Finite Element Analysis And Analytical Method

Finite Element Analysis And Analytical Method Stone columns are widely used as a ground improvement technique especially in construction of shallow foundations. The main concern in the application of stone columns rely on how well it performs, which involves reducing the overall settlement of the stone column. This project mainly investigates the comparison and contrast between finite element analysis and analytical method in modelling stone columns, whereby settlements of the stone columns are checked whether it is consistent. Finite element analyses were carried out by axisymmetric modelling of the stone column using 15-noded triangular elements with the software package PLAXIS. A drained analysis was conducted using Mohr-Coulombs criterion for soft clay, stones and sand. Analytical data used to compare the settlement was found according to the design method published by Heinz J. Priebe (1995). Both methods were compared by varying parameters such as modulus of deformation of the column to sand ratio, area ratio, stress, diameter, and friction angle of stone column that signifies different soil conditions. It is challenging to find a site with acceptable ground conditions for construction of structures such as buildings, bridges, etc. Often the bearing capacity of the soil would not be sufficient to support the loads of the structures nor would it be in a workable condition for the employees to build the structure. The need for the use of such land with weak cohesive soil strata has been a challenge for design engineers. Although the design of piles foundation can meet all the design necessities, extensive lengths of piles needed eventually results in vast increase of cost of the overall project. Therefore, it is a necessity that the ground conditions must be improved to allow the buildings and heavy construction. A number of ground improvement techniques have been developed over the past fifty years. Main concern of these techniques includes creating stiff reinforcing elements to the soil mass, which results in a soil that has a higher bearing capacity. Out of the various techniques available for ground improvement, the stone column has been widely used. Stone columns (also known as granular columns, granular piles or sand columns) are used to improve soft ground by increasing the load bearing pressure of the soil and reducing settlement of the foundation of structures, embankments, etc. Although these structures are permissible for a relatively large settlement, it is necessary that the settlement be minimized for maximum safety. There have been several ways for installing stone columns depending on the design, local practice and availability of equipment. Among which, the most general methods are the vibro-replacement method and vibro-displacement or vibro-compaction methods. Vibro-replacement technique of stone column is a process whereby large sized columns of compacted coarse aggregates are installed through the weak soil by means of special in-depth vibrators. This can be carried out either with the dry or wet process. In the dry process, a hole of desired depth is drilled down in to the ground by jetting a vibroflot. Upon extraction of the vibroflot, the borehole must be able to stand open. The densification of the soil will be a result of the vibrator near the bottom of the vibroflot. In the wet process, the vibroflot will form a borehole that is of larger diameter than the vibrator and it requires continuous supply of water. As a result the uncased hole is flushed out and filled with granular soil. Th e main difference between wet and dry process is the absence of continuous jetting water during the initial formation of the borehole in the dry process. The performance of the stone columns is not measurable by simple investigations. However, analytically, the efficiency of this composite system that consists of stone column and soil interactions can be assessed by separate consideration of significant parameters as proposed by Priebe (1995) [1]. Stone column technique has proven successful in improving many applications. Such applications include slope stability of both natural slopes and embankments. Construction of such embankments can commence immediately after the installation of stone columns (Vibro Stone Columns, 2009) [2]. Other advantages include increasing bearing capacity of ground, reducing total and differential settlements, reducing the liquefaction potential of sands. The main disadvantage of the stone column technique is its ability to induce bulging failure on the upper part of the stone column. In-situ field tests (cone penetration test and full scale footing test) before construction and after construction of stone columns have shown significant improvements in the soil (J. T. Blackburn, J. K. Cavey, K. C. Wikar, and M. R. Demcsak., 2010) [3]. In a study of the behaviour of stone columns, (Mitchell J.K., and Huber T.K., 1985) [4], by using finite element analysis, had proved that the installation of stone columns leads to a 30-40% reduction in settlement of the values expected that of an untreated ground. 1.2 Objectives The main objective of this project is to show that the analytical method used to design stone columns and the finite element method used to model the stone column numerically, has comparable total and differential settlement. The analysis also provide the understanding of the influence on settlement by varying parameters such as modulus of deformation of the column to sand ratio (Ec/Es), Area ratio (Ac/A), stress à Ã†â€™0, diameter D, and friction angle of stone column ÃŽÂ ¦c, and finally comparing them against the Priebe analytical approach. The objectives of the project are to: study the existing analytical and numerical theories related to stone column modelling develop an axisymmetric simulation of the stone columns by using finite element method, and compare the settlement difference with the analytical results by altering various parameters related to settlement change. This project uses the finite element software package PLAXIS to simulate the stone column numerically and the design method proposed by Heinz J. Priebe (1995) [1] for the analytical results. 1.3 Organization of the research paper In addition to the abstract, list of figures and notation, acknowledgement, and table of contents, this dissertation is divided to six chapters: The first chapter consists of introduction and background of stone columns where it briefly summarizes the installation methods, some of the advantages and disadvantages of the stone columns. The second chapter describes the study of existing analytical and numerical theories regarding modelling stone columns. In this chapter, other than the main findings from the theories, the full procedure of Priebe (1995) method of modelling stone column has been reviewed. Third chapter describes how the stone column was modelled using the PLAXIS software, including the assumptions made and technical data used in different models. The fourth chapter shows the results obtained from the analysis compared to the analytical method proposed by Priebe (1995). The results are presented using necessary graphs and charts. The fifth chapter includes the conclusion of the project and provides recommendations for further studying. The final chapter lists out the references used in this project. The Appendix contains documents such as the Risk Assessment, Diary of the work progress, and the any additional tables and figures of the analysis. CHAPTER TWO 2. LITERATURE REVIEW Many researchers in this field have made their effortless contribution studying the behaviour of stone columns numerically and analytically. Most of the numerical analyses were conducted using finite element analysis, whereas analytical method is derived from a series of equations. Some of the main findings from researchers related to this study are reviewed below. 