Earthquake - Free Essay Example

Sample details Pages: 32 Words: 9529 Downloads: 1 Date added: 2017/06/26 Category Statistics Essay Did you like this example? Abstract Earthquake is an independent natural phenomenon of vibration of the ground which can become dangerous mainly when it is considered in relation with structures. Earthquakes can be very weak, without even realizing them but (they) can also be strong enough to result serious damages to buildings which can lead to injures or even loss of human lives. In order to avoid any structural damage the legislation sets conditions on the building design. Don’t waste time! Our writers will create an original "Earthquake" essay for you Create order For that purpose, Eurocode 8 is established in European countries and sets up all the appropriate criteria and measures for the design of buildings for earthquake resistance (Eurocode 8 is established in Europe and suggests 4 different methods of analysis.) In this project the response of eight buildings is examined (investigated) under seismic excitation. Firstly, is examined the case of four buildings (1 storey, 2 storey, 3 storey and 4 storey) where all the storeys are facsimile (replica). Afterwards, is examined the case of four buildings (again 1-4 storeys) where while the storeys of each building are increased, the mass, the stiffness and the height of each floor are decreased. Both the lateral method of analysis and the modal response spectrum analysis are used as recommended by EC8 to calculate the inter-storey drifts, the total shear forces and the overturning moments at the base of each building. The results are plotted and compared so that useful outcomes can be obtained. 1. Introduction One of the most frightening and destructive phenomena of nature is a severe earthquake and its terrible aftereffects especially when they are associated with structures. An earthquake is a sudden movement of the Earth, caused by the abrupt release of strain that has accumulated over a long time. Earthquake intensity and magnitude are the most common used parameters in order to understand and compare different earthquake events.( are the most common parameters used to appreciate and compare.) In recent years have been giving increasing attention to the design of buildings for earthquake resistance. Specific (particular) legislation is (have been) established to make structures able to resist at any seismic excitation. In Europe, Eurocode 8 explains how to make buildings able to resist to earthquakes, and recommends the use of linear and non-linear methods for the seismic design of the buildings Simple structures can be modelled either as equivalent single degree of freedom systems (SDOF) or as a combination of SDOF systems. In this project 8 different buildings with a variation either on the number of storeys or on their characteristics are simulated as a combination of SDOF systems for which the mode shapes and their corresponding eigenfrequencies and periods are calculated. Afterwards the fundamental frequency is obtained for each case and the elastic design is used in order to obtain the base shear forces and the overturning moments. (INELASTIC DESIGN AND LATERAL FORCE METHOD) 2. Literature review 2.1 Introduction to earthquake engineering Definition and earthquake derivation or generation or creation or production or formation or genesis The lithosphere is the solid part of Earth which includes or consists of the crust and the uppermost mantle. The sudden movement of the earths lithosphere is called earthquake (technical name seism). Fractures in Earths crust where sections of rock have slipped past each other are called Faults. Most earthquakes occur along Faults. Generally, earthquakes are caused by the sudden release of built-up stress within rocks along geologic faults or by the movement of magma in volcanic areas. The theory of plate tectonics provides geology with a comprehensive theory that explains how the Earth works. The theory states that Earths outermost layer, the lithosphere, is broken into 7 large, rigid pieces called plates: the African, North American, South American, Australian- Indian, Eurasian, Antarctic, and Pacific plates. Several subcontinental plates also exist, including the Caribbean, Arabian, Nazca, Philippines and Cocos plates. Boundaries of tectonic plates are found at the edge of the lithospheric plates and can be of various forms, depending on the nature of relative movements. By their distinct motions, three main types can be characterized. The three types are: subduction zones (or trenches), spreading ridges (or spreading rifts) and transform faults.. convergent, divergent and conservative. At subduction zone boundaries, plates move towards each other and the one plate subducts underneath the other ( : one plate is overriding another, thereby forcing the other into the mantle beneath it.) The opposite form of movement takes place at spreading ridge boundaries. At these boundaries, two plates move away from one another. As the two move apart, molten rock is allowed to rise from the mantle to the surface and cool down to form part of the plates. This, in turn, causes the growth of oceanic crust on either side of the vents. As the plates continue to move, and more crust is formed, the ocean basin expands and a ridge system is created. Divergent boundaries are responsible in part for driving the motion of the plates. At transform fault boundaries, plate material is neither created nor destroyed at these boundaries, but rather plates slide past each other. Transform faults are mainly associated with spreading ridges, as they are usually formed by surface movement due to perpendicular spreading ridges on either side. Earthquake Location When an earthquake occurs, one of the first questions is where was it?. An earthquakes location may tell us what fault it was on and where the possible damage most likely occurred. The hypocentre of an earthquake is its location in three dimensions: latitude, longitude, and depth. The hypocentre (literally meaning: below the center from the Greek ), or focus of the earthquake, refers to the point at which the rupture initiates and the first seismic wave is released. As an earthquake is triggered, the fault is associated with a large area of fault plane. The point directly above the focus, on the earths surface where the origin of an earthquake above ground. The epicentre is the place on the surface of the earth under which an earthquake rupture originates, often given in degrees of latitude (north-south) and longitude (east-west). The epicentre is vertically above the hypocentre. The distance between the two points is the focal depth. The location of any station or observation can be described relative to the origin of the earthquake in terms of the epicentral or hypocentral distances. Propagation of seismic waves Seismic waves are the energy generated by a sudden breaking of rock within the earth or an artificial explosion that travels through the earth and is recorded on seismographs. There are several different kinds of seismic waves, and they all move in different ways. The two most important types of seismic waves are body waves and surface waves. Body waves travel deep within the earth and surface waves travel near the surface of the earth. Body waves: There are two types of body waves: P-waves (also pressure waves) and S-waves (also shear waves). P-waves travel through the Earth as longitudinal waves whose compressions and rarefactions resemble those of a sound wave. The name P-wave comes from the fact that this is the fastest kind of seismic wave and, consequently, it is the first or Primary wave to be detected at a seismograph. Speed depends on the kind of rock and its depth; usually they travel at speeds between 1.5 and 8 kilometers per second in the Earths crust. P waves are also known as compressional waves, because of the pushing and pulling they do. P waves shake the ground in the direction they are propagating, while S waves shake perpendicularly or transverse to the direction of propagation. The P-wave can move through solids, liquids or gases. Sometimes animals can hear the P-waves of an earthquake S-waves travel more slowly, usually at 60% to 70% of the speed of P waves. The name S-wave comes from the fact that these slower waves arrive Secondary after the P wave at any observation point. S-waves are transverse waves or shear waves, so that particles move in a direction perpendicular to that of wave propagation. Depending in whether this direction is along a vertical or horizontal plane, S-waves are subcategorized into SV and SH-waves, respectively. Because liquids and gases have no resistance to shear and cannot sustain a shear wave, S-waves travel only through solids materials. The Earths outer core is believed to be liquid because S-waves disappear at the mantle-core boundary, while P-waves do not. (3: https://www.globalchange.umich.edu/globalchange1/current/lectures/nat_hazards/nat_hazards.html) Surface waves: The surface waves expand, as the name indicates, near the earths surface. The amplitudes of surface waves approximately decrease exponentially with depth. Motion in surface waves is usually larger than in body waves therefore surface waves tend to cause more damage. They are the slowest and by far the most destructive of seismic waves, especially at distances far from the epicenter. Surface waves are divided into Rayleigh waves and Love waves. Rayleigh waves, also known as ground roll, are the result of an incident P and SV plane waves interacting at the free surface and traveling parallel to that surface. Rayleigh waves (or R-waves) took their name from (named for) John Strutt, Lord Rayleigh who first described them in 1885 ( who mathematically predicted the existence of this kind of wave in 1885) and they are an important kind of surface wave. Most of the shaking felt from an earthquake is due to the R-wave, which can be much larger than the other waves. In Rayleigh waves the particles of soil move vertically in circular or elliptical paths, just like a wave rolls across a lake or an ocean. As Rayleigh wave particle motion is only found in the vertical plane, this means that they most commonly found on the vertical component of seismograms. The Rayleigh equation is: Love waves (also named Q waves) are surface seismic waves that cause horizontal shifting of the earth during an earthquake. They move the ground from side to side in a horizontal plane but at right angles to the direction of propagation. Love waves took their name from A.E.H. Love, a British mathematician who worked out the mathematical model for this kind of wave in 1911. Love waves are the result from the interaction with SH-waves. They travel with a slower velocity than P- or S- waves, but faster than Rayleigh waves, their speed relate to the frequency of oscillation. Earthquake size: Earthquake measurement is not a simple problem and it is hampered by many factors. The size of an earthquake can be quantified in various ways. The intensity and the magnitude of an earthquake are terms that were developed in an attempt to evaluate the earthquake phenomenon and they are the most commonly used terms to express the severity of an earthquake. Earthquake intensity: Intensity is based on the observed effects of ground shaking on people, buildings, and natural features. It varies from place to place within the disturbed region depending on the location of the observer with respect to the earthquake epicenter. Earthquake magnitude: The magnitude is the most often cited measure of an earthquakes size. The most common method of describing the size of an earthquake is the Richter magnitude scale, ML. This scale is based on the observation that, if the logarithm of the maximum displacement amplitudes which were recorded by seismographs located at various distances from the epicenter are put on the same diagram and this is repeated for several earthquakes with the same epicentre, the resulting curves are parallel to each other. This means that if one of these earthquakes is taken as the basis, the coordinate difference between that earthquake and every other earthquake, measures the magnitude of the earthquake at the epicentre. Richter defined as zero magnitude earthquake one which is recorded with 1m amplitude at a distance of 100 km. Therefore, the local magnitude ML of an earthquake is based on the maximum trace amplitude A and can be estimated from the relation: ML= log A log A (3) Where A is the amplitude of the zero magnitude earthquake (ML=0). The Richter magnitude scale can only be used when seismographs are within 600 km of the earthquake. For greater distances, other magnitude scales have been defined. The most current scale is the moment magnitude scale MW, which can be used for a wide range of magnitudes and distances. Two main categories of instruments are used for the quantitative evaluation (estimation, assessment) of the earthquake phenomenon: the seismographs which record the displacement of the ground as a function of time, and the accelerographs (or accelerometers) which record the acceleration of the ground as a function of time, producing accelerograms. X the accelerogram of the 1940 El Centro earthquake. For every earthquake accelerogram, elastic or linear acceleration response spectrum diagrams can be calculated. (obtained, estimated) The response spectrum of an earthquake is a diagram of the peak values of any of the response parameters (displacement, acceleration or velocity) as a function of the natural vibration period T of the SDOF system, subjected to the same seismic input. All these parameters can be plotted together in one diagram which is called the tripartite plot (also known as four coordinate paper). 