground conditions. This is known as dog legging, and the pile installation supervisor needs to make certain that the piles are not out of plumb.H-piles can get plugged during the driving process.If the H-pile is plugged, end bearing may increase overdue to larger area. On the other hand, skin frictionmay become smaller due to smalle r wall area.When H-piles are driven, both analyses should be done (unpluggedand plugged) and the lower value should be used for design.Unplugged Low end bearing, high skin friction.Plugged Low skin friction, high end bearing.Advantages are that H-pile is available in various lengths and sizes easy to splice high capacity low soil displacement many penetrate larger obstructions with driving shoes.The disadvantages are that it is vulnerable to corrosion, hence not recommended as friction piles in granular soils may force the h-pile to bend on the weaker axis, during the pile-driving process. Due to this, there is a high chance of curvature, which may result when the piles are driven into a larger depth.CylindricalCylindrical piles have a high axial compressive strength for high bearing capacities they have high moments of inertia and therefore can serve well as both a column and a foundation pile under high vertical and lateral loads.Figure 10. Cylinder PilesCylinder piles are often u sed in nearshore applications where smaller foundation piles would require cofferdam construction and other costly measures. Drilled shafts have similar load bearing properties and capabilities, however, they are generally more costly than piles installed by impact driving.Timber PilesUntreated timber piles may be used for temporary construction, revetments, fenders and similar work and in permanent construction where the cutoff elevation of the pile is below the permanent ground water table and where the piles are not exposed to marine borers. They are also sometimes used for trestle construction, although treated piles are preferred. Timber piles are difficult to extend, hard to anchor into the footing to resist uplift, and subject to damage if not driven carefully. Timber piles also have a maximum allowable bearing capacity of 45 Tons, whereas most structure piles are designed for at least 70 Tons. These piles are mostly installed by driving and are best suited as friction piles in granular material.Figure 11. Timber PilesThe main advantages of timber piles are that they have low initial cost, are easy to handle, and resist radioactive decay when they are permanently submerged.The main disadvantages are that it is tough to splice, are vulnerable to damage in hard driving, and are susceptible to decay unless treated. Treatment becomes necessary when these piles are intermittently submerged.Composite PilesMaterials may be used in combination in piles and the most common example is the use of steel and concrete. This may be by using driven steel casings of various types filled with a structural marrow squash of concrete, or a steel pile protected externally by concrete casing the latter is normally only possible for exposed lengths of piles such as would be encountered in a jetty structure. There are, however, forms of steel pile, which have grout pipes throughout their length, which are used for forming a preventative outer casing after driving.Figure 12. Composite PilesThe maximum stresses in timber, steel and concrete should not exceed the values specified above for various materials.The main disadvantage of these piles is that it is difficult to attain good joint between two materials.The main advantage is that considerable length can be provided at comparatively low cost. High capacity may be possible depending on materials.use of piles in constructionThere are two types of piles used for constructionDisplacement PilesNon-Displacement PilesDisplacemeNt PileThe type of pile, which is rammed into the ground, which does not remove the soil, but displaces the soil downwards and sidewise. This type of pile foundation is called displacement pile.Figure 13. Displacement PilesThis method piles displace soil during their installation, such as driving, jacking, or vibration, into the ground. Examples of these types of piles are timber, precast concrete, prestressed concrete, close-ended steel pipe, and fluted and tapered steel tube piles.T he advantages of displacement piles areMaterial forming pile can be inspected for quality. steadiness before driving.Not liable to squeezing or necking.Construction operation not affected by ground water.Projection above ground direct advantageous to marine structures. backside be driven in the very long lengths.The disadvantages of displacement piles areMay break during driving, necessitation replacement pile. unseen damages may occurring thus decreasing the carrying capacity.Noise pollution may be caused during hammering.Vibration caused during the hammering process may pose a scourge to nearby structures.Non-DisplacemeNt PileThese Piles do not displace soil during their installation. These piles are formed by first removing the soil by dense and then placing prefabricated or cast-in-place pile into the hole from which an equal volume of soil was removed. Their placement causes little or no change in lateral ground stress, and, consequently, such piles develop less shaft fricti on than displacement piles of the same size and shape. Piling operation is done by such methods, as augering (drilling, rotary boring) or by