2.1 Analytical Models 2.1.1 Alamgir, Miura, Poorooshasb, and Madhav, (1996) Alamgir et al. (1995) proposed a simple theoretical approach to evaluate the deformation behaviour of uniformly loaded ground reinforced by columnar inclusions. The displacements of the soil and stone columns are obtained by considering the elastic deformation of both soil and column. A typical column-reinforced ground and column soil unit (Fig. 2.1) where the column is considered to be cylinder, of height H and diameter of dc (=2a where a is the radius) The deformation at a cross section within the column, wcz, is assumed to be constant throughout whereas the deformation of the surrounding soil, wrz, increases from the soil column surface towards the outer boundary of the unit cell (Fig. 2.2). This denotes that since the column soil interface is elastic and no slip occurs, the displacements of the soil and the column at interface can be assumed to be equal. The deformation of the surrounding ground, wrz, is assumed to follow: where wrz is the displacement of the soil element at a depth z and at a radial distance r, wcz is the displacement of the column element at a depth z, ÃŽÂ ±cz and ÃŽÂ ²c are the displacement parameters, a and b are the radii of column and unit cell, respectively, r is the radial distance measured from the center of the column. The column and the surrounding soil were discretized in to a number of elements as shown in Fig. 2.3. The interaction shear stresses and stresses on the column and the soil were obtained by using equilibrium of vertical forces within the medium (Fig. 2.4). Successively the displacement of the column and soil were obtained by solving equations by applying the linear deformation characteristics of the soil. Therefore, the deformation of the jth element of the column, Wcj was obtained as: where à ¢Ã‹â€ Ã¢â‚¬  H is the height of a single element, Es and Ec are the modulus of deformations of soil and column material respectively, vs is the Poissons ratio of the soil, and à Ã†â€™cj is the normal stress acting at the top of the jth element of the column. Due to the symmetry of load and geometry, the shear stress at the outside boundary of the unit cell is zero, which subsequently leads to an equation for ÃŽÂ ²c Furthermore, the compression of the soil element adjacent to the boundary of unit cell (N,jth element of the soil), wsNj was derived as: where à Ã†â€™sNj is the normal stress acting at the top of the element, n is the spacing ratio b/a, à ¢Ã‹â€ Ã¢â‚¬  R is à ¢Ã‹â€ Ã¢â‚¬  r/a and à ¢Ã‹â€ Ã¢â‚¬  r is (b-a)/n. By using the displacement compatibility and substituting r/a=n-à ¢Ã‹â€ Ã¢â‚¬  R/2, Eq. [2.1] can be written as: Finally, solving the equations 2.2, 2.3, 2.4, and 2.5 can lead to the displacement parameter The settlement profiles, the shear stress distribution, and the load sharing from the above mention method was compared against a simple finite element analysis as shown in Fig. 2.5, Fig. 2.6, and Fig. 2.7. It is seen that the results obtained shows a reasonable agreement between the two methods and can be used as a useful method to determine the settlement of the stone columns. 2.1.2 Priebe (1995) Priebe (1995) proposed a design method to assess the behaviour of stone columns that uses an improvement factor which stone columns improve the performance of the subsoil in comparisons to the state without columns. The above statement was best described using the following relationship: According to this improvement factor, the deformation modulus of the composite system is increased respectively settlements are reduced. A unit cell of area A is considered which consists of a single column with the cross section area Ac. Calculation of the improvement factor was done by assuming that: The stone column to be of incompressible material The stone column is installed within a rigid layer The bulk densities of the stone column and soil are also neglected. Hence, according to Priebes approach, column cannot fail in end bearing and any settlement of the load area results in a bulging of the column, which remains constant all over its length. The improvement of a soil achieved by the presence of stone columns is evaluated based on the assumption that the column material shears from the beginning whilst the surrounding soil reacts elastically. Additionally, the coefficient of earth pressure amounts to K=1 by assuming that the soil to be displaced already during the column installation to such a degree that its preliminary resistance corresponds to the liquid state. Using the above criterion the basic improvement factor n0 is expressed as: where = Improvement factor Ac = Area of the stone column A = Grid area of the single unit = Poissons ratio = Coefficient of active earth pressure for the stone column material = Friction angle of the stone column material Since a Poissons ratio of 1/3 is adequate for the state of final settlement in most cases, the results of the evaluation is expressed as basic improvement factor n0 and substituting 1/3 as Poissons ratio, which leads to the following equation. The relation between the improvement factor n0, the area ratio A/Ac and the friction angle of the backfill material is illustrated in figure 2.8 below. The compacted backfill material of the stone column is still compressible. Due to this reason, applied load of any amount will lead to settlements that are unconnected with bulging of the columns. Subsequently, compressibility of the column is integrated by adding up an additional area ratio (A/Ac) as a function of the constrained moduli of the columns and soil Dc/Ds and is provided in the Fig. 2.9. The improvement factor as a result of the consideration of the column compressibility is represented by n1, as shown in the equation: where and Furthermore, for =1/3 can be found using the equation below The additional loads due to the bulk densities of the soil and columns decrease the pressure difference asymptotically and reduce the bulging correspondingly. Subsequently, multiplying the basic improvement factor by a depth factor could incorporate the effect of the bulk density, which is given by: where, fd = Depth factor K0C = Coefficient of earth pressure at rest for stone column material = Bulk density of the soil = Layer thickness Pc = Pressure within the column along the depth Figure 2.10 shows the influence factor y as a function of the Area ratio A/Ac and can be used to approximate the depth factor. The figure considers the same bulk density for the columns and soil, which may not be true in most cases. Therefore as a safety measure, the lower value of the soil should be always considered. Using the above depth factor fd, a more enhanced improvement factor can be defined that considers the effects of the overburden pressure, and therefore is represented by n2 where it can be related by the following equation: The depth factor is limited so that the settlement of the columns resulting from their inherent compressibility does not exceed the settlement of the composite system. This is because as the depth increases, the support by the soil reaches such an extent that the column do not bulge anymore. The first compatibility control where the depth factor is limited is applied when the existing soil is stiff or dense and is given by: The second compatibility control is required since should not be considered even if it may result from the calculation. This second control relates to the maximum value of the improvement factor nmax and is applied when the existing soil is loose or soft. Both compatibility controls can be determined using figure 2.11 below. Finally, the total settlement of a single or a strip footing can be assessed using the above series of equations. The design results from the performance of an unlimited column grid below an unlimited load area. For the unimproved ground, the settlement can be found using the equation: where, sà ¢Ã‹â€ Ã… ¾ = Total settlement p = Pressure exerted by the above structure d = Depth of the stone column Ds = Constrained modulus of the soil Similarly, the total settlement of the improved ground, where the improvement factor is incorporated, can be found by dividing the settlement by n2, which is shown below: This method is one of the most common and well-known method of designing stone columns and has been widely used all over the world because of its simplicity. Moreover, in comparison with the other methods, it shows a much wider behaviour of the stone column by assuming the stone column and surrounding soil as a composite system. 