2.2 Earthquake and Structures simulation 2.2.1 Equation of motion of SDOF system Introduction Vibration is the periodic motion or the oscillation of an elastic body or a medium, whose state of equilibrium has been disturbed. : whose position of equilibrium has been displaced. There are two types of vibrations, free vibration and forced vibration. Vibration can be classified as either free or forced. A structure is said to be in a state of free vibration when it is disturbed from its static equilibrium by given a small displacement or deformation and then released and allowed to vibrate without any external dynamic excitation. Number of Degrees of Freedom (DOF) is the number of the displacements that are needed to define the displaced position of the masses relative to their original position. Simple structures can be idealised as a system with a lumped mass m supported by a massless structure with stiffness k. It is assumed that the energy is dissipated through a viscous damper with damping coefficient c. Only one displacement variable is required in order to specify the position of the mass in this system, so it is called Singe Degree of Freedom (SDOF) system. Undamped Free Vibration of SDOF systems Furthermore, if there is no damping or resistance in the system, there will be no reduction to the amplitude of the oscillation and theoretically the system will vibrate forever. Such a system is called undamped and is represented in the below: By taking into consideration the inertia force fin and the elastic spring force fs the equation of the motion is given by: fin + fs = 0 m+ ku = 0 Considering the initial conditions u(0) and (0), where u(0) is the displacement and (0) is the velocity at the time zero, the equation (4) has the general solution: u(t) = u(0) cosnt + sinnt where n is the natural frequency of the system and is given by, n = (6) The natural period and the natural frequency can be defined by the above equations: Tn = (7) fn = (8) Viscously damped Free Vibration of SDOF systems The equation of motion of such a system can be developed from its free body diagram below: Considering the inertia force fin, the elastic spring force fs and the damping force fD, the equation of the motion is given by: m+ c+ ku = 0 (9) Dividing by m the above equation gives: + 2n+ 2u = 0 (10) where is the critical damping and is given by: = (11) and Cc is the critical damping ratio given by: Cc = 2mn * If 1 or c Cc the system is overdamped. It returns to its equilibrium position without oscillating. * If = 1 or c = Cc the system is critically damped. It returns to its equilibrium position without oscillating, but at a slower rate. * If 1 or c Cc the system is underdamped. The system oscillates about its equilibrium position with continuously decreasing amplitude. Taking into account that all the structures can be considered as underdamped systems, as typically their damping ratio is less than 0.10 the equation (9) for the initial conditions u (0) and (0) gives the solution below: U (t) = e[u(0)cosn+[.+sinDt] (13) where D is the natural frequency of damped vibration and is given by: D = n (14) Hence the natural period is: TD = (15) Undamped Forced Vibration of SDOF system The equation of motion of such a system can be developed from its free body diagram below: Considering the inertia force fin, the elastic spring force fs and the external dynamic load f(t), the equation of the motion is given by: m+ ku = f(t) (16) where f(t) = f0 sint is the maximum value of the force with frequency By imposing the initial conditions u(0) and (0) the equation (16) has a general solution: u(t) = u(0)cosnt + sinnt + sint (17) Damped Forced Vibration of SDOF system The equation of motion of such a system can be developed from its free body diagram below: Considering the inertia force fin, the elastic spring force fs, the damping force fD and the external dynamic load f(t), the equation of the motion is given by: m+ c+ ku = f(t) (18) where f(t) = f0 sint The particular solution of equation (18) is: up = Csint + Dcost (19) And the complementary solution of equation (18) is: (20) uc = e(AcosDt + Bsinnt) (20) 2.2.2 Equation of motion of MDOF system The equation of motion of a MDOF elastic system is expressed by: M+ C+ Ku = -MAI(t) (21) where M is the mass matrix, C is the damping matrix, K is the stiffness matrix, u is the acceleration vector, u is the velocity vector and u is the displacement vector. Finally, AI is a vector with all the elements equal to unity and ug(t) is the ground acceleration. 2.2 Earthquake and Structures simulation 2.2.1 Equation of motion of SDOF system Introduction Vibration is the periodic motion or the oscillation of an elastic body or a medium, whose state of equilibrium has been disturbed. : whose position of equilibrium has been displaced. There are two types of vibrations, free vibration and forced vibration. Vibration can be classified as either free or forced. A structure is said to be in a state of free vibration when it is disturbed from its static equilibrium by given a small displacement or deformation and then released and allowed to vibrate without any external dynamic excitation. Number of Degrees of Freedom (DOF) is the number of the displacements that are needed to define the displaced position of the masses relative to their original position. Simple structures can be idealised as a system with a lumped mass m supported by a massless structure with stiffness k. It is assumed that the energy is dissipated through a viscous damper with damping coefficient c. Only one displacement variable is required in order to specify the position of the mass in this system, so it is called Singe Degree of Freedom (SDOF) system. Undamped Free Vibration of SDOF systems Furthermore, if there is no damping or resistance in the system, there will be no reduction to the amplitude of the oscillation and theoretically the system will vibrate forever. Such a system is called undamped and is represented in the below: By taking into consideration the inertia force fin and the elastic spring force fs the equation of the motion is given by: fin + fs = 0 m+ ku = 0 Considering the initial conditions u(0) and (0), where u(0) is the displacement and (0) is the velocity at the time zero, the equation (4) has the general solution: u(t) = u(0) cosnt + sinnt where n is the natural frequency of the system and is given by, n = (6) The natural period and the natural frequency can be defined by the above equations: Tn = (7) fn = (8) Viscously damped Free Vibration of SDOF systems The equation of motion of such a system can be developed from its free body diagram below: Considering the inertia force fin, the elastic spring force fs and the damping force fD, the equation of the motion is given by: m+ c+ ku = 0 (9) Dividing by m the above equation gives: + 2n+ 2u = 0 (10) where is the critical damping and is given by: = (11) and Cc is the critical damping ratio given by: Cc = 2mn * If 1 or c Cc the system is overdamped. It returns to its equilibrium position without oscillating. * If = 1 or c = Cc the system is critically damped. It returns to its equilibrium position without oscillating, but at a slower rate. * If 1 or c Cc the system is underdamped. The system oscillates about its equilibrium position with continuously decreasing amplitude. Taking into account that all the structures can be considered as underdamped systems, as typically their damping ratio is less than 0.10 the equation (9) for the initial conditions u (0) and (0) gives the solution below: U (t) = e[u(0)cosn+[.+sinDt] (13) where D is the natural frequency of damped vibration and is given by: D = n (14) Hence the natural period is: TD = (15) Undamped Forced Vibration of SDOF system The equation of motion of such a system can be developed from its free body diagram below: Considering the inertia force fin, the elastic spring force fs and the external dynamic load f(t), the equation of the motion is given by: m+ ku = f(t) (16) where f(t) = f0 sint is the maximum value of the force with frequency By imposing the initial conditions u(0) and (0) the equation (16) has a general solution: u(t) = u(0)cosnt + sinnt + sint (17) Damped Forced Vibration of SDOF system The equation of motion of such a system can be developed from its free body diagram below: Considering the inertia force fin, the elastic spring force fs, the damping force fD and the external dynamic load f(t), the equation of the motion is given by: m+ c+ ku = f(t) (18) where f(t) = f0 sint The particular solution of equation (18) is: up = Csint + Dcost (19) And the complementary solution of equation (18) is: uc = (AcosDt + Bsinnt) (20) 2.2.2 Equation of motion of MDOF system The equation of motion of a MDOF elastic system is expressed by: M+ C+ Ku = -MAI(t) (21) where M is the mass matrix, C is the damping matrix, K is the stiffness matrix, u is the acceleration vector, u is the velocity vector and u is the displacement vector. Finally, AI is a vector with all the elements equal to unity and g(t) is the ground acceleration. 3. Description of the Method 3.1 Simplified Multi-Storey Shear Building Model It is almost impossible to predict precisely which seismic action a structure will undergo during its life time. Each structure must be designed to resist at any seismic excitation without failing. For this reason each structure is designed to meet the requirements of the design spectrum analysis based in EC8. Also some assumptions are necessary in order to achieve the best and the simplest idealization for each multi store building. Initially it is assumed that the mass of each floor is lumped at the centre of the floor and the columns are massless. The floor beams are completely rigid and incompressible; hence the floor displacement is being transferred equally to all the columns. The columns are flexible in horizontal displacement and rigid in vertical displacement, while they are provided with a fully fixed support from the floors and the ground. The building is assumed to be symmetric about both x and y directions with symmetric column arrangement. The consequence of this is tha t the centre of the mass of each floor to coincide with the centre of the stiffness of each floor. The position of this centre remains stable up the entire height of the building. Finally, it is assumed that there are no torsional effects for each of the floors. If all the above assumptions are used the building structure is idealised as a model where the displacement at each floor is described by one degree of freedom. Thus, for a jth storey building, j degrees of freedom required to express the total displacement of the building. The roof of the building has always to be considered as a floor. The mass matrix M is a symmetric diagonal nxn matrix for a n-storey building and is given below. Each diagonal value in the matrix represents the total mass of one beam and its two corresponding columns which are assumed to be lumped at each level. M = Stiffness method is used to formulate the stiffness matrix. K is the lateral stiffness of each column and is given by the relationship: K = (22) where EI is the flexural stiffness of a column. The lateral stiffness of each column is clamped at the ends and is imposed in a unit sway. The stiffness of each floor is the sum of the lateral force of all columns in the floor. The stiffness matrix is for a n-storey building is: K = In order to calculate the natural modes of the vibration, the system is assumed that vibrates freely. Thus, g(t)=0, which for systems without damping (c=0) the equation (21) specializes to: M+ Ku = 0 (23) The displacement is assumed to be harmonic in time, this is: = -2Ueit (24) Hence equation (23) becomes: (K 2M)U = 0 (25) The above equation has the trivial solution u=0. For non trivial solutions, u0 the determinant for the left hand size must be zero. That is: |K 2 M| = 0 (26) This condition leads to a polynomial in terms of 2 with n roots, where n is the size of matrices and vectors as cited above. These roots are called eigenvalues. By applying the equation (6) (7), the natural frequency and the natural period of vibration for each mode shape can be determined. Each eigenvalue has a relative eigenvector which represent the natural ith mode shape. After the estimation of the eigenvector in order to compare the mode shapes, scale factors are applied to natural modes to standarise their elements associated with various degrees of freedom (X). This process is called normalization. Hence, after the estimation of the eigenvectors each mode is normalised so that the biggest value is X: eigenvector notation. unity. The eigenvectors of a symmetric matrix corresponding to distinct eigenvalues are orthogonal. This aspect is expressed by the following expression: UiTKUij = UiTMUij (27) The classical eigenvalue problem has the following form: (M-1K I) u = 0 (28) where =2 and I is the identity matrix. EC8 suggests that the response in two modes i and j can be assumed independent of each other when Tj 0.9 Ti where Ti and Tj are the periods of the modes i and j respectively (always Ti Tj). The calculated fundamental period can be checked by the equation that EC8 suggests: T = Ct*H3/4 where T is the fundamental period of the building, Ct is a coefficient and H is the total height of the building; this expression is valid buildings that their total height is not more than forty metres 3.2 Elastic Analysis The response method is used to estimate the maximum displacement (uj), pseudo- velocity (j) and acceleration (j) for each calculated natural frequency. It is assumed that the MDOF system oscillates in each of its modes independently and displacements, velocities and accelerations can be obtained for each mode separately considering modal responses as SDOF responses. Each maximum, displacement velocity and acceleration read from the design spectrum is multiplying by the participation factor i to re-evaluate the maximum values expressed ujmax, jmax, jmax respectively. The participation factor i is defined by the following equation: (28) where UijT is the transpose vector of each of the mode vectors, M is the mass matrix, AI is the unit vector and Uij is the mode shape vector. The actual maximum displacements of the jth mode are given by: u = ujmaxUj Afterwards, the root-mean-square (RMS) approximation is used in order to calculate the maximum displacement for each floor. In this approach, all the maximum values for each mode, are squared and summed and their square root is derived. If we let Dmax be the maximum displacement then: Dmax = (29) A very variable parameter to characterise the seismic behaviour of a building is the Inter-Storey Drift which can be obtained by the following equation: i = Di Di-1/hi (30) where Di, Di-1, are the horizontal displacements for two contiguous floors and hi is the corresponding height of the floor. The calculated values must be lower than 4% in order to agree with the Eurocode. Afterwards the horizontal inertia forces Fjs applied at each floor are obtained by applying the following equation: Fj = MUjjmax (31) where M is the mass matrix, Uj is the eigenvector for each mode and jmax is the maximum acceleration. As it is suggested from the EC8, the root-mean-approximation is used again in order to obtain the total lateral forces. EC8 suggests that the combined lateral force at each floor is given by the square root of the sum of the squares of each lateral force at each floor of all the modes. If we let Ftotal,i the maximum base shear force then: Ftotal,j = [1] (32) where Fij is the lateral force at floor i of the mode j. Once the total lateral forces and the shear forces have been obtained, the maximum overturning moment is calculated. 