grabbing (percussion boring). Most common types of no displacement piles are bored and cast-in-place concrete piles.The advantages of non displacement piles areMaterial forming pile is not governed by handling or driving stresses.Can be installed in very long lengths.No ground heaves.Can be installed in conditions of low cutting edgeroom.Figure 14. Non Displacement PilesThe disadvantages of non displacement piles areConcreting in water-bearing soils require special techniques.Inspection of concrete cannot be done after installation.Cannot be extended above ground level without special adoption.LITERATURE REVIEWDescription of JournalsThis section contains the description paragraph for the 5 technical journals which has been chosen to support the main topic of research.Adel M. Hanna, George Morcous, and bloody shame Helmy (2004) Efficiency of Pi le Groups Installed in Cohensionless Soil Using Artificial Neural Networks.Adel M.Hanna, George Morcous and Mary Helmy evaluated the dexterity of pile groups installed in cohension-less soil subjected to axial loading. The authors feel that a resistance to the column load may result in a major discrimination between the total capacity of the individual piles and the group piles. This could lead to destruction of the building. The authors have developed an ANN (Artificial Neural Network) model to assist the research. They have found that the ANN model is nearly 80% accurate to the predicted value. The predictions are very accurate, even with low tolerance values. They have also made an ANN model which can be easily updated when new data are obtained from laboratory and field tests.Kevin J.Bentley and M.Hesham El Naggar (2000). Numerical Analysis of Kinematic Response of Single PilesKevin and Hesham have done a research on single piles, after anticipating the catastrophic losses in terms of homophile life and economic assets due to the earthquakes. They wanted to develop a model which evaluates the effects of ground motion on piles. Their aim was to develop a mortal element model that can accurately model the kinematic soil-structure interaction of piles, accounting for non linear behavior of soil, discontinuity at the pile soil interface, energy dissipation and sway propagation. They found that the effect of the resolution of piles in viscoelastic soil was slightly amplified in terms of accelerations and Fourier amplitudes.The authors have taken a good essence of information from preceding(prenominal) researches made. They have found that the former studies had its own drawbacks, which were concluded that interaction effects on kinematic loading are not significant at low frequencies but are significant for pile head loading. The authors used finite element program, ANSYS to analyze the full 3D transient method. They have found that the deflections o btained in the study were slightly greater than those from other tests. The authors concluded that the effect of soil layer overlaying the bedrock was to amplify the bedrock motion, which results in a higher(prenominal) free-field motion for the soil parameters used in the outline. Increased Fourier amplitudes at the predominant frequency was an effect of soil plasticity. It slightly decreased the maximum acceleration amplitudes.Jinoh Won and Fred H. Kulhawy (2009) Reduction of Pile motion Displacement for Restrained Head Single Pile.The authors conducted a study on the effect of pile head fixity on the displacement of laterally loaded pile groups using uninflected methods. It was found that the soil parameters have a major influence on the reduction factor, while the pile property influence is relatively minor. The rationale stinkpot the problem is described as most pile foundations have pile cap that reduces the lateral displacement because of restraining effect on the pile he ads. The authors learned that the previous researches which were done were for small tests only. The authors have performed numerous tests, from which they found that there is a variation of reduction factor with soil properties for the drained cohensionless model. The authors have done a quantitative analysis to investigate the effect of pile head restraint on the displacement using an analytical method. Their design chart is matched reasonably well with the experimental and numeric data.Ling-gang Kong and Li-min Zhang (2007). Effect of Pile-cap Connection on Behaviour of Torsionally Loaded Pile GroupsEvaluation of the responses, under torsion, of fixed as well as pinned pile cap was done by the authors. They have researched that, the torsional capacity of the pile group is significantly influenced by the pile-cap. The same applies with the pile-groups crookedness assignment. The authors claim that grouped piles are usually used as foundations for offshore platform, bridge bents and tall buildings. Due to natural disturbances like wind and moving ridge actions, ship impacts or high-speed vehicles, the grouped piles may be exposed to significant torsional loads, leadership to destruction and catastrophic effects on them. The authors have found that the lateral ad torsional resistance of the individual piles is mobilized by a pile group which is subjected to torsion. This could thrust up to 50% of the applied force, whilst the pile-cap foundation is fixed. From the research it has been noted that under loose sand the pile bend a minimal degree. Whereas under dense sand, and the same load, the pile bend