2.2 Numerical Models 2.2.1 A.P. Ambily and Shailesh R. Gandhi (2007) Ambily and Shailesh (2007) studied the behaviour of stone columns by comparing experimental and Finite Element analysis on a single stone column and a group of 7 columns. Laboratory experiments were carried out on a stone column of 100mm diameter surrounded by soft clay in cylindrical tanks of 500mm high with diameter varying from 210 to 420 mm for a single column test and from 210 835 mm for a group of 7 columns. This represents the required unit cell area of soft clay around each stone column. Pressure cells attached to the loading plate were used to measure the stress intensity of the column and the soil as shown in figures 2.12 and 2.13. Furthermore, it is also assumed the stone columns are installed in a triangular pattern. The load deformation behaviour of the column/treated soil was studied by applying vertical load for both cases; column only loading and entire area loading, and observed for equal intervals of settlements until failure occurs. After a series of procedure, the shapes of the tested columns are obtained. It is clearly seen in Fig. 2.14 that bulging mode of failure only occurs in the case of column alone loaded, and not in the case of entire area loaded. Finite Element analysis was conducted using 15-noded triangular elements with the software package PLAXIS, to compare the load-settlement behaviour with the model test and the laboratory experiment. The analysis was carried out using a stone column of diameter 25 mm and 225 mm high, which was made at the center of the clay bed and loaded with a plate of diameter two times the diameter of the stone column. The axisymmetric finite element mesh to represent the single stone column and the group of stone columns are shown in Fig. 2.15 and Fig. 2.16 respectively. Likewise the laboratory experiment, finite element analyses were done for column alone loaded and entire area loaded case for s/d=3. The results of these simulations (Fig. 2.17) shows that failure by bulging occurs in column alone loaded case, which also agrees with the results from laboratory experiment. The comparison of the experimental results and finite element analysis data shows significant consistency in both methods. The comparisons made by A.P. Ambily and Shailesh R. Gandhi include the effect of shear strength, Cu (Fig. 2.18) and the effect of s/d (Fig. 2.19) on the behaviour of stone columns. Additionally, the effect of surcharge on stress settlement behaviour (Fig. 2.20) and effect of s/d and ÃŽÂ ¦ on the stiffness improvement factor (Fig. 2.21) was compared between both methods. These tests have also shown similar behaviour. The stiffness improvement factor (ÃŽÂ ²) was calculated as the ratio of the stiffness of treated and untreated ground, and beyond s/d = 3, it shows no significant improvement. The analysis was extended to study the effect of the angle of internal friction of stones by varying the ÃŽÂ ¦ as 35, 40, 43, and 45o for varying values of s/d ranging from 1.5 4. From the results shown in Fig. 2.22, it is confirmed that this relationship is valid for any shear strength values of surrounding soil. Furthermore, the comparisons between a single column and group of 7 columns were found as in Fig. 2.23. Both experimental and finite element method results reveal comparable behaviour regarding the ultimate load and load deformation relationship. To ensure that this proposed design method agrees with the existing theories, this study was compared with the existing theories as shown in Fig. 2.24 and Fig. 2.25. The result shows a slightly higher stiffness improvement factor (ÃŽÂ ²) for an area ratio more than 4 and a lower value for an area ratio less than 4 compared to Priebe (1995). 2.3 Summary The studies mentioned above show comparable results and have been adopted by many engineers and contractors. However, not many researchers had compared Priebes analytical model with finite element method. Therefore, the finite element analysis carried out in this project will be compared to the design method proposed by Priebe (1995), since it gives a much broader overview of the composite system consisting of the stone column and soil interactions and moreover it is the most common and improved analytical method used by the design engineers around the globe. CHAPTER THREE 3. METHODOLOGY 3.1 Introduction Different methods of modelling stone columns numerically have been implemented in the past. Among those, the most simplest and common type of numerical modelling is using finite element method. In fact, studies have shown that the settlements predicted from the finite element analysis shows comparable results that of the values gained from actual field tests (Kirsch, F. 2009). Numerical calculations are usually complex and most of the time is impossible to conduct without means of dedicated software. Likewise, in this research project, PLAXIS software is used to carry out the finite element analyses. 3.2 PLAXIS software The main computer software used in this investigative project is PLAXIS Professional Version 8.2. PLAXIS is a comprehensive package for finite element analyses for geotechnical applications. It allows simulating the soil behaviour by using soil models. The software employs a graphical user interface that makes it simple to use and also provide the ability to input the necessary parameters such as different soil layers, structural elements, variety of loadings, and boundary conditions through CAD drawing procedures. It allows discretizing the soil component into either 6-noded or 15-noded triangular elements whereby 15-noded triangles provides high stress results for complex problems. The software also allows automatic generation of 2D finite element meshes that can be further refined according to the choice of analysis. In addition to that, the software comes with a very useful feature named Staged Construction. This feature allows the models to be simulated at different stages by ac tivating and deactivating clusters of elements, application of loads, etc. One of the advantages of this software is the ability to generate the results quickly with minimum errors. The output results include values for stresses, strains, settlements, and structural forces together with the plots of different curves such as, load-displacement curve, stress-strain diagrams, and time-settlement curve. 3.3 Finite Element Modelling Finite element analysis was conducted to compare the load-settlement behaviour of the stone column. A two dimensional axisymmetric analysis was carried out since the investigation concerns a single unit of stone column using Mohr-Coulombs criterion for clay and stone column. 15-noded discretization was used for more precise results. The initial vertical stress due to gravity has been considered in this analysis. Similarly, the stress due to column installation, which often depends on the method of construction, is also considered in this analysis. Assumptions made in the finite element modelling: The soil is assumed to be homogenous, infinite and behaves as Mohr-Coulomb model. The ground water table is at the same level as the stone column and clay layer, meaning the stone column and clay layer is submerged in the water. Hence, effect of ground water condition should be taken into account. The base of the clay layer is rigid, i.e., full fixity at the base of the geometry (ux=0, uy=0) and roller conditions at the vertical sides (ux=0, uy=free) boundary conditions are shown in Figure 3.1(a). Assumed that deformation of the column is mainly by radial bulging and no significant shear is possible. Therefore, interface element between stone column and clay has not been used. Mitchell, J. K., and Huber, T. R. (1985) also carried out similar type of finite element analysis without the inclusion of the interface element. 3.4 Geometrical Parameters The dimensions of the PLAXIS model are shown in Figure 3.1(b). H is the height of the column, which varies between 10m, 20m, and 30m. D is the diameter of the stone column, which has a typical value of 1m, in all the models except for the model to check the influence of diameter and spacing. Equivalent diameter De depends on the spacing between stone columns as well as the arrangement pattern of the columns. The value of De was calculated by considering the following Influence Area methods. 3.4.1 Influence Area Methods There are several methods for calculating the equivalent diameter around the stone column, which depends greatly on the spacing, diameter, and pattern of installation of the stone column. Two methods were considered in this investigation. 