3.3 Inelastic Analysis The inelastic response spectra are generally obtained by the scaling of the elastic design spectra via the use of response modification factors. No effect of the energy absorption was assumed in the structure for the calculated values by using the elastic design spectrum. By introducing the ductility factor this parameter is taking into consideration. Newmark has described the ductility parameter as the ratio of maximum displacement to the displacement at yield. Apparently when yielding does not take place the concept of ductility is not relevant and is taken equal to unity. he system is described by the damping ratio , the natural frequency n, and the ductility factor . In order to calculate the new set of values of acceleration, displacement and velocity the design response spectrum has to be constructed. Newmarks procedure leads to the construction of two modified spectra. 1. For maximum acceleration: In this case the elastic design spectrum is reduced by the appropriate coefficients. The acceleration region of the graph is multiplied by the following factor: (33) While the displacement region is multiplied by: (34) X: Construction of the inelastic maximum acceleration design spectrum. Where AB = [AB] And CD = [CD] 2. For maximum displacement: In this case the elastic design spectrum is increased by the appropriate coefficients. The inelastic maximum displacement spectrum is constructed and is presented in X. As it is observed AB is the same as the elastic spectrum, while CD and EF are each times CD and EF on the acceleration scale. Once the construction of both the above inelastic design spectra is completed, a new set of values of acceleration and displacement can be obtained. Each displacement and acceleration read from the spectrum is multiplying by the participation factor i, in order to modify the calculated values. After the re-evaluation of the displacement and the accelerations the procedure is the same as in the elastic analysis. The participation factors remain stable for the inelastic analysis as the ductility factor does not affect them. The actual maximum accelerations and displacements of the jth mode can be obtained by applying the equation (X) and then by applying the RMS approximation. Herein, the inter-storey drift and the lateral forces FJs applied to each floor can be obtained by using the equations (X) and (X) respectively. Once the total lateral forces and the shear forces have been obtained, the maximum overturning moment is calculated. 4 Results In this project two different cases are examined: 1. Four buildings with a variation in the number of storeys and differentiation in their characteristics. 2. Four buildings from one until four storeys where all the levels are identical between them. Case 1: Firstly, a one storey building is examined and the elastic and inelastic responses are analysed. Afterwards one storey is added which means that two degrees of freedom are needed to describe the total displacement of the structure. The second floor of the building has redundant mass, height and stiffness. Afterwards, one more storey is added above the existing two storey building with even less mass, height and stiffness. The elastic and inelastic responses are then analysed for the three storey building. Finally, one more storey is added which is identical as the last one and the four storey building is analysed. One storey building The dimensions of both the building and its elements are presented in the below. X: (a) dimensions of the one storey building, (b) beam cross section (c) column cross section. By applying the equation (22) stiffness K can be obtained and the calculated value is represented below: K = 9.6*107 Afterwards, by applying the equation (26) the eigenvalue 2 is obtained as. The natural frequency, which in this case is the fundamental frequency as well, is obtained by applying the equation (6) and the period by applying the equation (7). The calculated values are represented in the table below: Eigenvalue 2 (rad2/s2) Frequency (Hz) Period (s) 192 2.205 0.453 Table X: Eigenvalue, Frequency and Period for the one storey building. Elastic Analysis The maximum displacement, Pseudo-Velocity and Acceleration are obtained from the elastic design spectrum as: Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 0.750 0.092 0.636 Table X: Maximum Displacement, Pseudo- Velocity and Acceleration for the one storey building. The Inter- Storey Drift is obtained in percentages and it is =1.840 %. Afterwards, the maximum base shear force and the maximum overturning moment for the elastic analysis are represented in Table X. Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 3.120*106 2.560*107 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the one storey building. Inelastic Analysis The maximum displacement and Acceleration are obtained from the inelastic design spectrum as: Displacement (m) Acceleration (g) 0.193 0.123 Table X: Maximum Displacement, Pseudo- Velocity and Acceleration for the one storey building. The Inter- Storey Drift is obtained in percentages and it is =3.860 %. The maximum base shear force and the maximum overturning moment for the inelastic analysis are calculated and presented below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 6.033*106 1.560*107 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the one storey building (Inelastic design) Two storey building One floor is added above the existing one storey building. The height of the new floor, the mass and the X EI are reduced as it is shown in the below. The mass matrix M for the above building is a symmetric, diagonal 22 matrix and is given below: The stiffness matrix is derived applying equation (22) to the general form of stiffness matrix ( 15). For a 2 storey building, the stiffness matrix K is a symmetric 22 matrix: By applying the equation x to x the stiffness matrix is obtained. to By applying the stiffness method to a 2 storey building, the stiffness matrix K which is a symmetric 22 matrix, becomes: By using the equation (6) (7), the natural frequency and the natural period of vibration for each mode shape can be determined. The calculated eigenvalues, and the related natural frequencies and periods are given in the table below: Mode Shape Eigenvalue 2 (rad2/s2) Frequency (Hz) Period (s) 1 93.026 1.535 0.651 2 773.974 4.428 0.226 Table X: Eigenvalues, Frequencies and Periods for the 2 storey building. The modes of the shape and their corresponding periods are shown below: Using the method of normalisation the eigenvectors become: The two different mode shapes for the 2 storey building are presented below graphically. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 1.535 0.750 0.113 0.510 2 4.428 0.729 0.045 1.080 Table X: Maximum Displacement, Pseudo- Velocity and Acceleration for the 2 storey building. The two calculated participation factors is are represented in the table below: 1 2 1.137 0.145 Table X: Participation Factors. The maximum displacement, Pseudo-Velocity and Acceleration from Table X are multiplied by the respective participation factors from Table X. The scaled parameters of the motion are given in the table below. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 1.535 0.852 0.128 0.589 2 4.428 0.106 6.541*10-3 1.158 Table X: Scaled parameters of the motion for each mode due to the participation factors. By applying the root-mean-square (RMS) approximation (equation 29) the maximum displacement can be obtained for both of the floors: D1 = 0.097 m for the first floor and D2 = 0.129 m for the second floor. Afterwards the Inter- Storey Drift is obtained in percentages for both of the floors and it is 1=1.936 % for the first one and 2 = 0.795 % for the second. The above values are in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are calculated by applying the root-mean-approximation and the results are presented in the above table: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 4.468*106 3.168*107 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 2 storey building. Inelastic Analysis The inelastic maximum acceleration and the inelastic maximum displacement design spectra are constructed by using a ductility factor of 5 (=5). Hence the acceleration and the displacement are re-evaluated. The results are given in the table below. Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.535 0.198 0.100 2 4.428 0.100 0.172 Table X: Calculated displacements and accelerations for each mode (Inelastic design). Afterwards, each displacement and acceleration s multiplied by the respective participation factor from Table (X) and the scaled parameters are given below: Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.535 0.225 0.114 2 4.428 0.015 0.025 Table X: Scaled parameters of the motion for each mode due to the participation factors (Inelastic design). Herein, the Inter-Storey Drift is obtained in percentages for both of the floors and it is: 1=3.397 % for the first one and 2 = 1.390 % for the second. It is observed an increment at the above values comparing them with the corresponding values of the elastic analysis but they are still in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are calculated and the results are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 8.657*105 6.114*106 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 2 storey building (Inelastic design). As it is observed, there is a noticeable decrease of the values in Table (X) comparing them with the corresponding values from the elastic design in Table(x). As it is shown, the ductility factor reduces the total shear force and the total overturning moment of the building. 3. Three storey building One floor is added above the existing two storey building. The height of the new floor, the mass and the stiffness are reduced. The below represents the dimensions for the three storey building and its elements. The mass matrix M for a 3 storey building is a symmetric, diagonal 33 matrix and is given below: The stiffness matrix is derived applying equation (22) to the general form of stiffness matrix ( 15). For a 3 storey building, the stiffness matrix K is a symmetric 33 matrix: By using the equation (6) (7), the natural frequency and the natural period of vibration for each mode shape can be determined. The calculated eigenvalues, and the corresponding natural frequencies and periods are given in the above table: Mode Shape Eigenvalue 2 (rad2/s2) Frequency (Hz) Period (s) 1 70.673 1.338 0.747 2 625.839 3.982 0.251 3 2.17*103 7.414 0.135 Table X: Eigenvalues, Frequencies and Periods for the 3 storey building. The modes of the shape and their corresponding periods are shown below: Using the method of normalisation the eigenvectors become: The different mode shapes for the 3 storey building are presented below graphically. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 1.338 0.750 0.123 0.477 2 3.982 0.750 0.062 1.000 3 7.414 0.345 0.010 1.087 Table X: maximum Displacement, Pseudo- Velocity and Acceleration for the 3 storey building. The three calculated participation factors is are represented in the table below: 1 2 3 1.165 0.213 0.014 Table X: Participation Factors. The maximum displacement, Pseudo-Velocity and Acceleration from Table X are multiplied by the respective participation factors from Table X. The scaled parameters of the motion are given in the table below. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 1.338 0.874 0.143 0.556 2 3.982 0.160 0.013 0.213 3 7.414 4.705*10-3 1.364*10-4 0.015 Table X: Scaled parameters of the motion for each mode due to the participation factors. Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.098m, D2 = 0.136m and D3 = 0.144m 1 = 1.951 %, 2 = 0.958 % and 3 = 0.263 % The above values of the Inter Storey Drift are in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are calculating by applying the root-mean-approximation and the results are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 5.005*106 4.093*107 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 3 storey building. Inelastic Analysis The inelastic maximum acceleration and the inelastic maximum displacement design spectra are constructed by using a ductility factor of 5 (=5). Hence the acceleration and the displacement are re-evaluated. The results are given in the table below. Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.338 0.200 0.090 2 3.982 0.131 0.172 3 7.414 0.022 0.172 Table X: Calculated displacements and accelerations for each mode (Inelastic design). Afterwards, each displacement and acceleration is multiplied by the respective participation factor from Table (X) and the scaled parameters are given below: Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.338 0.233 0.105 2 3.982 0.028 0.037 3 7.414 3*10-4 2.435*10-3 Table X: Scaled parameters of the motion for each mode due to the participation factors (Inelastic design). Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.160m, D2 = 0.221m and D3 = 0.234m 1 = 3.192 %, 2 = 1.536 % and 3 = 0.439 % It is observed an increment at the values of the Inter-Storey Drift comparing them with the corresponding values of the elastic analysis but they are still in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are calculated and the results are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 9.439*105 7.721*106 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 3 storey building (Inelastic design). Four storey building One floor is added above the existing three storey building. The new floor has identical characteristics to the third floor. The below presents the dimensions for the four storey building and its elements. The mass matrix M is given below: The stiffness matrix K is: By using the equation (6) (7), the natural frequency and the natural period of vibration for each mode shapes can be determined. The calculated eigenvalues, and the corresponding natural frequencies and periods are given in the above table: Mode Shape Eigenvalue 2 (rad2/s2) Frequency (Hz) Period (s) 1 55.426 1.185 0.844 2 497.489 3.55 0.282 3 1.241*103 5.607 0.178 4 3.739*103 9.732 0.103 Table X: Eigenvalues, Frequencies and Periods for the 4 storey building. The modes of the shape and their corresponding periods are shown below: Using the method of normalisation the eigenvectors become: The different mode shapes for the 3 storey building are presented below graphically Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 1.185 0.750 0.123 0.477 2 3.55 0.750 0.069 0.919 3 5.607 0.519 0.026 1.087 4 9.732 0.119 0.002 0.636 Table X: maximum Displacement, Pseudo- Velocity and Acceleration for the 2 storey building. The four calculated participation factors is are represented in the table below: 1 2 3 4 1.196 0.262 0.047 2.071*10-3 Table X: Participation Factors. The maximum displacement, Pseudo-Velocity and Acceleration from Table X are multiplied by the respective participation factors from Table X. The scaled parameters of the motion are given in the table below. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 1.185 0.897 0.248 0.102 2 3.55 0.197 0.041 0.045 3 5.607 0.024 2.760*10-3 8.047*10-3 4 9.732 2.464*10-3 1.242*10-5 2.360*10-3 Table X: Scaled parameters of the motion for each mode due to the participation factors. Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.09m, D2 = 0.129m, D3 = 0.14m and D4 = 0.148m 1 = 1.809 %, 2 = 0.963 %, 3 = 0.412 % and 4 = 0.222 %. The Maximum Base Shear Force and the Maximum Overturning Moment are calculating by applying the root-mean-approximation and the results are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 1.044*106 9.964*106 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 4 storey building. Inelastic Analysis The inelastic design spectrum is used with a ductility factor of 5 (=5). Hence the acceleration and the displacement are re-evaluated. The results are given in the table below. Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.185 0.207 0.085 2 3.55 0.156 0.172 3 5.607 0.059 0.172 4 9.732 0.006 0.114 Table X: Calculated displacements and accelerations for each mode (Inelastic design). Afterwards, each displacement and acceleration is multiplied by the respective participation factor from Table (X) and the scaled parameters are given below: Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.185 0.248 0.102 2 3.55 0.041 0.045 3 5.607 2.760*10-3 8.047*10-3 4 9.732 1.242*10-5 2.360*10-4 Table X: Scaled parameters of the motion for each mode due to the participation factors (Inelastic design). Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.155m, D2 = 0.217m, D3 = 0.238m and D4= 0.250 m 1 = 3.093 %, 2 = 1.561 %, 3 = 0.710 % and 4 = 0.399 % The values of the Inter-Storey Drift are in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are calculated and the results are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 9.439*105 7.721*106 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 4 storey building (Inelastic design). Then one floor is added above the existing building, which is a duplicate of the first one. Case 2: Four buildings with identical characteristics for all the floors: In this case the four buildings that will be examined they will have the exact same characteristics at all of the floors. The same procedure as in case one is followed in order to design four different building models able to resist at any seismic excitation. While the procedure is the same, only the final tables and the appropriate s for each case will be presented. The one storey building is the same as the one storey building of case one. Two storey building The dimensions of both the building and its elements are presented in the below. The mass matrix M is given below: The stiffness matrix is given below: The calculated eigenvalues, and the corresponding natural frequencies and periods are given in the above table: Mode Shape Eigenvalue 2 (rad2/s2) Frequency (Hz) Period (s) 1 73.337 1.363 0.734 2 502.663 3.568 0.280 Table X: Eigenvalues, Frequencies and Periods for the 2 storey building. The modes of the shape and their corresponding periods are shown below: Using the method of normalisation the eigenvectors become: T1= 0.734s T2= 0.280s The two different mode shapes for the 2 storey building are presented below graphically. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 1.363 0.750 0.118 0.497 2 3.568 0.750 0.067 0.921 Table X: Maximum Displacement, Pseudo- Velocity and Acceleration for the 2 storey building. The two calculated participation factors is are represented in the table below: 1 2 1.171 0.276 Table X: Participation Factors. The scaled parameters of the motion are given in the table below. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 1.363 0.878 0.138 0.582 2 3.568 0.207 0.019 0.255 Table X: Scaled parameters of the motion for each mode due to the participation factors. Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.087 m and D2 = 0.139 m. 1=1.747 % and 2 = 1.025 %. The above values are in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are given in the table below. Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 4.643*106 3.739*107 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 2 storey building. Inelastic Analysis The inelastic design spectrum is used with a ductility factor of 5 (=5). Hence the acceleration and the displacement are re-evaluated. The results are given in the table below: Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.363 0.199 0.086 2 3.568 0.151 0.172 Table X: Calculated displacements and accelerations for each mode (Inelastic design). Afterwards, each displacement and acceleration is multiplied by the respective participation factor from Table (X) and the scaled parameters are given below: Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.363 0.233 0.101 2 3.568 0.042 0.048 Table X: Scaled parameters of the motion for each mode due to the participation factors (Inelastic design). Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.150m and D2 = 0.234m 1 = 2.998 % and 2 = 1.690 % The values of the Inter-Storey Drift are in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are calculated and the results are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 8.041*105 6.471*106 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 2 storey building (Inelastic design). Three storey building g The below represents the dimensions for the two storey building and its elements. The mass matrix M is given below: The stiffness matrix K is: The calculated eigenvalues, and the corresponding natural frequencies and periods are given in the above table: Mode Shape Eigenvalue 2 (rad2/s2) Frequency (Hz) Period (s) 1 38.028 0.981 1.019 2 298.552 2.750 0.364 3 623.420 3.974 0.252 Table X: Eigenvalues, Frequencies and Periods for the 3 storey building. The modes of the shape and their corresponding periods are shown below: T1= 1.019s T2= 0.364s T3= 0.252s Using the method of normalisation the eigenvectors become: T1= 1.019s T2= 0.364s T3= 0.252s The three different mode shapes for the 3 storey building are presented below graphically Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 0.981 0.750 0.133 0.405 2 2.750 0.750 0.082 0.720 3 3.974 0.750 0.063 0.998 Table X: Maximum Displacement, Pseudo- Velocity and Acceleration for the 3 storey building. The three calculated participation factors is are represented in the table below: 1 2 3 1.220 0.349 0.134 Table X: Participation Factors. The scaled parameters of the motion are given in the table below. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 0.981 0.915 0.162 0.494 2 2.750 0.262 0.029 0.251 3 3.974 0.101 8.451*10-3 0.134 Table X: Scaled parameters of the motion for each mode due to the participation factors Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.078 m, D2 = 0.131 m and D3 = 1.164 m. 1=1.560 %, 2 = 1.061 % and 3=0.658. The above values are in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 5.507*106 6.129*107 It is observed an increscent at the above values in table X comparing them with( se sxesi me) the corresponding calculated values in table X for the 2-storey building. Inelastic Analysis The inelastic maximum acceleration and the inelastic maximum displacement design spectra are constructed by using a ductility factor of 5 (=5). Hence the acceleration and the displacement are re-evaluated. The results are given in the table below. Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 0.981 0.207 0.072 2 2.750 0.189 0.152 3 3.974 0.134 0.172 Table X: Calculated displacements and accelerations for each mode (Inelastic design). Afterwards, each displacement and acceleration is multiplied by the respective participation factor from Table (X) and the scaled parameters are given below: Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 1.338 0.253 0.088 2 3.982 0.066 0.053 3 7.414 0.018 0.023 Table X: Scaled parameters of the motion for each mode due to the participation factors (Inelastic design). Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.131m, D2 = 0.205m and D3 = 0.258m 1 = 2.623 %, 2 = 1.486 % and 3 = 1.055 % It is observed an increment at the values of the Inter-Storey Drift comparing them with the corresponding values of the elastic analysis but they are still in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are calculated and the results are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 9.832*105 1.090*107 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 3 storey building (Inelastic design). 4. Four storey building The below represents the dimensions for the two storey building and its elements. The mass matrix M is given below: The stiffness matrix is: By using the equation (6) (7), the natural frequency and the natural period of vibration for each mode shapes can be determined. The calculated eigenvalues, and the corresponding natural frequencies and periods are given in the above table: Mode Shape Eigenvalue 2 (rad2/s2) Frequency (Hz) Period (s) 1 23.158 0.766 1.306 2 192 2.205 0.453 3 450.681 3.379 0.296 4 678.161 4.145 0.241 Table X: Eigenvalues, Frequencies and Periods for the 4 storey building. The modes of the shape and their corresponding periods are shown below: T1= 1.306s T2= 0.453 T3= 0.296s T4= 0.241s Using the method of normalisation the eigenvectors become: T1= 1.306s T2= 0.453 T3= 0.296s T4= 0.241s Maximum Displacement, Pseudo Velocity and Acceleration for the different frequencies Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 0.766 0.750 0.193 0.291 2 2.205 0.750 0.092 0.636 3 3.379 0.750 0.068 0.884 4 4.145 0.750 0.055 1.087 Table X: maximum Displacement, Pseudo- Velocity and Acceleration for the 4 storey building. The four calculated participation factors is are represented in the table below: 1 2 3 4 1.241 0.333 0.184 0.080 Table X: Participation Factors. The maximum displacement, Pseudo-Velocity and Acceleration from Table X are multiplied by the respective participation factors from Table X. The scaled parameters of the motion are given in the table below. Mode Shape Frequency (Hz) Pseudo- Velocity (m/s) Displacement (m) Acceleration (g) 1 0.766 0.931 0.240 0.361 2 2.205 0.250 0.031 0.212 3 3.379 0.138 0.012 0.162 4 4.145 0.060 4.381*10-3 0.087 Table X: Scaled parameters of the motion for each mode due to the participation factors. Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.090 m, D2 = 0.159 m, D3 = 0.211 m and D4 = 0.242 m. 1=1.792 % , 2 = 1.397 %, 3=1.030 % and 4=0.613 % for the last one. The above values are in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are presented in the above table: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 5.218*106 7.363*107 Inelastic Analysis The inelastic design spectrum is used with a ductility factor of 5 (=5). Hence the acceleration and the displacement are re-evaluated. The results are given in the table below. Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 0.766 0.211 0.040 2 2.205 0.193 0.123 3 3.379 0.187 0.172 4 4.145 0.115 0.172 Table X: Calculated displacements and accelerations for each mode (Inelastic design). Afterwards, each displacement and acceleration is multiplied by the respective participation factor from Table (X) and the scaled parameters are given below: Mode Shape Frequency (Hz) Displacement (m) Acceleration (g) 1 0.766 0.262 0.050 2 2.205 0.064 0.041 3 3.379 0.034 0.032 4 4.145 9.160*10-3 0.014 Table X: Scaled parameters of the motion for each mode due to the participation factors (Inelastic design). Maximum displacement and the Inter Storey Drift for each floor are given below: D1 = 0.117m, D2 = 0.183m, D3 = 0.232m and D4= 0.271 m 1 = 2.335 %, 2 = 1.331 %, 3 = 0.983 % and 4 = 0.764 % The values of the Inter-Storey Drift are in agreement with the Eurocode as they are lower than 4%. The Maximum Base Shear Force and the Maximum Overturning Moment are calculated and the results are presented in the table below: Maximum Base Shear Force (N) Maximum Overturning Moment (Nm) 7.325*105 1.015*107 Table X: The Maximum Base Shear Force and the Maximum Overturning Moment for the 4 storey building (Inelastic design). 5 Discussion of results Graph 1 and Graph 2 below depict the variation of the fundamental frequency for multi storey buildings, against each multi storey building. In particular, it represents the fundamental frequency of 1, 2, 3, 4 storey building for each storey respectively. At the above graph it is observed that as the floors are increased the fundamental frequency is decreased. The peak value of the graph is f11= 2.205 Hz, and represents the fundamental frequency in the case of 1 storey building. Afterwards one storey is added to the existing building with different characteristics from the existing one and the two natural frequencies are calculated. The smallest frequency of these two is the fundamental frequency and is f12= 1.535 Hz. The same procedure is applied for the rest two buildings. One storey is added each time to the previous existing building and the fundamental frequency is calculated for each one. This gives the values f13= 1.338 Hz and f14= 1.185 Hz for 3 storey and 4 storey buildings respectively. By following the same procedure as in Graph 1 the fundamental frequencies are calculated for 1, 2, 3 and 4 storey buildings and plotted the results are represented in Graph 2. However, in this case as the floors are increased the mass, the height of the each floor and the stiffness remain the same as and each floor is a duplicate of the first floor. The peak value of the graph is f11=2.205 Hz, which represents the fundamental frequency. For 2, 3 and 4 storey buildings the fundamental frequencies are: f12=1.363 Hz, f13=0.982 Hz and f14=0.766 Hz respectively. At graph 1 and graph 2, is observed that as the floors are increased the fundamental frequencies are decreased. The value of fundamental frequency for one storey building has the same value in both cases, as the two buildings are two exact replicas. After that point, by comparing the two sets of results it is observed a variation of frequencies. There is a greater decrease in the fundamental frequency values for buildings with the same characteristics at each floor. The four following graphs depict the Inter Storey Drift Number of storeys relationship. In particular the Inter-storey Drift of the first floor of each building is plotted against the total number of storeys of the corresponding building. The first two graphs represent the results of the Inter-Storey Drift for the elastic analysis.