less than the loose sand. They have modeled nonlinear soil response and major pile-soil-pile interactions and trades union effect in a pile group.Weiming Gong, Guoliang Dai and Haowen Zhang (2009) Experimental Study on pile-end post-grouting piles for super-large bridge pile foundations.The authors made an experimental study on pile-end and post-grouting pi les for very large bridge-pile foundations. Before the after-grouting works were evaluated, the authors wanted to analyze the bearing capacity, bearing characteristics and displacement. The authors introduced 21 test piles to perform the experiment. The technique was implemented to increase the capacity as well as decrease settlement. The author has done a lot of background researches, across various bridges. From the research it has been found that the capacities are greatly enhanced after pile-base grouting. The Q-s curve before grouting decrease sharply under small loads and have great deviations from existed geological values, which attributes to long term interval between drilling and grouting. So the authors have proved that, by grouting, they have steadily increase the bearing capacity of a bridge.Order of ParagraphsKevin and Hesham have done a research on single piles, after anticipating the catastrophic losses in terms of human life and economic assets due to the earthquake s. They wanted to develop a model which evaluates the effects of ground motion on piles. Their aim was to develop a finite element model that can accurately model the kinematic soil-structure interaction of piles, accounting for non linear behavior of soil, discontinuity at the pile soil interface, energy dissipation and wave propagation. They found that the effect of the response of piles in elastic soil was slightly amplified in terms of accelerations and Fourier amplitudes.The authors have taken a good amount of information from previous researches made. They have found that the previous studies had its own drawbacks, which were concluded that interaction effects on kinematic loading are not significant at low frequencies but are significant for pile head loading. The authors used finite element program, ANSYS to analyze the full 3D transient method. They have found that the deflections obtained in the study were slightly greater than those from other tests. The authors concluded that the effect of soil layer overlaying the bedrock was to amplify the bedrock motion, which results in a higher free-field motion for the soil parameters used in the analysis. Increased Fourier amplitudes at the predominant frequency was an effect of soil plasticity. It slightly decreased the maximum acceleration amplitudes.The authors conducted a study on the effect of pile head fixity on the displacement of laterally loaded pile groups using analytical methods. It was found that the soil parameters have a major influence on the reduction factor, while the pile property influence is relatively minor. The rationale prat the problem is described as most pile foundations have pile cap that reduces the lateral displacement because of restraining effect on the pile heads. The authors learned that the previous researches which were done were for small-scale tests only. The authors have performed numerous tests, from which they found that there is a variation of reduction factor with soil properties for the drained cohensionless model. The authors have done a quantitative analysis to investigate the effect of pile head restraint on the displacement using an analytical method. Their design chart is matched reasonably well with the experimental and numerical data.The authors carefully studied the reaction of two types of pile cap (fixed pinned) under torsion. They have researched that, the torsional capacity of the pile group is significantly influenced by the pile-cap. The same applies with the pile-groups torque assignment. The authors claim that grouped piles are usually used as foundations for offshore platform, bridge bents and tall buildings. Due to natural disturbances like wind and wave actions, ship impacts or high-speed vehicles, the grouped piles may be exposed to significant torsional loads, leading to destruction and catastrophic effects on them. The authors have found that the lateral ad torsional resistance of the individual piles is mobilized by a pile group which is subjected to torsion. This could thrust up to 50% of the applied force, whilst the pile-cap foundation is fixed. From the research it has been noted that under loose sand the pile bend a minimal degree. Where as under dense sand, and the same load, the pile bend less than the loose sand. They have modeled nonlinear soil response and major pile-soil-pile interactions and coupling effect in a pile group.Adel M.Hanna, George Morcous and Mary Helmy evaluated the efficiency of pile groups installed in cohension-less soil subjected to axial loading. The authors feel that a resistance to the column load may result in a major deflection between the total capacity of the individual piles and the group piles. This could lead to destruction of the building. The authors have developed an ANN (Artificial Neural Network) model to assist the research. They have found that the ANN model is nearly 80% accurate to the predicted value. The predictions are very accurate, even with low tolerance values. They have also made an ANN model which can be easily updated when new data are obtained from