3.4.1.1 Equivalent Area method The equivalent area method simply equates the area of the grid spacing with that of the cross sectional area of column to find the influence area around the stone column. The following example gives a better understanding of the above statement. Example: Grid spacing of the column = 1.5 X 1.5 meters (square grid) Therefore, Diameter of stone column = Finally, Where, De is the equivalent diameter around the stone column. 3.4.1.2 Unit cell method (Balaam Booker, 1981) Unit cell consists of the column and the surrounding soil within the zone of influence of the column. The unit cell has the same area as the actual domain and its perimeter is shear free and undergoes no lateral displacement. Balaam Booker (1981) relates the diameter of the unit cell to the spacing of the columns as: where, De is the equivalent diameter (for square grid) S is the spacing of the stone column Similarly the different geometrical patterns due to column arrangements are shown in the Figure 3.2. Both methods reviewed above gives relatively similar magnitudes. However, Priebes analytical method concerns more on unit cell area. Hence, for this investigation Equivalent Area method is used to model the influence are in PLAXIS. 3.5 Mesh Refinement Test Mesh generation has a great influence in the accuracy of the model. Generally, the finer the mesh the more accurate the result would be. However, this is not true for every case. Therefore a simple test using PLAXIS was conducted to check the effect of mesh refinement. Initially, mesh generation was set to coarse (around 100 elements), utilized as global coarseness of model. The test was carried out by comparing it with the refined mesh (around 500 elements). Moreover, the mesh is further refined which in PLAXIS is set to very fined (around 1000 elements). The generated meshes are shown in Figure 3.3. followed by the time-displacement graph showing the comparison between coarse, medium, fine and very fine mesh refinements. (Figure 3.4) From the above graph it can be seen that the four curves gives comparable results. However, the coarse, medium, and fine meshes give very similar results compared to the very fine mesh refinement. The objective here was to get the lowest value for the displacement since the improved ground due to the installation of stone column would eventually lead to a reduced settlement. Therefore, the finest mesh refinement gives the most precise result. Even though it takes a substantial amount of time to simulate using the most finest meshing, for this investigation, models had been simulated using the very fine mesh option. 3.6 Input Parameters Varying the soil parameters can alter soil characteristics. Most important outcome by altering these parameters is deformation that leads to settlement. Such parameters that have major impact on settlement includes, material type, spacing of stone columns, diameter of influence area, diameter of stone column, elastic modulus of both column and soil, depth of the soil layer, Poissons ratio for both column material and soil, Unit weights of the materials, cohesion, friction angle, etc. Soil and material properties are shown in Table 3.1. Note that the effective stress cohesion, c of the stone column is given a small nonzero value to avoid numerical complications. The majority of the above parameters are considered for only one type of test model and are varied for different model tests. The varied parameters such as elastic modulus of soil and column, friction angle, spacing between columns and influence area around the stone column are reviewed in the following section. 3.7 Test Models The main objective of this project is comparing both analytical and numerical method using Priebes analytical approach and finite element analysis as numerical solution. This can only be achieved by developing multiple models and simulations to obtain a range of values to compare with, which would lead to a more solid conclusion. Three constitutive models were considered for the representation of the following three cases. A clay layer of 30 m, which has a stone column of height 10 m installed. A clay layer of 30 m, which has a stone column of height 20 m installed. A clay layer of 30 m, which has a stone column of height 30 m installed. Note that 1 and 2 are floating columns that are not extended to bedrock or hard layer, which in stone column installation is a rare case, yet installed occasionally. Each of the above tests was carried out by varying the spacing between columns, which would alter the s/d relationship together with the Ac/A ratio. Further tests were carried out to check the influence of stress à Ã†â€™0, diameter D, modulus of deformation of the column to sand ratio Ec/Es and friction angle of stone column ÃŽÂ ¦c using the third case and compared them against the Priebe analytical approach. The summary of test models is given in the Tables 3.2. All the tests were carried out in 3 stages. Install the stone column: Just after the stone column is installed Apply Load: Just after the load is applied to the column Consolidation: After the consolidation process completed to a minimum pore pressure of 1kPa In the all cases the materials were idealized as the Mohr-Coulomb model with the characteristic linear-elastic-perfectly plastic behaviour and the failure criteria defined by the strength parameters given in tables below. Table 3.2 Summary of Model tests Model Test Description Constants Variables 1 Influence of column height on settlement (case 1, 2, and 3) à Ã†â€™0 = 100 kPa Ac/A = 0.2 ÃŽÂ ¦c = 40o Ec/Es = 20 Heigh

Failure and Destruction of a Romantic Ideal in Fitzgerald’s The Great G

The Great Gatsby and the Destruction of a Romantic Ideal      Ã‚   In The Great Gatsby, F. Scott Fitzgerald tells the story of a romantic ideal and its ultimate destruction by the inexorable rot and decay of modern life. The story is related by Nick Carraway, who has taken a modest rental house next door to Jay Gatsby's mansion. Jay Gatsby is a young millionaire who achieves fabulous wealth for the sole purpose of recapturing the love of his former sweetheart, Daisy Fay Buchanan. Five years prior to the principal events of the story, Daisy broke off with Gatsby and married the vulgar and arrogant Tom Buchanan because he was rich and came from a respectable family. In the years since, Gatsby turns his memory of Daisy into a near-religious worship. He places her on a pedestal and transforms her into his own romantic ideal. In the process, he also transforms himself. He changes his name from Gatz to Gatsby; he invents a past, saying he was from a wealthy family and studied at Oxford; he affects the speech patterns of an English aristocrat ("ol d sport"), and stages parties that resemble theatrical productions.    The irony is that Gatsby's extreme pursuit of materialism is just an elaborate facade that allows him to pursue his enchanted spiritual vision. All of the trappings of his wealth have a sense of the unreal, as having no weight or substance. Our first sense of this occurs in Chapter 3, when Gatsby invites Nick to one of his parties. In Gatsby's library Nick encounters a drunken guest who announces that Gatsby's books are actually real:    "What do you think?" he demanded impetuously. "About what?" He waived his hand toward the book-shelves. "About that. As a matter of fact you needn't bother to... ..., boats against the current, borne back ceaselessly into the past."       Works Cited and Consulted: Bruccoli, Matthew J. Some Sort of Epic Grandeur: The Life of F. Scott Fitzgerald. New York: Carrol and Graf, 1993. Hobsbawm, Eric. The Age of Extremes. New York: Pantheon, 1994. Mizener, Arthur, ed. F. Scott Fitzgerald: A Collection of Critical Essays. Englewood Cliffs, NJ: Prentice-Hall, 1963. Posnock, Ross. "'A New World, Material Without Being Real': Fitzgerald's Critique of Capitalism in The Great Gatsby." Critical Essays on Scott Fitzgerald's "Great Gatsby." Ed. Scott Donaldson. Boston: Hall, 1984. 201-13. Raleigh, John Henry. "F. Scott Fitzgerald's The Great Gatsby." Mizener 99-103. Trilling, Lionel. "F. Scott Fitzgerald." Critical Essays on Scott Fitzgerald's "Great Gatsby." Ed. Scott Donaldson. Boston: Hall, 1984. 13-20.