Gmo Case Study - 990 Words

Categories of GMOs (genetically modified organisms), such as plants, food, drugs, biological products, pesticides, microorganisms are regulated by a variety of US agencies, which include the US Department of Agriculture’s Animal and Plant Health Inspection Service, the Food and Drug Administration, the Environmental Protection Agency. These agencies operate based on regulations set by the Plant Protection Act, the Federal Food, Drug, the Cosmetic Act, Public Health Service Act, the Federal Insecticide, Fungicide and Rodenticide Act, and the Toxic Substances Control Act. The legal production, development, and use, of GMOs must be accompanied by the authorization of the respective regulatory agency aforementioned. This involves an arduous†¦show more content†¦Utilitarianism is based upon the premise that a morally right action is an act that yields the most benefit. With this in mind, the use of GMOs is justified by some based on the theory that it is the remedy to the widespread loss of biodiversity and plant resources on the planet. On the other hand, the unstable conditions, combinations, and science of GMOs pose a risk to the environment and more importantly, humans. Based on theory, a utilitarian considering this case would emphasize the fact that the impacts of effects of GMOs should maximize the well-being of all. However, Fieser emphasizes that â€Å"we need to assess the beneficial consequences of actions as everyone is affected†(2015). In terms of â€Å"maximizing the well-being of all† even if the long-term risks of GMOs are unclear, unknown, or uncertain, any amount of potential harm, risk, or threat to anyone, person, or the environment as a whole, makes their use immoral. Furthermore, governmental agencies’ pause, ignorance, or lack thereof to better regulate, research, and investigate thoroughly the impacts of GMOs is clear and of grave concern. GMOs are not properly regulated in terms of safety measures as it pertains to food. As it pertains to risks to human health, concerns continue to mount regarding US governmental agencies due diligence in safety analysis of GMOs. For example, the FDA’s policy has been minimal based on their reliance of GMO producersShow MoreRelatedGmos Case Study1373 Words   |  6 Pagesof GMOs Different countries have different ways of managing GMOs. Some countries don’t have managed GMOs. The countries that have laws about GM Food focus on the risk evaluation for consumers. Usually, those countries also manage GMOs, environment issue, and trade (WHO, 2014). Today, the management of GMOs label is divided into four kinds: ï‚Ÿ Voluntary labeling. 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GMOs are crops whose genes have been artificially manipulated in a lab, this can be done by removing genes from anotherRead MoreNuclear Power Over Our Environment1125 Words   |  5 Pagesbeen using pesticides at a dangerous level wi th no regulations. GMO companies must be regulated because local citizens in the vicinity of the GMO farms have displayed signs of sickness caused by the pesticides GMO companies operate at unsafe levels, not enough studies have been shown to disprove any negative health effects, and the companies are manipulating Hawaii’s government to achieve their goals. Anti-GMO activists state that GMO companies are spraying too many pesticides in the vicinity of theRead MoreThe Negative Effects Of Genetically Modified Organisms1447 Words   |  6 Pagesmodified organisms (GMOs) are living organisms whose genetic material has been altered or manipulated using genetic engineering. According to the Grocery Manufacturers Association, between seventy percent and eighty percent of packaged food in grocery stores in America contain GMOs (Moodie). Americans can find GMOs in cereal, yogurt, corn, and many more food items. Although many GM crop producing companies promote GMOs as harmless, recent studies have proven otherwise. A study from The Journal ofRead MoreDangers Of Gmos971 Words   |  4 PagesWhy GMOs are Causing More Harm Than Good Ever since the incorporation of GMO crops into the modern diet, they have been hotly debated as evidence continues to surface indicating they may not be the miracle crops many scientists hoped for. There is sufficient evidence to indicate that GMOs pose an unnecessary risk to human health and the environment. Detrimental impacts of GMOs are seen from increased pesticide use, cultivation of harmful traits, and a general exacerbation of the very problems theyRead MoreAre Gmos Safe Or Harmful?1010 Words   |  5 Pagesknown as GMOs are becoming a popular topic of argument around the world. The question on everyone’s mind is whether GMOs are safe to consume and what effects they may possibly have. GMOS while becoming a topic today have been around for years now. Scientists have been genetically altering crops for years now and this idea has been around for some time. Nonetheless, GMOs are becoming the new wave of discussion among many. GMOs are needed today to help the food shor tage but first studies need to beRead MoreGenetically Modified Organisms Essay1405 Words   |  6 PagesGenetically modified organisms (GMOs) are living organisms whose genetic material has been altered or manipulated using genetic engineering. According to the Grocery Manufacturers Association, between 70% and 80% of packaged food in grocery stores in America contain GMOs (Moodie). Americans can find GMOs in cereal, yogurt, corn, and many more food items. Although GMOs are promoted by many GM crop producing companies as harmless, recent studies have been proving otherwise. A study from the journal of FoodRead MoreAre Gmos Harmful Or Harmful?1115 Words   |  5 Pagesdown to the same idea: they can be very harmful. GMOs are included on this long list of things that can pose a risk to one’s health. GMOs, because of their unnatural modifications, create several health problems that could be reduced or completely avoided by consuming non-GMO products. GMOs are very harmful to one’s health, but in order to understand what they do to one’s health, it must first be stated what a GMO is and why they are produced. â€Å"GMOs, or genetically modified organisms, are plants or

BIO Quiz Free Essays

Three molecules of carbon dioxide. One atom of carbon and three atoms of oxygen. 8 of In water, hydrogen bonding occurs between the hydrogen and an oxygen atom in the same molecule. We will write a custom essay sample on BIO Quiz or any similar topic only for you Order Now An oxygen atom in a different molecule. A hydrogen atom in a different molecule. A hydrogen atom in the same molecule. of Covalent bonds form when one atom ivies up; electrons shares; protons gives up; neutrons shares; electrons its with another 10 of 20 Water is an important solvent of life because it forms covalent bonds. It has cohesive properties. It forms hydrogen bonds. It is ionic. 11 of 20 Carbon is such an important molecule for life because it can form chemical bonds with a maximum of four other atoms. Hydrogen bond to so many other molecules. It can it forms ionic bonds. It can form isomers. 12 of pure water has a pH Of O; neither acidic nor basic 1; acidic 7; neither acidic nor basic 14; basic because it is 13 of 20 Hydrolysis could be correctly described as heating a compound to drive off excess water and concentrate its volume. Breaking of a long-chain compound into its subunits by adding water to the structure between its subunits. Constant removal of hydrogen atoms from a carbohydrate. None of the above. 14 of 20 Carbohydrate monomers are united into a polymer by means of dehydrogenation. Hydrolysis. Reverse osmosis. Dehydration synthesis. 15 of 20 Polysaccharides are made up of Amino acids. Nucleotides. Sugars. Lipids. 16 of 20 Butter is made of milkman and tends to be hard at room temperature. Which f the following could be used to make the butter softer at room temperature? Create more double bonds in the fatty acid chains Make fatty acid chains with fewer kinks Saturate the fatty acid chains Make the fatty acid chains longer 17 of 20 Proteins are made up of 18 of 20 An organic molecule that may contain the -NH group is a triglyceride. An enzyme. How to cite BIO Quiz, Papers

Cloning Essay Research Paper I choose this free essay sample

Cloning Essay, Research Paper I choose this article to grok the abilities which bioethics gives us. Through coevalss, engineering has advanced vastly. Though cloning is a new engineering to the populace, it has been around since 1978? The birth of Louise Brown, the first test-tube babe, whom generated great controversy. ? Society has a great concern toward the peculiar medical specialty known as cloning. Scientists claim, ? Through finds of disease-related cistrons, the Human Genome Project has brought hope that human enduring inflicted by familial diseases might be alleviated. ? This statement proves the fact that scientific discipline can extinguish disease, but at the same clip I believe that worlds making life is inappropriate. My positions about cloning are common with the Catholic Church. Pope John Paul II understands cloning to be a? wickedness in the eyes of the Catholic Church, and giving life should be left to God entirely. ? The latest interruption through in cloning was a sheep named Dolly, she had been cloned through here mother? s cistrons. We will write a custom essay sample on Cloning Essay Research Paper I choose this or any similar topic specifically for you Do Not WasteYour Time HIRE WRITER Only 13.90 / page It took Roslin, ( a squad of scientists ) old ages of research and readying before Dolly? s birth became possible. Cloning is an tremendous measure for adult male in the scientific universe. With cognition such as this, scientists have monolithic power. Cloning duplicates a life being precisely, flinging as to how it? s encephalon maps. Peoples thought of cloning as to be a great tool in our universe today. One illustration I came across one twenty-four hours in the Toronto Star, was? imagine holding a squad full of Micheal Jordan? s? What the population failed to understand, was that a ringer of something carries all properties of the original except for the mental features. Looking back at the statement the squad would be indistinguishable physically, but mentally they may non play every bit good as the original Micheal Jordan. One more factor is sing whether cloning is ethical or non in our society. Many of the issues generated by promotions in the biological and medical scientific disciplines assistance in practical affairs, sometimes necessitating consent from authorities figures. Not all medical specialty or biological patterns are good, for illustration atomic engineering. Which includes such things as edifice bombs that can destruct half of the planet. A 2nd chilling item is that there are non many skilled scientists and they are scattered all around the universe, some non holding any control over what they create. If a scientist can non command his or her ain creative activity, how are we the society supposed to support ourselves from such formations. In decision cloning is non the most ethical thing to make. Sure scientific discipline is placed in front in its surveies, but the patterns may non be suited for the remainder of society. Numerous of occasions new engineering like this is introduced for the simple fact of giving a good name to engineering, without sing the affect it may hold on the great population. I merely hope that the more intelligent and advanced we become through the following coevalss, we keep a sense of control and non allow things acquire out of manus.

