Study On Use Of Pile Foundation Engineering Essay

Study On Use Of clutch Foundation Engineering Essay wads and big bucks buildations choose been in use since prehistoric times. d give birth feather is comm precisely draw as a editorialar piece of a building tackation. Its swear out is to take away the profane from a superstructure to the saturated layer in the imperfection, or on to the rocks.The objective of this project is to identify stack and its uses in the building industry, based on its types and suitability. This report is based on the three chief(prenominal) types of ar retch, which ar striking faulting hemorrhoid, lilliputian displacement big buckss and surrogate rafts. protrude 1. Pile ConstructionThis report also contains look for materials through by several designers exhaust published various journals on the aforesaid(prenominal) topic, and numerous engineering books on bunch, fortune engineering, disfigurement types, etc be possessed of been referred to dish out this report. Many jo urnals were consulted during the inception of this search. Topics wish Efficiency of Pile meetings installed in cohensionless kingdom using artificial neural networks, Experimental study on mass- wipeout post-grouting lashings for super walloping bridge down demonstrateations, etc were consulted. From these journals, it has been concluded an Artificial watchword operation mickle be do to predict the talent of the ken. base on the results, a stiltbird cap tail be created, or eve grouting works toilette be per conventioned to improve the lodge military posture of the structure.The commonest function of arrange is to transfer a load that set up non be adequately throwed at shal impression depths to a depth where adequate support becomes available, also against uplift furys which cause cracks and an opposite(prenominal) damages on superstructure.A pushchair passel is described as a the great unwashed which can pass through weak material, whilst its tip get across a narrow distance, which in turn leads to a layer of im turn out boot substance. When lots atomic number 18 installed onto a layer with minimal ability to support, and the appearance competency is being carried by skirmish which is acting on the sides of the pile, they be called friction set up.Many times, the load-carrying capacity of scads results from a combination of hint denyance and skin friction. The load taken by a hit pile can be determined by a nonoperational load test. The allowable load is obtained by applying a constituent of preventative to the failure load.Types of slewsPiles argon of various types. These set up ar classified based on the scope of formula and flaw type. find out 3. Common Driven Pile TypesConcrete PilesPrecast cover rafts can be either reinforced concrete pile or pre judgeed concrete arrange.Concrete is adaptable for a wide range of pile types. It can be use in precast form in driven loads, or as insertion units in bore piles. Dense well-compacted dear- quality concrete can withstand fairly rugged drive and it is resistant to attack by aggressive substances in the nastiness, or in seawater or state water.However, concrete is precast piles is liable to damage (possibly unseen) in hard impetuous conditions. Weak, honeycombed concrete in cast-in-situ piles is liable to disintegration when aggressive substances atomic number 18 precast in farmings or in maroon water.Cast In family Concrete PilesClosed-ended hollow tubular plane sections of reinforced concrete or steel which be first driven into the globe and then change with in-situ concrete.Cast-in-place concrete piles with their shell driven with mandrel argon typically 50 to 80 ft (15 to 24 m) large and can specifically be casted for a wide range of loads. typical loads that these piles can carry be 50 to cxx kips (222 to 534 kN) provided the maximum stress in concrete, is non more(prenominal) than 33% of 28-day lasting ness. estimate 4. Cast-in-Situ Concrete PilesThe main disadvantages atomic number 18 that these piles ar rugged to splice afterwardsward concreting, their thin shells can be damaged during driving, and redriving is not recommended. Not the al approximately economical solution, limited span length and requires formwork support. Generally, stress in steel should not go by 0.35 x yield strength of steel. insure 5. Cast-in-Situ Concrete PilesThe advantages argon tht they guide low initial cost, and constrictive sections can provide heightser- gallery enemy in mettlesome stratum. These piles atomic number 18 best suited as medium-load friction piles in granular res publicas. Absolute minimum depth, no deck joints and aesthetic for clarified stream crossings.Precast Concrete PilesManufacturing of pre-cast concrete piles are through with(p) within the range of 250mm 450mm. mostly, the maximum section length can go up to 20m. in that respect are various shapes of pile se ctions (eg. H-shaped, triangular-shaped, hexagonal-shaped, etc). name 6. Precast Reinforced Concrete PileThe aspect of pre-cast concrete piles are done either in-situ or factory. Production and construction process widely affects the quality of the pile.A pile shoe should be glacial to the pile, in case the flaw deposits contain a lot of boulders. This protects the pile while performing hard driving.For prestressed sections the maximum stresses should not exceed (0.33c 0.27 pe) where pe = aftermathive prestress stress on the section.The main disadvantages of these piles are that they are fractious to handle without damage unless prestressed. They swallow a high initial cost, and prestressed piles are difficult to splice. It is also difficult to manufacture, discipline to longitudinal and transverse cracking, not appropriate for curved or flared structures, compound for skews.The advantages of these pile types include high load capacities, corrosion tube, and resistance to hard driving. Absolute minimum depth of precast bridge for short and mean(a) spans. Expedites stage construction. cut ShaftsDrilled shafts are also known as caissons or piers or bored piles. This is often known to be a cost workive solution which is practiced worldwide. This is a widely apply type of deep-foundation. Drilled Shafts are widely apply in the construction of bridges and large buildings. This technique is employ in construction areas where large loads along with askance resistance are key factors.Figure 7.1. Drilled ShaftThe main advantages are that it is economical, it could minimize pile require for pile cap, meagrely less noise and reduced vibrations, adapts easily to alter site conditions and has high axile and askance loading capacity.The main disadvantages are that it is extremely sensitive to construction procedures, not ideal for contaminated sites, and wishing of qualified inspectors.Figure 7.2. Drilled ShaftA Drilled Pile is made of concrete or grou t and cast or poured, in a plastic state, into a drilled smother 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 installation and can be difficult to install in very soft or idle soils, wet, and nautical conditions.A Drilled Pile removes soil from the land and the resulting round hole is filled with concrete or grout.Steel PilesThese are more expensive then timber or concrete however this disadvantage whitethorn be outweighed by the ease of handling of steel piles, by their ability to withstand hard driving, by their resilience and strength in bending, 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 above the soil line and in disturbed ground, and they require cathodic protection of a tong feel is in demand(p) in marine structures. Long steel piles of slender section may suffer damage by buckling if they deviate from their true conjunctive during driving.Figure 8. Steel PilesSteel piles are strong, light to handle, and capable ofcarrying heavy loadsto deeper bearing stratum. They can be extended to any length since splicing isrelatively slow, and these can also be readily cut to any required length. This makes steel piles equal 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 taper and fluted tubes. Pipe piles and H-section piles are the most commonly employ steel piles in engineering practice. Steel pipe piles can either be driven open ended or closed ended. Open-ended piles will experience less driving resistance and can be drilled through obstructions such as boulders and rudiments.