Electrical Engineering :: essays research papers

Electrical Engineering Work Performed Electrical Engineers research, develop, design, and test electronic components, products, and systems for commercial, industrial, medical, military, and scientific applications (Cosgrove 749). They are concerned with devices that use small amounts of electricity that make up electronic components such as integrated circuits and microprocessors. By applying principles and techniques of electronic engineering they design, develop, and manufacture products such as computers, telephones, radios, and stereo systems (EGOE, 121). Electrical engineers touch everyone lives through the things they have designed or created. Electrical engineers have invented the lights in your house, the television, the stereo, the telephone, computers, and even your doctor’s blood pressure gauge (Stine 300). History The history of engineering goes back into the 19th century when Alexander Volta (1745-1827) made a remarkable discover regarding the nature of electricity (Cosgrove 749). He discovered that electrical current could be controlled and could flow from one point to another. By the time the mid-19th century came about the rules for electricity were being established. During this time electromagnetic induction was discovered by Michael Faraday who lived from 1791 to 1867 (749). Also during this time Samuel Morris invented the telegraph in 1837 which relies on the principles of electromagnetic induction (749). Alexander Graham Bell, who lived from 1847 to 1922, created the telephone which also uses electricity in order to operate (749). Through the success of the telephone, Bell Telephone Company was established. In 1878, the light bulb was finally invented by Thomas Edison who lived from 1847 to 1931 (749). Off the principles of Faraday’s electric motor from 1821, Nicholas Tesla inve nted a more efficient and powerful electric motor in 1888 (749). To make these inventions be more significant, effort was expended to make better motors and transformers and to enhance the power needed to make them function. Through these inventions during the middle 19th century, it led to the capability of lighting homes and cities through the use of electricity, and it also led to the creation of the telephone communication system (750).   Ã‚  Ã‚  Ã‚  Ã‚   Into The 20th Century By the time the 20th century arrived, vacuum tubes were invented that could transmit weak electrical signals which led to the formation of electromagnetic waves that led to the invention of the radio broadcast system (750). These vacuum tubes were discovered to be able to transmit currents through solid material, which led to the creation of transistors in the 1960’s (750).

Antony’s Speech and the Rhetoric Used

Vengeance is a powerful. Caesar’s slaying by Brutus sets Antony in motion to deceive his murderers into allowing him to speak to Rome. In his speech to the Romans, Antony turns Rome against Brutus using repetition to convey the irony in his own speech and discredit Brutus, as well as, applying meter to add emphasis to the mutiny, and contrast Brutus’s speech allowing him to connect with his countrymen. Repetition is used powerfully throughout Antony’s speech to convey a multitude of thoughts, however, the repetition particularly lends to the irony of the piece. †¦let me not stir you up / To such a sudden flood of mutiny. † (188-189) is a prime example of the irony in his address. His intent from the beginning is to lead a revolt against Brutus and Caesar’s other murderers, the fact that he actually states he does not want to create a mutiny while stirring up these very same people to revolt is very ironic. Antony uses an ironic repetition to adv ance his efforts for a mutiny in the discrediting of Brutus. Before Antony takes the stage to talk to Rome, Brutus has just given a very lively speech and the Romans are partial to him.It is then necessary for Antony to use dramatic irony to deceive his countrymen that he believes that â€Å"†¦Brutus is an honourable man;† (61). When Antony first describes Brutus as honourable the audience agrees it is only after the fourth time he says this that the whole crowd realize the irony behind what he is saying.. Antony uses this irony to discredit Brutus’s honour and sway the Romans to join in a mutiny against Brutus. The meter in Antony’s speech is also a very key part in adding emphasis to the mutiny he wishes to instill in the Romans.Most lines have ten syllables however there are several lines with only nine syllables to add affect. Not only do these sentences have less syllables in common but also they end with ambition. For example â€Å"Yet Brutus says he was ambitious;† (72) the lost syllables place is taken by a pause that allows the Roman and the reader to reflect on the repeated word ambition. This pause allows the Antony to inflict the thought that it was not Caesar that was ambitious but Brutus instead. This meter allows Antony to incite the doubt of Brutus in the minds of Antony’s countrymen and incite them to revolt.Interestingly enough the meter in Antony’s speech also serves as a contrast to Brutus’s who spoke in prose. Antony is a nobleman as is Brutus and throughout the whole play the only part where their dialogue is not written in meter of some sort is when Brutus addresses his countrymen. Antony however speaks as if he is addressing another noble conveying the message that he sees them as equals to him, and that while Brutus speaks down to their level, Antony lifts them up to his equal. This allows him to then sympathize with his countrymen and relate to them so that it is easier to coax the m to mutiny.