The Picture of Dorian Gray Corruption Through Aes Essay Example For Students

The Picture of Dorian Gray: Corruption Through Aes Essay theticismThe Picture of Dorian Gray by Oscar Wilde is the story of moral corruption by the means of aestheticism. In the novel, the well meaning artist Basil Hallward presets young Dorian Gray with a portrait of himself. After conversing with cynical Lord Henry Wotton, Dorian makes a wish which dreadfully affects his life forever. If it were I who was to be always young, and the picture that was to grow old! For that I would give everything! Yes, there is nothing in the whole world I would not give! I would give my soul for that (Wilde 109). As it turns out, the devil that Dorian sells his soul to is Lord Henry Wotton, who exists not only as something external to Dorian, but also as a voice within him (Bloom 107). Dorian continues to lead a life of sensuality which he learns about in a book given to him by Lord Henry. Dorians unethical devotion to pleasure becomes his way of life. We will write a custom essay on The Picture of Dorian Gray: Corruption Through Aes specifically for you for only $16.38 $13.9/page Order now The novel underscores its disapproval of aestheticism which negatively impacts the main characters. Each of the three primary characters is an aesthete and meets some form of terrible personal doom. Basil Hallwards aestheticism is manifested in his dedication to his artistic creations. He searches in the outside world for the perfect manifestation of his own soul, when he finds this object, he can create masterpieces by painting it (Bloom 109). He refuses to display the portrait of Dorian Gray with the explanation that, I have put too much of myself into it (Wilde 106). He further demonstrates the extent to which he holds this philosophy by later stating that, only the artist is truly reveled (109). Lord Henry Wotton criticizes Basil Hallward that, An artist should create beautiful things but should put nothing of his own life into them (Wilde 25). Ironically, the purpose of Basil Hallwards existence is that he is an aesthete striving to become one with his art (Eriksen 105). It is this very work of art which Basil refuses to display that provides Dorian Gray with the idea that there are no consequences to his actions. Dorian has this belief in mind when he murders Basil. Here we see that the artist is killed for his excessive love of physical beauty; the same art that he wished to merge with is the cause of his mortal downfall (Juan 64). Lord Henry Wotton, the most influential man in Dorians life, is an aesthete of the mind. Basil is an artist who uses a brush while Wotton is an artist who uses words: There is no good, no evil, no morality and immorality; there are modes of being. To live is to experiment aesthetically in living to experiment all sensations, to know all emotions, and to think all thoughts, in order that the selfs every capacity may be imaginatively realized (West 5811). Lord Henry believes that, it is better to be beautiful than to be good (Wilde 215). Although he attests that aestheticism is a mode of thought, he does not act on his beliefs. Basil Hallward accuses him saying, You never say a moral thing and you never do a wrong thing (5). However, Lord Henry does take the immoral action of influencing Dorian. Although Lord Henry states that, all influence is immoral (Wilde 18), he nonetheless drastically changes Dorian Gray. As Dorian acts on the beliefs of Lord Henry, the portraits beauty becomes corrupted. Lord Henry presents Dorian with the tenants of his New Hedonism, whose basis is self-development leading to the perfect realization of ones nature (Eriksen 97). If Lord Henrys aesthetic ideas have validity ,Dorian Grays portrait should not become ugly, but rather more beautiful. Since the picture becomes loathsome, it is evident that Lord Henrys beliefs are untrue (West 5811). Dorian becomes so disgusted with the horrible portrait that he slashes the canvas, and the knife pierces his own heart. Because Lord Henry is responsible for influencing Dorian Gray, he is partly the cause of the death of Dorian (5810). .u829fe2578e398ede10f8405e792841e7 , .u829fe2578e398ede10f8405e792841e7 .postImageUrl , .u829fe2578e398ede10f8405e792841e7 .centered-text-area { min-height: 80px; position: relative; } .u829fe2578e398ede10f8405e792841e7 , .u829fe2578e398ede10f8405e792841e7:hover , .u829fe2578e398ede10f8405e792841e7:visited , .u829fe2578e398ede10f8405e792841e7:active { border:0!important; } .u829fe2578e398ede10f8405e792841e7 .clearfix:after { content: ""; display: table; clear: both; } .u829fe2578e398ede10f8405e792841e7 { display: block; transition: background-color 250ms; webkit-transition: background-color 250ms; width: 100%; opacity: 1; transition: opacity 250ms; webkit-transition: opacity 250ms; background-color: #95A5A6; } .u829fe2578e398ede10f8405e792841e7:active , .u829fe2578e398ede10f8405e792841e7:hover { opacity: 1; transition: opacity 250ms; webkit-transition: opacity 250ms; background-color: #2C3E50; } .u829fe2578e398ede10f8405e792841e7 .centered-text-area { width: 100%; position: relative ; } .u829fe2578e398ede10f8405e792841e7 .ctaText { border-bottom: 0 solid #fff; color: #2980B9; font-size: 16px; font-weight: bold; margin: 0; padding: 0; text-decoration: underline; } .u829fe2578e398ede10f8405e792841e7 .postTitle { color: #FFFFFF; font-size: 16px; font-weight: 600; margin: 0; padding: 0; width: 100%; } .u829fe2578e398ede10f8405e792841e7 .ctaButton { background-color: #7F8C8D!important; color: #2980B9; border: none; border-radius: 3px; box-shadow: none; font-size: 14px; font-weight: bold; line-height: 26px; moz-border-radius: 3px; text-align: center; text-decoration: none; text-shadow: none; width: 80px; min-height: 80px; background: url(https://artscolumbia.org/wp-content/plugins/intelly-related-posts/assets/images/simple-arrow.png)no-repeat; position: absolute; right: 0; top: 0; } .u829fe2578e398ede10f8405e792841e7:hover .ctaButton { background-color: #34495E!important; } .u829fe2578e398ede10f8405e792841e7 .centered-text { display: table; height: 80px; padding-left : 18px; top: 0; } .u829fe2578e398ede10f8405e792841e7 .u829fe2578e398ede10f8405e792841e7-content { display: table-cell; margin: 0; padding: 0; padding-right: 108px; position: relative; vertical-align: middle; width: 100%; } .u829fe2578e398ede10f8405e792841e7:after { content: ""; display: block; clear: both; } READ: The motet EssayWhile Lord Henry is indirectly the cause of Dorians death, he too causes his own downfall. Lord Henry changes Dorian with the belief that morals have no legitimate place in life. He gives Dorian a book about a man who seeks beauty in evil sensations. Both Lord Henrys actions and thoughts prove ruinous, as his wife leaves him and the remaining focus of his life, youthful Dorian Gray, kills himself in an attempt to further the lifestyle suggested to him by Lord Henry. Eventually, he is left destitute, without Dorian, the art he so cherishes, because he tried to mold it, as dictated by aestheticism. Of all the protagonists, Dorians downfall is the most clearly recognized. A young man who was pure at the beginning of the novel becomes depraved by the influence of Lord Henry. He grew more and more enamored of his own beauty, more and more interested in the corruption of his own soul (Bloom 121). He begins to lead a life of immorality, including the murder of his dear friend Basil Hallward. There were moments when he looked on evil simply as a mode through which he could realize his conception of beautiful (Wilde 196). However, there is still a spark of good left in Dorian. He lashes out at his twisted mentor, Lord Henry, declaring, I cant bear this Henry! You mock at everything, and then suggest the most serious tragedies (173). This trace of goodness is not enough to save Dorian, for he has crossed too far towards the perverted side of aestheticism and cannot escape it. Dorian experiments with himself and with men and women, and watches the experiment recorded year by year in the fouling and aging corruption of his portraits beauty (West 5811). Dorian becomes so disgusted with this portrait of his soul and his conscience, that he slashes the canvas, killing himself. For Dorian, this is the ultimate evil act, the desire to rid himself of all moral sense. Having failed the attempt to escape through good actions, he decides to escape by committing the most terrible of crimes. Aestheticism has claimed its final victim. Basil Hallward is what I think I am: Lord Henry what the world thinks of me: Dorian Gray what I would like to be in other ages, perhaps (Hart-Davis 352). Because of the endings hecreates for these characters, Oscar Wilde proves that he does not envision himself in the immoral characters of this story nor is he attempting to promote their lifestyles. Of all the characters whom he creates, he sees himself as Basil, the good artist who sacrifices himself to fight immorality. It was his beauty that had ruined him, his beauty and the youth that he had prayed for (Wilde 242). Contrary to Wildes claim in the preface that, there is no such thing as a moral or immoral book (vii), this novel has a deep and meaningful purpose. The moral is that an absence of spirituality, of faith, of regard for human life, separates individuals like Wildes Dorian Gray from humanity and makes monsters of them (West 5831). W.H. Auden feels that the story is specifically structured to provide a moral. He compares the story to that of a fairy tale, complete with a princess, a wicked witch, and a fairy godmother. This leaves room for a moral with which good every fairy tale ends. Not only is the novel seen as existing on the pure level of fairy tales, but it is claimed to contain ethical beauty (Auden 146). The Picture of Dorian Gray is a novel including a moral dialogue between conscience and temptation that is powerfully conveyed. Though it is made to seem an advocate for aestheticism on the surface, the story ultimately undermines that entire philosophy. Wilde brings the question of to what extent are we shaped by our actions (26). He also demonstrates that art cannot be a substitute for life (Eriksen 104). It is a fantastic tale of hedonism with a moral to be learned and remembered.

Russian Orthodox Church essays

Russian Orthodox Church essays The Russian Orthodox Church's history and development, which established it as an arm of the Tsarist state and an instrument of the perpetuation of Russia's unequal class system and anti-reform policies, made it a necessary object of destruction for the security of the Bolshevik revolution. The myth of the Holy Russian land was the founding idea of the Muscovite tsardom as it was developed by the Romanovs from the start of the seventeenth century. After the civil war and Polish intervention during the Time of Troubles (1598-1613), Mikhail Romanov, as the legend went, was elected by the entire Russian population, therefore reuniting the Holy Russian land behind the Romanov dynasty and saving Orthodox Russia from the Catholics. (Carr 125). The idea of Russia as a holy land contributed to the Tsars position not as a king ruling with a divine right, but a god on earth. There was, in fact, a tradition in Russia of canonizing princes who died pro patria et fides. Tsars used Church laws to persecute political opponents, unlike the Western rulers of this time. Peter the Great later tried to reform relations between Church and state in an attempt to Westernize Russia, transferring the Churchs administration from the patriarchate to the Holy Synod (this was completed by Catheri ne II). This body of laymen and clergy, with its secular representative being the Procurator-General, was appointed by the Tsar and served as a faithful tool. It was in the Churchs best interests not to protest this subordination to the state, as during the latter half of the eighteenth century it had lost most of its land and now relied on the state to support its 100,000 parish clergy and their families (Curtiss Russian Church... 21) . With most of the population being illiterate, the Church was an essential propaganda weapon and a means of social control. Priests were ordered to denounce from the pulpit dissent and oppositio...

Business Ethics Case Study Example | Topics and Well Written Essays - 1250 words

Business Ethics - Case Study Example Additionally, informing the customers about the risky fuel tank versus keeping the issue under wraps is also another moral issue which had the potential of winning the trust of customers and spelling doom for the then Ford’s newest car model. If Ford officials were asked to justify their decision of making unsafe fuel tanks, they would have defended their actions as follows: firstly, they would cite the principle of fidelity in their effort to keep the weight and cost of the Pinto car at 2,000lb and $2,000 respectively. A remodel of the fuel tank would mean an upward adjustment of the cost and weight of the car. Secondly, the principle of autonomy would work in their favor. This is especially true because their decision was made from an informed, independent business point of view (Shaw, 2010). Thirdly, they would have cited the principle of beneficence as a defense for their continued survival in the US auto industry in their effort to offer affordable cars to millions of locals with lower income. Lastly, the moral principle of utility favored the actions of Ford officials since they tried to balance the ratio of benefits to harm to the company, its consumers, and the general society. Ford’s decision favored the c ompany’s business interests, and the economic contributions the company was making in the US market. In my view, Ford’s decision to build affordable cars with less fortified fuel tanks that could not withstand a rear impact of 20 mph meets the threshold of utilitarianism. This is especially true for a safer fuel tank that could withstand such an impact would have resulted in a more expensive Pinto model (Shaw, 2010). This would mean fewer sales of the car model and losses upon Ford, as many customers would opt for cheaper (foreign) car models with the same specifications.