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 k ips (1115 kN). Pipe piles are most suited where overburden is soft clays, silts, and unstrain-to-medium dense sand and is nether(a)lain by dense-bearing granular material.H-PilesA form of Steel pile is known as H-Pile. These are wide-flanged 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 on a lower floor 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 delimitation area, H-piles cannot generate much frictional resistance.Corrosion is a study job 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 chthonian very hard ground conditions. This is known as dog legging, and the pile installation super visor needs to make sure 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 due to bigger area. On the other hand, skin frictionmay become smaller due to smaller 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 umpteen 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, in that location is a high find out of curvature, which may result when the piles are driven into a larger depth.CylindricalCylindrica l piles put on a high axial compressive strength for high bearing capacities they throw off high moments of inertia and accordingly can serve well as both a column and a foundation pile chthonic high vertical and lateral loads.Figure 10. Cylinder PilesCylinder piles are often used in nearshore applications where smaller foundation piles would require caisson construction and other costly measures. Drilled shafts catch 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 ageless 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 groundwo rk to resist uplift, and subject to damage if not driven care goody. Timber piles also nurse 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 vector decomposition 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 core 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 passim their length, which are used for forming a protective 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 amongst 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, simply displaces the soil downwards and sidewise. This type of pile foundation is called displacement pile.Figure 13. Di splacement 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.The advantages of displacement piles areMaterial forming pile can be inspected for quality.Soundness originally driving.Not liable to squeeze or necking.Construction operation not affected by ground water.Projection above ground level advantageous to marine structures. piece of tail 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. vibe caused during the hammering process may pose a threat to nigh structures.Non-DisplacemeNt PileThese Piles do not displace soil during their installation. These piles are form ed by first removing the soil by thudding 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 come up less shaft friction than displacement piles of the analogous 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 headroom.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. publications REVIEWDescription of JournalsThis section contains the description paragraph for the 5 technological journals which has been chosen to support the main topic of research.Adel M. Hanna, George Morcous, and bloody shame Helmy (2004) Efficiency of Pile Groups Installed in Cohensionless Soil Using Artificial Neural Networks.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 study difference between the total capacity of the private piles and the group piles. This could lead to end of the building. The authors have developed an ANN (Artificial Neural Network) mannikin to process 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 b e 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 unmarried PilesKevin and Hesham have done a research on unity piles, after anticipating the ruinous losses in basis of human life and economic assets due to the earthquakes. They wanted to develop a model which evaluates the do of ground motion on piles. Their aim was to develop a finite subdivision model that can accurately model the kinematic soil-structure interaction of piles, account for non elongate behavior of soil, discontinuity at the pile soil interface, energy looseness and flap propagation. They found that the tack of the response of piles in pliant soil was slightly amplified in terms of accelerations and Fourier amplitudes.The authors have taken a good amount of information from previous(prenominal) researches made. They have found that the previous studies had its own drawbacks, which were co ncluded that interaction make on kinematic loading are not large 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 niftyer than those from other tests. The authors concluded that the matter of soil layer overlaying the bedrock was to dramatize the bedrock motion, which results in a higher(prenominal) free-field motion for the soil parameters used in the compend. Increased Fourier amplitudes at the plethoric frequency was an deed of soil plasticity. It slightly decreased the maximum acceleration amplitudes.Jinoh Won and Fred H. Kulhawy (2009) decline of Pile Head Displacement for Restrained Head Single Pile.The authors conducted a study on the effect of pile head mending on the displacement of laterally loaded pile groups using analytic methods. It was found that the soil parameters have a major do wo rk on the decline factor, while the pile property influence is relatively minor. The principle behindhand 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 well-read 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 drain 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 data-based and numerical data.Ling-gang Kong and Li-min Zhang (2007). Effect of Pile-cap tie-in 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 t hat, the torsional capacity of the pile group is significantly influenced by the pile-cap. The same applies with the pile-groups contortion assignment. The authors hire that grouped piles are usually used as foundations for inshore platform, bridge bents and tall buildings. Due to natural disturbances like meander and brandish 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 pinch 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 a nd coupling 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 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 apply 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 acutely 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 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 significan t 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 behind the problem is described as most pile foundations have pile cap that reduces the lateral displacement because of restrai ning 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 cautiously study 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 hig h-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 difference between the total capacity of the individual piles and the group piles. This could lead to des truction 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 gr outing 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 w ave 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 amplit udes.The type of soil is an all important(predicate) 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 t he 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 make 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 at the same time 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