laboratory and field tests.The authors made an experimental study on pile-end and post-grouting piles for very large bridge-pile foundations. Before the after-grouting works were evaluated, the authors wanted to analyze the bearing capacity, bearing characteristics and displacement. The authors introduced 21 test piles to perform the experiment. The technique was implemented to increase the capacity as well as decrease settlement. The author has done a lot of background researches, across various bridges. From the research it has been found that the capacities are greatly enhanced after pile-base grouting. The Q-s curve before grouting decrease sharply under small loads and have great deviations from existed geological values, which attributes to long term interval between drilling and grouting. So the authors have proved that, by grouting, they have steadily increase the bearing capacity of a bridge.Addition of Introductory and Concluding SentencesPile is commonly described as a columnar element of a building foundation. Its function is to transfer the load from a superstructure to the hard layer in the soil, or on to the rocks. Kevin and Hesham have done a research on single piles, after anticipating the catastrophic losses in terms of human life and economic assets due to the earthquakes. They wanted to develop a model which evaluates the effects of ground motion on piles. Their aim was to develop a finite element model that can accurately model the kinematic soil-structure interaction of piles, accounting for non linear behavior of soil, discontinuity at the pile soil interface, energy dissipation and wave propagation. They found that the effect of the response of piles in elastic soil was slightly amplified in terms of accelerations and Fourier amplitudes.The authors have taken a good amount of information from previous researches made. They have found that the previous studies had its own drawbacks, which were concluded that interaction effects on kinematic loading are not significant at low frequencies but are significant for pile head loading. The authors used finite element program, ANSYS to analyze the full 3D transient method. They have found that the deflections obtained in the study were slightly greater than those from other tests. The authors concluded that the effect of soil layer overlaying the bedrock was to amplify the bedrock motion, which results in a higher free-field motion for the soil parameters used in the analysis. Increased Fourier amplitudes at the predominant frequency was an effect of soil plasticity. It slightly decreased the maximum acceleration amplitudes.The type of soil is an important entity while fixing piles. The authors conducted a study on the effect of pile head fixity on the displacement of laterally loaded pile groups using analytical methods. It was found that the soil parameters have a major influence on the reduction factor, while the pile property influence is relatively minor. The rationale behind the problem is described as most pile foundations have pile cap that reduces the lateral displacement because of restraining effect on the pile heads. The authors learned that the previous researches which were done were for small-scale tests only.The authors have performed numerous tests, from which they found that there is a variation of reduction factor with soil properties for the drained cohensionless model. The authors have done a quantitative analysis to investigate the effect of pile head restraint on the displacement using an analytical method. Their design chart is matched reasonably well with the experimental and numerical data. The frictional resistance of the pile is directly proportional to the soil cohesiveness, which means if the soil is cohesive, it will have a better touch with the area of the side pile.The pile cap distributes the load from the pillars, or piers, to the piles. The authors studied the reaction of the two pile caps (fixed and pinned) cap under torsion. They have researched that, the torsional capacity of the pile group is significantly influenced by the pile-cap. The same applies with the pile-groups torque assignment. The authors claim that grouped piles are usually used as foundations for offshore platform, bridge bents and tall buildings. Due to natural disturbances like wind and wave actions, ship impacts or high-speed vehicles, the grouped piles may be exposed to significant torsional loads, leading to destruction and catastrophic effects on them. The authors have found that a pile group subjected to torsion simultaneously mobilizes lateral and torsional resistance of the individual piles and the torsional resistance could thrust up to 50% of the applied force, whilst the pile-cap foundation is fixed. From the research it has been noted that under loose sand the pile bend a minimal degree. Where as under dense sand, and the same load, the pile bend less than the loose sand. They have modeled nonlinear soil response and major pile-soil-pile interactions and coupling effect in a pile group.An Artificial Intelligence based application need to be created which would perform tests based on experimental values. Adel M.Hanna, George Morcous and Mary Helmy evaluated the efficiency of pile groups installed in cohension-less soil subjected to axial loading. The authors feel that a resistance to the column load may result in a major difference between the total capacity of the individual