The transition from adolescence to adulthood Essay

The transition from adolescence to adulthood - Essay Example Assuredly, the people subjected to the transition are prone to many challenges that include drugs and alcohol abuse, sexual orientation, peer pressure, and other issues related to this age (Interactive Population Centre Web). However, they also tend to develop cognitively thus developing critical thinking and manifest increased knowhow in specific areas. Because of the dynamics associated with the transition, chances of misunderstanding by both parents and the adolescents, exaggerated freedom, and being self-minded may result to conflicts between the reference parties and thus a feeling of alienation is likely to develop. In this context, alienation refers to adolescents’ feeling of not belonging. This paper will discuss the aspect of alienation among three characters during their transition from adolescent to adulthood. Subsequently, the paper will explore the similarities and differences forthwith. In doing so, the paper will consider characters in "Sonnys Blues," "Teenage W asteland," and â€Å"Everyday Use†Ã‚  stories. In the story, "Sonnys Blues," we will look into the life experience of an adolescent, Sonny in relation to alienation. Indeed, at the time of his mother’s death, Sonny was an adolescent cruising to adulthood. Nevertheless, he was not yet ready to absorb adulthood responsibilities as his brother. Actually, just like his peers, Sonny got into drug addiction where the law caught up with him and imprisoned him for one year. This jail term alienated him from the society since nobody visited him including his brother. Hence, he suffered in loneliness. Indeed, the jail term hindered his swift transit to adulthood. It is arguably true that out of alienation Sonny would not quit drugs, as they were his comfort zone. Assuredly, when adolescent lack a better mode of expressing their feelings and worries, they tend to alienate themselves and result to unethical behaviors. Moreover, after his mother’s death Sonny would not live alone as

Case Scenario Assignment Example | Topics and Well Written Essays - 500 words

Case Scenario - Assignment Example ssed  that  it  was  his  first  offense  and  pleaded  guilty  of having taken off the roses, the court would be brought to a plea bargain and would not proceed to the trials. These  reflect  a  crime  control  model  where  the  court  has  concentrated  on  the  victims’  rights  after  he  pleaded  guilty  and  needed  no  more  investigations because Michael’s video camera had all the required evidence. A  warrant  of  arrest  will be  issued  to  the  police  to  arrest  Mary since  the  jury  has  confirmed  that  she  has  committed  burglary.  Due  process  model  prevails,  where  the  court  is  concentrating  on  the  rights  of  the  defendant  and  victimizing  the  victim  while  following  rules,after  she  entered  the  house  without  permission  and  stole  some  property.  Also,  the  court  shouldnot  expected  to  concentrate  on  the  facts  approved  by  the  jury  but  will  conduct  legal  procedures  to  declare  her  guilty (Brody, Acker & Logan, 2000). Laura  case  in  the  Uniform Crime Report  falls  under  part  1(index  crimes) of the subdivision  of  property  crimes  because  mark  had  planned  to  steal  a plasma TV,  some  cash, among  other  things.  This  form  of  burglary  is not  clear  if  mark  tried  it  by  force  or  not,  and  so, maybe  classified  as  forcible  entry  or  the  unlawful  type  respectively.   The  idea  that  Laura  killed  mark  while  trying  to  defend  herself is  also  a  crime  and  will  fall  in  part  one under  violent  crimes (McWhirter, 2006).In  case  N I B R S  method  of  reporting  is to be  used,  the  court  would be on category A and be forced  to  conduct  extensive  legal  procedures.  These  would be  so  because; NIBR does not involve  any  forms  of  summary,  while  the  findings  submitted  in ASCII  text  files  electronically (Siegel, 2010).   Herman  committed  forced  rape  and  his  action  should be  reported  in  part  1 of the  violent  crimes, in which