Two Famous Indian Monuments

The most outstanding monument built by Emperor Shahjahan is the Taj Mahal at Agra. It is on the bank of River Yamuna. This grand mausoleum was built in the memory of his beloved Queen Mumtaj Mahal. It has been described as â€Å"a dream in marble designed by fairies and completed by jewelers. † It is made of pure white marble. As a monument of love â€Å"it is unsurpassed in the world. † It stands on a platform of 8. 5 meters height. The mausoleum rises to a height of 32. 4 meters. It is surmounted by cupolas at each corner. The bulbous dome in the centre of the cupolas has the appearance of an inverted lotus. There are four smaller domes at the four corners of the building. Four minarets stand at each corner of the terrace. The outer walls and the interior walls are richly decorated with exquisite inlay work and calligraphy. The mausoleum is surrounded by beautiful gardens and fountains. It is an spectacular example of Mughal Architecture and one of the seven wonders of the world. QUTB MINAR The tall and ever attractive monument of Delhi which can be seen from most parts of the city is called the Qutab Minar. Every body has the same question when one sees the structure for the first time. The question that is often being put up is â€Å"Why the monument is that big? † or â€Å"Was there any specific reason to build such a tall building or it was just a wish of the person who built it? † Well, the exact reason is assumed to have something related to commemorating the victory. Mughals used to build victory towers to proclaim and celebrate victories. Some say the minaret was used to offer prayer but it is so tall that you can hear the person standing on the top. Also, the minaret is not joined on to Qutuddin's mosque and the Iltutmish's mosque. Qutab Minar is among the tallest and famous towers in the world. The minaret is 234 feet high and the highest individual tower in the world. Other towers in the world are the Great Pagoda in Pekin, China and the Leaning Tower of Pisa in Italy but these towers are not as high as the Qutab Minar in Delhi. According to history books, the minar was started by Prithviraj or his uncle Vigraharaja who won Delhi from the Tomar Rajputs. However, it is assumed and historians believe that Qutubuddib and Iltutmish finished it though the minar may have been commenced by Prithviraj or Vigraharaja. The minar was completed in 1200 A. D and since then the tall structure has been there upright and ever beautiful keeping an eye to Delhi just like a sentry. When Alauddin returned from the wars in the Deccan, he had this thought in mind that he would build a victory tower somewhat similar to the Qutab Minar. The ruins of this very initiative can be seen adjacent to the Qutbuddin's mosque because Alauddin died at the very start of the construction work and no one carried on to finish the initiative taken by Alauddin. Qutab Minar is another great masterpiece of Mughal architecture. It has a number of floors or storeys which has beautiful carvings like the one on the tomb of Iltutmish. There are inscriptions all round the tower and these inscriptions reveal that Iltutmish finised the tower. The structure of the wall is made as such that it widens from top to bottom, just to make the minar stronger. Moving upstairs inside the minar will give you a wonderful experience and counting the stairs is always a fun for visitors. It has 378 steps which takes good amount of energy to reach at the top. The top of the tower gives aninsight to Delhi because you get to see the bird's eye view of the city. To point a few sight seeing from the top, you will find views of the Hauz Khaz on the left and the walls of the Jahanpanah and Siri on the right. It was this very top of Qutab Minar that was used by Khilji and Tughlaq kings to watch the wild Mongol hordes when they threatened Delhi. The top also served as the watch top for Tughlaq who watched Timur's army camp on the Wellingdon Airport. Other important monuments that is visible from the top are the walls of Tughlaqabad,Humayun's Tomb, Purana Qila, Firoz Shah Kotla and Jama Masjid. The minar did receive some damage because of earthquakes on more than a couple of occasions but was reinstated and renovated by the respective rulers. During the rule of Firoz Shah, the minar's two top floors got damaged due to earthquake but were repaired by Firoz Shah. In the year 1505, earthquake again struck and it was repaired by Sikandar Lodi. Later on in the year 1794, the minar faced another earthquake and it was Major Smith, an engineer who repaired the affected parts of the minar. He replaced Firoz Shah's pavilion with his own pavilion at the top. The pavilion was removed in the year 1848 by Lord Hardinge and now it can be seen between the Dak Bungalow and the Minar in the garden. The floors built by Firaz Shah can be distinguished easily as the pavilions was built of white marbles and are quite smooth as compared to other ones. The minar is not that erect as it used to be because of wears and tears over the past several years. Closely looking at the mina rives you an idea that it is somewhat tilled towards one side. The minar is very sincerely looked after by the authorities much like the same as other historic monuments in the country.

memory is a constructive and active process Essay

Memory is a subject that has been of much interest to psychologists for many years and various research has been carried out in aid of trying to understand how memory works. It can be understood that memory is compromised of three processes and three key subsystems which enable it to work and perform efficiently on a daily basis. The encoding process is where information is retrieved via what is known as sensory memory which is encoded either visually or semantically by attaching a meaning to a word. In terms of storage of memory, the information in the sensory memory is either held in short term memory where it can be recalled for a few minutes or long term memory where it can be recalled for several decades. However a topic of much debate is whether memory is a constructive or passive process. Memory as an active process can be explained as the concept of memories being altered, distorted or even constructed from external sources whereas passive memory is where information is recal led exactly as it is encoded. A claim has been made that memory is active and constructive therefore in order to evaluate this claim it is important to consider the relevant studies carried out in this area of cognitive psychology. (Brace and Roth, 2007) When looking at the processes involved in memory, it is clear that the circumstances play an important role in whether retrieval becomes an active or passive process. When information is unfamiliar or leading questions are asked about memories, this can affect our recall and the memories can become distorted which implies a constructive aspect when recalling information. A number of studies examining specific circumstances and their effects on memory support this concept. Encoding follows a similar principle, where depending on the circumstances the information is either encoded passively or constructed with a mix of new information and information stored in long term memory in order to attach meaning to the information. Storage on the other hand is primarily passive as the information is recorded  automatically. It is also important to take into account that there is not just one type of memory but that it can be split into two different categories, short term memory and long term memory.(Brace and Roth, 2007) When looking at short term memory specifically, it becomes clear that there is a conscious and active aspect to the process therefore supporting the claim at least partially that memory is constructive. This is demonstrated in Baddley and Hitch’s model of short term memory (as cited in Brace and Roth 2007) they claim that the short term memory is comparable to a â€Å"workbench† concept where new information is mixed with old memories and stored information in order to carry out a variety of processes depending on the specific circumstances. The main weakness with this theory or concept is the inability to visually see what is occuring in the brain. Although we can look at PET scans and see relative differences in the posterior Hippocampus when investigating the active part of memory as can be seen in Maguier et al’s study (as cited in Brace and Roth 2007) of taxi drivers where that specific section of the brain was enlarged. We are still unable to see the actual information being encoded or stored however the speculation and theories put forward support the concept of some aspects of short term memory being constructive. Moving onto the main memory processes, Bartletts â€Å"The war of the ghosts† study (as cited in Brace and Roth 2007) is particularly relevant when evaluating the claim of memory being an entirely constructive and active process. He chose a story specifically aimed to contain unfamiliar concepts to the participants. This allowed him to examine the effects of social and personal experiences on memory and recall. This study supports the concept of memory being constructive and dynamic because the evidence shows that instead of the story being encoded and stored in a manner that allowed the participants to recall it accurately and undistorted, the participants used previous experiences and concepts that made sense to them in order to encode and retrieve the information. This distortion or transformation of the facts directly points to memory being active as during the processing of the story, it is likely that elaborative rehearsal played a part in the method of encoding and storage as the participants were linking information to  existing knowledge in order to make sense of the story. However it is important to consider there was no control over any of the variables in the study therefore the findings from the experiment would be difficult to measure in terms of accuracy and reliability in relation to the claim proposed. Further support for the claim comes from a study carried out by Loftus and Palmer (1974, as cited in Brace and Roth 2007) which was designed to look at the effect of leading questions and the influence of linguistics on our memory of events. This study further supports the concept of memory being constructive as the information is being distorted through the participants own experiences, this shows that the memories are not being recalled accurately but are being recalled in a manner that the participant is merging past experiences and knowledge along with the study material. This combined with the suggestive nature of the verbs used could also affect the retrieval of memories by misattributing the source resulting in the participants believing something that may not be entirely accurate, in this case the speed of the cars and presence of glass in the video. Although when interpreting the findings, it is important to consider the confounding variable of individual differences I.e personal perception of speed which could effect the validity and generalisability of the data. The study also lacks ecological validity as witnessing the car crash via a media source would not evoke the same emotional response as a witnessing it first hand, which could effect the quality and detail of the information stored. In contrast, certain aspects of memory imply a passive aspect of memory as some types of memories are accurately stored and recalled with little or no distortion and rarely forgotten. In the Bahrick et al (1975, as cited in Brace and Roth 2007) study which looked at the recollection of faces and names of people from their graduating classes it was found that even after 35 years there was almost no forgetting and accurate recall of names and faces. This Study supports the aspect of memory being a passive process as the information encoded is being recalled accurately and over a long period of time. These types of memories are classed as enduring memories and little or no loss or distortion occurs until very old age where other factors could  be responsible. However a weakness of the study was that it only tested names and faces which is a small representation of the types of knowledge stored in long term memory so would be difficult to apply the findings to all aspects of long term memory. Brown and Kulik (1977, as cited in Brace and Roth 2007) created the term ‘flashbulb memories’ in relation to autobiographical memories and carried out an experiment to demonstrate this theory. This experiment focused on events that are surprising and provoke strong emotional responses. This study further supports the notion of memory being passive as long as certain conditions are met. In this particular case the event has to be important to the individual and has to evoke a strong emotional response. As long as these conditions are met an individual is able to store and recall their memories of the event very accurately or at least the reception of the event i.e. who they were with and when they first found out etc. The emotional aspect of the event and the importance to the individual means the information can be recalled exactly as it was encoded with little or no distortion. However, it is important to consider that the rehearsal effect may play an important part in the storage of the memories due to the emotional nature of the event it is possible that these memories are replayed or rehearsed more often than other memories. After evaluating the evidence in relation to the claim that memory is constructive and active, taking into account both the results and the inherent problems with the studies methodology the conclusion has to be drawn that whilst some aspects of memory are indeed constructive there are also passive elements in all three processes of memory. The studies carried out on the retrieval process of memory certainly show strong indication of memory being constructive and show that memories can be altered or distorted by a variety of factors meaning the information retrieved is subject to change. However looking at both the encoding and storage processes these have been shown to have both passive and constructive elements depending on the circumstances such as emotional responses and personal relevance. Therefore looking at memory as a single entity, it has to be seen as an amalgamation of both constructive and passive elements. (Brace and Roth,  2007) References : Brace, N and Roth, I (2007) ‘Memory : structures, processes and skills’ in D. Miell, A.Phoenix, & K.Thomas(Eds.) Mapping psychology, Milton Keynes, The Open University.

Law Conflicts Essay

Situational Analysis on Children in Conflict with the Law and the Juvenile Justice System Atty. Sedfrey Candelaria; Atty. Aleli Domingo; Amanda Roselle Abrera; Geo Carbonell; Ma. Victoria Cardona and Tricia Oco Adhikain Para sa Karapatang Pambata (AKAP) of the Ateneo Human Rights Center, Ateneo Law School and United Nations Children’s Fund, 1998. E-mail: ahrc@acc.aiti.admu.edu.ph/ manila@unicef.org The Philippine Senate, through Resolution No. 109 dated July 20, 1990 ratified the Convention on the Rights of the Child (CRC) paving the way for the Convention’s implementation at the domestic level. This afforded children the set of protective rights related to the juvenile justice system under Articles 37, 39, and 40. The Philippine Government submitted its compliance commentaries on these provisions in its Initial Report to the Committee on the Rights of the Child in 1993. In response, the CRC committee submitted the following principal concerns: †¢ need for national legislation to conform with the convention †¢ need for efficient mechanisms to monitor the situation of these children in conflict with the law †¢ need for compatibility of the present juvenile justice system to the principles and provisions of the convention and other international standards The development of a situational analysis on children in conflict with the law and the juvenile justice system is deemed necessary to guide policy-makers in implementing effective programs and procedures to protect the rights of the child. Purpose of the Research Last May 7, 1997, a consultative meeting was conducted, with representatives from the five pillars of criminal justice: law enforcement, prosecution, courts, correction and the community. The main purpose was to gather more data and to validate initial observations  and analysis on the status of juvenile justice administration in the Philippines. The objectives of the research were therefore constituted as follows: †¢ To analyze data and existing studies on children in conflict with the law; †¢ To assess the current situation of the administration of juvenile justice in light of the principles and relevant provisions of the Convention on the Rights of the Child (e.g. Articles 37, 39 and 40); and †¢ To recommend practical and achievable steps toward reforming the juvenile justice system. Methodology The research team reviewed the data covering 1993 to 1997 on various aspects of the juvenile justice process. This was derived from existing studies, surveys or reports prepared by a number of groups concerned with children in conflict with the law. These materials were supplemented by actual interviews and responses to questionnaires sent to selected institutional respondents. A series of dialogues with judges of designated courts for children’s cases were also conducted from April to June 1997. Findings The data reveals that while there are Philippine laws, rules and regulations applicable to children in conflict with the law, prosecution and trial procedures in general do not make distinctions between adult and youthful offenders facing charges before the courts. As regards the profile of the Filipino child in conflict with the law, findings show that the youthful offender is: usually male; between the ages of fourteen (14) to seventeen (17) years; an elementary graduate; a middle child from a low-income family with four (4) to six (6) members; charged with property related crimes (robbery and theft); and, exposed to drugs or gang influence. The experience of a number of youthful offenders with the various stages of the juvenile justice process reveals