Scotland Child Committee Purpose Social Work Essay

Scotland Child Committee Purpose Social Work Essay The North East of Scotland Child Protection Committee (NESCPC) has produced this Risk Assessment Framework in response to an identified need for a Pan Grampian approach. This framework is for use by all agencies located within Aberdeen City, Aberdeenshire and Moray with the aim of ensuring that there is a consistency of understanding and approach to risk assessment across all sectors. The framework is written with the additional understanding that all practitioners have a responsibility to ensure that they are familiar with and follow their own organisations child protection procedures. These should all link to the overarching NESCPC Guidelines and give advice on who to contact, how to take immediate action and how concerns should be recorded. Background Several models of Risk Assessment exist but are not used in a systematic way because they are not thought to be comprehensive enough to be used in all situations (Scottish Government: Effective Approach to Risk Assessment in Social Work: an international literature review (2007). To enable greater consistency and conformity across Scotland, the Scottish Executive (2005) proposed a programme of change: Getting it Right For Every Child, incorporating the development work undertaken on an Integrated Assessment Planning and Recording Framework (IAF). This is based on requirements to gain a thorough understanding of: the developmental needs of a child the capacity of a parent/carer to respond appropriately to those needs the impact of the wider family and wider environmental factors on parenting capacity and on the childs needs This Framework emphasises the need to treat assessment as a process rather than an event. In evaluating the assessment and planning a response, practitioners are expected to consider the totality of the childs development and any unmet needs rather than focusing too narrowly on a need for protection. This approach should make sure that: Children get the help they need when they need it; Help is appropriate, proportionate and timely; Agencies work together to ensure a co-ordinated and unified response to meeting the childs needs; The plan is used to put in place arrangements to manage risk and to co-ordinate help for the child or young person; The plan is based on assessment and analysis of the childs world, including the risks, needs and resilience factors. What is Risk Assessment? Risk Assessment is a frequently used term without practitioners always being clear about what is meant. Risk assessment is merely the description of good methodical practice to risky situations (Jones, 1998). Risk Assessment is a critical element of the integrated assessment process pulling together, as it does the identified strengths within a family as well as those areas of concern or risk that need to be addressed. It is a complex, continuous and dynamic process, which involves the gathering and weighting of relevant information to help make decisions about the family strengths, needs and associated risks and plan for necessary interventions. Good systematic assessment confirms what may have happened, how this may affect the immediate and future safety of the child or young person, places this in context and informs what needs to be done. Risk assessments can also be used to predict the escalation of the presenting behaviour as well as the individuals motivation for change. Assessing risk is not an exact science; prediction involves probability and thus some errors are inevitable. Basic Principles when assessing risk. The welfare of the child is paramount. Risk assessment should be based on sound evidence and analysis Risk assessment tools should inform rather than replace professional judgement All professionals involved in risk assessment should have a common language of risk and common understanding of information sharing to inform assessment Risk assessment is influenced by professionals own personal and professional values, experiences, skills and knowledge The judgement and experience of practitioners needs to be transparent in assessment No tool, procedure or framework can adequately account for and predict human behaviour Effective communication and information sharing is crucial to protecting children Children, young people and family views should be sought, listened to and recorded with clear evidence of their involvement in decision making where possible. A good risk assessment process should elicit and highlight both commonalities and differences in professional and family perspectives Good risk assessment requires the best possible working relationship between worker and family members All staff must always be alert and aware to situations where children may be at risk and address any potential concerns through their own agencys child protection policy / NESCPC child protection guidance. Risk Assessment Framework This framework is adapted from the work undertaken by Jane Aldgate and Wendy Ross (A Systematic Practice Model for Assessing and Managing Risk, 2007) and is structured in 9 different stages: Using the SHANNARI well-being indicators (Safe, Well, Active, Nurtured, Achieving, Respected, Responsible and Included). 2. Getting the child and familys perspectives on risk. Drawing on evidence from research and development literature about the level of risk and its likely impact on any individual child. 4. Assessing the likely recurrence of harm. 5. Looking at immediate and long-term risks in the context of My World triangle. Using the Resilience Matrix to analyse the risks, strengths, protective factors and vulnerabilities. 7. Weighing the balance of that evidence and making decisions. 8. Constructing a plan and taking appropriate action. 9. Management of Risk 1. Using the SHANARRI well-being indicators: The Scottish Executive (2004) agreed a vision for Scotlands Children. They should be: Safe Healthy Active Nurtured Achieving Respected Responsible Included Using these SHANARRI indicators, professionals consider the childs holistic needs. In any assessment professionals should ask themselves the following key questions: What is getting in the way of this child being safe, healthy, active, nurtured, achieving, respected, responsible and included? Why do I think that this child is not safe? What have I observed, heard, or identified from the childs history that causes concern? Are there factors that indicate risk of significant harm present and is the severity of factors enough to warrant immediate action? What can I do? What can my agency do? Do I need to share / gather information to construct a plan to protect this child? What additional help may I find from other agencies? 2. Getting the child and familys perspectives on the risk. The involvement and partnership with children, young people and their families is integral and essential to successful risk assessment and management. Information is incomplete and a good understanding of the risks of harm and needs of the children cannot be reached without families perspectives on the risks to their childrens difficulties. An open and transparent approach that actively involves all involved, including the children and families is of clear benefit in that: Children, young people and families can understand why sharing information with professionals is necessary; Children and families can help practitioners distinguish what information is significant; Everyone who needs to can take part in making decisions about how to help a child; Everyone contributes to finding out whether a plan has made a positive difference to a child or family; Professionals behave ethically towards families; Even in cases where compulsory action is necessary, research has shown better outcomes for children by working collaboratively with parents. 3. Drawing on evidence from research and developmental literature about the level of risk and its likely impact on any individual child. Risks need to be seen in the wider context of short and long term risks to childrens wellbeing and development. Core factors can be identified in relation to abuse or neglect but these should not be used as predictors for current and future abuse without being considered in the context of the childs own nature and environment. In all cases of child abuse, parenting capacity should also be considered and this involves taking account of historical information as well as assessing the here and now. Protective factors need to be weighed up against risk factors and vulnerability to determine the level of risk to the individual child or young person and the likelihood of future harm. The factors should be used as a knowledge base to underpin more detailed assessments of strengths and pressures based on the My World triangle. (See Section 5). Factors to be considered: (This list is not complete but is a general guide). Adapted from City of Edinburgh Risk Taking Policy and Guidance (2004). Consideration of significant harm (link to Safety Threshold considerations, Section 3 NESCPC guidelines for further explanation); Current injury/harm is severe: the more severe an injury, the greater the impairment for the child/young person and the greater the likelihood of reoccurrence; Pattern of harm is escalating: if harm has been increasing in severity and frequency over time, it is more likely that without effective intervention the child/young person will be significantly harm; Pattern of harm is continuing: the more often harm has occurred in the past the more likely it is to occur in the future; The parent or care-giver has made a threat to cause serious harm to the child/young person: such threats may cause significant emotional harm and may reflect parental inability to cope with stress, the greater the stress for a person with caring responsibilities, the greater the likelihood of future physical and emotional harm to the child/young person; Sexual abuse is alleged and the perpetrator continues to have access to the child/young person: if the alleged perpetrator has unlimited access to the child/young person, there is an increased likelihood of further harm; Chronic neglect is identified: serious harm may occur through neglect, such as inadequate supervision, failure to attend to medical needs and failure to nurture; Previous history of abuse or neglect: if a person with parental responsibility has previously harmed a child or young person, there is a greater likelihood of re-occurrence; The use of past history in assessing current functioning is critical. Factors relating to the child or young person Physical harm to a child under 12 months: very young children are more vulnerable due to their age and dependency. Any physical harm to a child under 12 months should be considered serious and the risk assessment should not focus solely on the action and any resultant harm, but rather that the parent has used physical action against a very young child. This could be as a result of parenting skill deficits or high stress levels. Child is unprotected: the risk assessment must consider parental willingness and ability to protect the young child. Children aged 0-5 years are unable to protect themselves, as are children with certain learning disabilities and physical impairments. Children, who are premature, have low birth weight, learning disability, physical or sensory disability and display behavioural problems are more liable to abuse and neglect. The child/young person presents as fearful of the parent or care-giver or other member of the household: a child/young person presenting as fearful, withdrawn or distressed can indicate harm or likely harm. The child/young person is engaging in self-harm, substance misuse, dangerous sexual behaviour or other at risk behaviours: such behaviour can be indicators of past or current abuse or harm. Factors relating to the parent or care-giver The parent or care-giver has caused significant harm to any child/young person in the past through physical or sexual abuse: once a person has been a perpetrator of an incident of maltreatment there is an increased likelihood that this behaviour will re-occur. The parent or care-givers explanation of the current harm/injury is inconsistent or the harm is minimised: this may indicate denial or minimisation. Where a parent or care-giver fails to accept their contribution to the problem, there is a higher likelihood of future significant harm. The parent or care-givers behaviour is violent or out of control: people who resort to violence in any context are more likely to use violent means with a child or young person. The parent or care-giver is unable or unwilling to protect the child/young person: ability to protect the child/young person may be significantly impaired due to mental illness, physical or learning disability, domestic violence, attachment to, or dependence on (psychological or financial) the perpetrator. The parent or care-giver is experiencing a high degree of stress: the greater the stress for a parent or care-giver, the greater the likelihood of future harm to the child or young person. Stress factors include poverty and other financial issues, physical or emotional isolation, health issues, disability, the behaviour of the child/young person, death of a child or other family member, divorce/separation, and large numbers of children. The parent or care-giver has unrealistic expectations of the child/young person and acts in a negative way towards the child/young person: this can be linked to a lack of knowledge of child development and poor parenting skills. Parents or care-givers who do not understand normal developmental milestones may make demands which do not match the child/young persons cognitive, developmental or physical ability. The parent or care-giver has poor care-giving relationship with the child/young person: a care-giver who is insensitive to the child or young person may demonstrate little interest in the child/young persons wellbeing and may not meet their emotional needs. Indicators of poor care-giving include repeated requests for substitute placement for the child/young person. The parent or care-giver has a substance misuse problem. Parental substance misuse can lead to poor supervision, chronic neglect and inability to meet basic needs through lack of money, harmful responses to the child/young person through altered consciousness, risk of harm from others through inability to protect the child/young person. The parent or care-giver refuses access to the child/young person: in these circumstances it is possible that the parent or care-giver wishes to avoid further appraisal of the well-being of the child. Highly mobile families decrease the opportunity for effective intervention, which may increase the likelihood of further harm to the child/young person. The parent or care-giver is young: a parent or care-giver under 21 years may be more likely to harm the child through immaturity, lack of parenting knowledge, poor judgement and inability to tolerate stress. The parents or care-givers themselves experienced childhood neglect or abuse: however caution has to be exercised here; parenting skills are frequently learned/modelled but later positive experiences can counteract an individuals own childhood experiences. Factors relating to the Environment The physical and social environment is chaotic, hazardous and unsafe: a chaotic, unhygienic and non-safe environment can pose a risk to the child/young person through exposure to bacteria/disease or through exposure to hazards such as drug paraphernalia, unsecured chemicals, medication or alcohol. Conversely, an environment with overly sanitised conditions, where the childs needs are not recognised or prioritised is also harmful. 4. Assessing the likely recurrence of harm. When assessing how safe a child is consideration must be given to likelihood of recurrence of any previous harm. Factors for consideration: The severity of the harm (How serious was it? How long did it continue? How often?) In what form was the abuse / harm? Did the abuse have any accompanying neglect or psychological maltreatment? Sadistic acts? Was there any denial? This could include absence of acknowledgement, lack of co-operation, inability to form a partnership and absence of outreach. Are there issues with parental mental health? This could include personality disorder, learning disabilities associated with mental illness, psychosis, and substance/alcohol misuse. These also link to consideration of additional family stress factors, the degree of social support available to the family, the age of the children and number of children and the parents own history of abuse. Other agencies may be able to add additional knowledge and expertise to inform an effective risk assessment. Looking at immediate and long-term risks in the context of the My World triangle. The Assessment Triangle Being healthy Everyday care and help Learning and achieving Keeping me safe Being able to communicate Being there for me Confidence in who I am Play, encouragement and fun Learning to be responsible Guidance, supporting me to make the right choices Becoming independent, looking after myself Knowing what is going to happen and when Enjoying family and Friends Understanding my familys background and beliefs Support from School Work opportunities family, friends and for my family other people Enough money Local resources Belonging Comfortable and safe housing An important principle underpinning the evidence-based planning in Getting it Right for Every Child is that there are many positive and negative influences in the world each child experiences. Each child is unique and will react differently to these influences but all children will react to what is going on in different parts of the family and the wider world in which they are growing up. This is why recent thinking in child development urges that we take a look at all the different influences in a childs whole world when assessing childrens development. This is called a childs ecology and is encapsulated in the My World triangle. Each domain of the My World triangle provides a source of evidence that enable a full developmental holistic assessment of any individual child. The domains can be used to identify strengths and pressures, which balance risk and protective factors. 6. Using the Resilience Matrix to analyse the risks, strengths, protective factors and vulnerabilities. The Resilience Vulnerablity Matrix As defined by Daniel and Wassell, (2002). RESILIENCE Normal development under difficult conditions eg.secure attachment, outgoing temperament, sociability, problem solving skills. High Support / Low Concern PROTECTIVE ENVIRONMENT Factors in the childs environment acting as buffer to the negative effects of adverse experience. ADVERSITY Life events / circumstances posing a threat to healthy development eg. loss, abuse, neglect. Low Support / High Concern VULNERABILITY Those characteristics of the child, their family circle and wider community which might threaten or challenge healthy development eg. disability, racism, lack of or poor attachment. Low Support / High Concern Families assessed to be in this category are the most worrying. Low Concern / High Support. Families in this group have a network of support and are generally more able to cope with advice and guidance from standard services. Resilience includes the protective factors that are features of the child or their world that might counteract identified risks or a predisposition to risk such as: Emotional maturity and social awareness. Evidenced personal safety skills (including knowledge of sources of help). Strong self esteem. Evidence of strong attachment. Evidence of protective adults. Evidence of support networks (supportive peers / relationships). Demonstrable capacity for change by caregivers and the sustained acceptance of the need to change to protect their child. Evidence of openness and willingness to co-operate and accept professional intervention. Protective factors do not in themselves negate high risks, so these need to be cross-referred with individually identified high risks and vulnerabilities. Vulnerabilities are any known characteristic or factors in respect of the child that might predispose them to risk of harm. Examples of these include: Age. Prematurity. Learning difficulties or additional support needs. Physical disability. Communication difficulties / impairment. Isolation. Frequent episodes in public or substitute care. Frequent episodes of running away. Conduct disorder. Mental health problems. Substance dependence / misuse. Self-harm and suicide attempts. Other high risk behaviours. The more vulnerabilities present (or the more serious one single vulnerability is) then the greater the predisposition to risk of harm. The presence of vulnerability in itself is neither conclusive nor predictive. These must be set alongside identified risk factors to be properly understood as part of an assessment process. 7.Weighing the balance of that evidence and making decisions. Decisions now need to be made about what to do to address the needs relating to the childs safety. These decisions lead to a plan to protect the child. This plan should also address the childs broader developmental needs. Stages of decision-making: Data gathering Weigh relative significance Assessment of current situation Circumstances which may alter childs welfare Prospects for change Criteria for gauging effectiveness Timescale proposed Childs plan (child in need plan, child protection plan or care plan, depending on the status of the child). What Factors Reduce the Effectiveness of Risk Assessment? Poor integrated working practices between agencies and individuals. Lack of holistic assessment. Inadequate knowledge of signs, symptoms and child protection processes. Information that has not been shared. Difficulty in interpreting, or understanding, the information that is available. Difficulty in identifying what is significant. Difficulty in distinguishing fact from opinion. Difficulty in establishing linkage across available evidence. Working from assumptions rather than evidence. Over confidence in the certainty of an assessment. A loss of objectivity. Making Effective Risk Assessments Assess all areas of potential risk Define the concern, abuse or neglect Grade the risks Identify factors that may increase risk of harm Consider the nature of the risk its duration / severity Set out and agree time scales for the assessment to be carried out Specifically document the identified risk factors Gather key information and evidence Has all the required information been gathered? Assess the strengths in the situation Check if any risk reducing factors exist? Build a detailed family history and chronology of key events/concerns Assess the motivation, capacity and prospects for change? What risk is associated with intervention? Be aware of potential sources of error Identify the need for specialist supports Plan your key interventions. Constructing a plan and taking appropriate action. Constructing the childs plan is a fundamental part of the Getting it Right for Every Child (Scottish Executive, 2005) initiative. This specifies that there will be a plan for a child in any case where it is thought to be helpful. This can be in both a single agency and a multi-agency context. The assessment of risk and the management of risk is incorporated into the childs plan. This also includes an analysis of the child or young persons circumstances based on the My World triangle and should cover: How the child or young person is growing and developing (including their health, education, physical and mental development, behaviour and social skills). What the child or young person needs from the people who look after him / her, including the strengths and risks involved; The strengths and pressures of the child or young persons wider world of family friends and community; and Assessment of risk, detailing: The kind of risk involved; What is likely to trigger harmful behaviour; and In what circumstances the behaviour is most likely to happen. The plan should note risk low, medium or high as well as the impact of the child or young person on others. (Guidance on the Child or Young Persons Plan, Scottish Executive. 2007, page 13). The plan should address key questions: What is to be done? Who is to do it? How will we know if there are improvements? The Childs Plan should be monitored and reviewed and amended as need, circumstances and risks change. (Scottish Executive, 2007). Child Protection Case Conferences play a key role in the management of risk. A Child Protection Case Conference will be arranged, where it appears that there may be risk of significant harm to children within a household and there is a need to share and assess information to decide whether the childs name needs to be placed on the Child Protection Register and be subject to a Child Protection Plan. (Link to Part 4 NESCPC guidelines) 9. Principles for Risk Management There is a need to ensure that the ongoing shared plan: Manages the risk Puts the decisions into a recorded form that clearly shows how and why decisions were reached. Makes the risk management an ongoing process that links with all areas of agreed and informed professional practice and expertise. Ensures that the decisions made have actions with named persons, clear timescales and review dates. Ensures that any agreed timescales can be reduced if new risks / needs become apparent. Ensures that new risk assessments and analysis inform reviews. Lessons from Significant Case Reviews. Significant Case Reviews repeatedly describe warning signs that agencies have failed to react to which have should acted as indicators that children and young people at risk of serious harm. Examples include: Children and young people who may be hidden from view; are unavailable when professionals visit the family or are prevented from attending school or nursery. Parents who do not co-operate with services; fail to take their children to routine health appointments and discourage professionals from visiting. Parents who are consistently hostile and aggressive to professionals and may threaten violence. Children and young people, who are in emotional or physical distress, but may be unable to verbalise this. Children and young people who are in physical pain (from an injury) may be told to sit or stand in a certain way when professionals visit the family or may hide injuries from view. Children and young people who have gone missing / run away (with or without their families). Workers should adopt an enquiring and investigative approach to risk assessment and not rely on parents or carers statements alone. Further corroboration of statements and challenging of parental views and perceptions is essential if to effectively determine the risk to the child or young person. Interventions should not be delayed until the completion of an assessment, but they have to be carried out in accordance with what is required to ensure the child or young persons safety, taking account of any indications of accelerated risks and warning signs. The type and level of intervention, irrespective of when it is made, must always be proportionate to the circumstances and risks faced by the child. Workers should pay particular concern to the rule of optimism. Many significant case reviews have illustrated that practitioners views can be strongly influenced by factors such as seeing indicators of progress or apparent compliance and co-operation. This does not, however, always mean that the child or young person is safe and such factors need to be balanced against the overall balance of evidence and actual risks. It is essential that those exercising professional judgement in relation to child protection take account of all multi-agency skills and expertise. This is of particular importance in relation to understanding of child development and the impact of child abuse and/or neglect on children and young people, both in the immediate and long term. Thus whilst immediate safety provisions have to be put in place, consideration must also be given to the longer term outcomes as a result of abuse or neglect. Significant case reviews highlight the importance of communication between all agencies that work either directly, or indirectly with children and/or their families. Thus it is imperative that: Adult services MUST ALWAYS consider any potential risks for any child linked to their adult clients. Childrens services MUST ALWAYS ascertain whether any adult services may be involved with their child clients. All services MUST ALWAYS ensure there is effective communication where there are concerns about the protection of a child. Concerns relating to actual or potential harm should never be ignored and are an indication that immediate intervention might be needed to ensure the protection of the child from future harm. Decisions to protect children and young people should never be delayed and where applicable, emergency measures should be considered. (see Part 3 of NESCPC Guidelines).