occasional neglect and insensitivity by duty holders. Analysis The following is a brief analysis of the three sub-sections pertaining to the legal framework and processes, institutional framework, and the narrative and statistical report. It will underscore the strengths as well the gaps of the Philippine juvenile justice system as these affect the rights of children in conflict with the law. The discussion of the Philippine legal framework and processes tend to confirm the state of legislative reform in this country, particularly in regard to juvenile justice, as observed by the Committee on the Rights of the Child. It further affirms that while there are laws protecting the rights of children in conflict with the law, Philippine legislators have yet to seriously consider reviewing existing laws. In terms of priority, existing jurisdiction of designated courts over juvenile and domestic relations cases, including cases of youthful offenders, needs to be enhanced by passing legislation on the creation of child and family courts. In line with this reorganization, procedural rules applicable to these courts will be necessary. Therefore, findings of this report on the conduct of court proceedings involving children clearly support: †¢ a move towards restructuring the jurisdiction of some lower courts ; †¢ a set of procedural rules in the handling of children’s cases; and a set of clear-cut criteria for appointment of judges to a specialized child and family court. Various surveys and studies reveal an interesting finding on the average age of youthful offenders to be mostly male and between fourteen (14) andmseventeen (17) years of age. Indeed, this is rather significant in light of the observation of the Committee on the Rights of the Child that Philippine substantive law on the age of penal responsibility is quite low (below nine (9) years). Socio-cultural factors, however, must be closely considered when reviewing the present standard contained in our penal laws and the Child and Youth Welfare Code. Other substantive rights, such as, the constitutional guarantees of an accused are adequately covered by existing laws. The application and practice of these rights in favor of children facing the justice system do not seem to be monitored effectively by the key institutions of the juvenile justice system. An example is the lack of quantitative and qualitative data from the enforcement and judicial sectors concerning compliance with the constitutional and CRC standards on the rights of the youthful offenders at the apprehension, investigation, and trial stages. Selected incidents of violations of the rights of some children arrested, investigated and tried before the courts, as narrated in this report, tend to suggest that there may be more of these incidents in practice occurring at various stages of the juvenile justice process. Non-observance of the CRC standards may be attributed to inadequate training and lack of sensitivity of some law enforcement personnel, prosecutors and even judges in handling of cases of children in conflict with the law. Given the limits of the existing procedural system dealing with youthful offenders, police, prosecutors and judges have sufficient discretion occasionally to ensure that the procedural laws aim at diversion measures rather than passively allow an investigation or judicial process to proceed. It has been emphasized in the said report that every measure be taken to avoid placing the child within the often stressful environment of litigation. Sometimes, this is even aggravated by the protracted delays in the disposition of cases contrary to conventional standards of speedy justice. A more disturbing reality is the unfortunate condition faced by most detained and sentenced youthful offenders in public jails and similar institutions.  Despite clearly stated guidelines, laws and policies regarding the treatment of detained and sentenced juveniles, there exists a startling disregard for a most basic standard. Such is the segregation of children from adult offenders inside detention centers or jails. This continues to stand out as a sore thumb in our review of existing practices on this issue. The objectives of the juvenile justice system could easily be eroded by this situation of youth offenders in detention or those serving sentence. Neither do most physical facilities and development opportunities for detained or sentenced children adequately meet the standards set by the CRC and related U.N. guidelines. The budget allocated by the government for food and other basic necessities hardly promotes the standard to meet all the requirements of health and human dignity. Rehabilitation programs through (non-institutional) community-based services are being resorted to more often by DSWD. This is a move towards the right direction. However, support services are needed in the form of financial assistance, education, and employment for the returning youthful offender. Conclusions One of the remarkable contributions of the CRC to the issue of juvenile justice is the emphasis made on the impact of societal conditions on the growth and development of a child. Several factors contribute to a child’s transformation either into an accomplished member of society or one who finds himself or herself in conflict with the law. Within the context of duties and responsibilities, it may be argued that those with the primary right and duty in the rearing of a child deserve the unqualified support of the State authorities and institutions through the creation of an environment conducive to the wholesome development of a child. This research has confirmed that the situation of children in conflict with the law was better understood when viewed not only within the limited context of the commission of the crime itself. Instead, it focused more directly on the failure of some duty-holders to provide for an environment  that can promote the fullest potential of a child. A convergence of circumstances more often places the child in a situation leading to the commission of a crime. A dysfunctional family relationship, poverty or peer influence create conditions which may push the youth towards conflict with the law. In the Philippine juvenile justice system, the child generally enjoys guarantees distinguishable from adults. However, the judicial process itself, consisting of the criminal procedure and the rules of admissibility of evidence, does not provide an exclusive mode of conducing trial. The juveniles, as accused before courts of general jurisdiction, are designated to a juvenile and domestic relations court. There is a general impression that the revival of exclusive child and family courts may be contribute towards effective management of cases of youthful offenders. The experience of some Filipino youthful offenders with the justice system has been characterized occasionally with neglect and insensitivity by a number of judges, prosecutors and private lawyers, notwithstanding the well-entrenched judicial guarantees. This is not to overlook, however, the recent efforts of inter-agency task forces aimed at raising awareness of the legal profession on the conditions of children in conflict with the law. Society’s attitude towards returning youthful offenders or those in community-based rehabilitation programs is crucial in successfully reintegrating these children. The present report underscores the vulnerability of those youthful offenders staying in â€Å"closed† institutions and prisons. Recommendations After careful analysis and investigation of the situation of children in conflict with the law and realizing the many gaps of the Philippine juvenile justice system, the following recommendations were drawn: †¢ Law enforcement officers, prosecutors, judges, court social welfare officers, public attorneys and legal aid groups should be given orientation seminars  on international human rights instruments and child-related laws with emphasis on juvenile justice †¢ Government agencies and institutions engaged in defending youthful offenders should coordinate their efforts in providing protection to these children by establishing a common monitoring system covering the various stages of the juvenile justice system process. †¢ Specialized juvenile and domestic relations courts should be created. †¢ Support programs for streetchildren and other similarly vulnerable children should be increased as preventive measures. †¢ More facilities exclusively for children who are detained and sentenced should be constructed to prevent mingling with adult offenders. †¢ Community awareness of and involvement in non-institutional rehabilitation programs and services should be enhanced. †¢ Non-governmental organizations engaged in multi-disciplinary outreach programs with children in conflict with the law should form a network to maximize extension of assistance of these children. †¢ A comprehensive review of existing laws and procedures on juvenile justice in light of the CRC and other international standard-setting instruments affecting children in conflict with the law should be undertaken for purposes of law reform.