The Impact Of A Share Repurchase Program For A Fictional...

Summary We considered the impact of a share repurchase program for a fictional company – Blaine Kitchenware, Inc. It was determined that the liquidation of $209 million in cash and marketable securities and the addition of $50 million in long-term would result in a capital structure which was reasonable and sustainable. Overall, tax expense would be lower, the value of the firm would increase and the riskiness of the company’s equity would edge just a touch higher. From the perspective of both family and non-family shareholders, a share repurchase program is the right thing to do. The only possible objector to the proposal would likely be the U.S. Secretary of the Treasury. Background information Blaine Kitchenware, Inc. (BKI) is a publicly-traded, United States-based producer of residential kitchen small appliances (e.g. waffle irons, coffee makers, etc.). Relative to its average competitor in this marketspace, BKI has a strong EBITDA Profit Margin (22%, mean 18%) and Net Profit Margin (16%, mean 10%) but a much weaker ROE (11%, mean 25.9%). See Appendix A for a full financial comparison. The company’s current and long-standing policy to remain completely unlevered in order to keep cash available for possible future acquisitions and eliminate the interest and fee expenses associated with debt financing. As of 12/31/06 BKI had a cash stockpile of $53.6 million and no net debt. While the â€Å"appropriateness† of this policy may be debated, a few red flags have started toShow MoreRelatedWhy Satisfied Customer Defect9193 Words   |  37 Pagescompany’s success? Actually not, as Xerox Corporation discovered. Its merely s atisfied customers were six times less likely to buy again from Xerox than its totally satisfied customers. 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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.

Organizations as Brains Organizational Theory - 1224 Words

Organizations as Brains Learning or Teaching? The key teams in Morgan’s Article - Toward Self Organization are, self-organization, learning organization, holographic organization, learning loops, cybernetics and information system. All these terms can be generalized in the title of â€Å"key features of future organizations†. The main logic of self-organizations is to make scalar chain more flexible. One of the principles of Weberian Ideal Bureaucracy says; â€Å"The organization of officers follows the principle of hierarchy which means each lower official is under the control and supervision of a higher one. Every subordinate in the administrative and hierarchy is accountable to his superior, not only for his own decisions or actions†¦show more content†¦However according to my point of view, it is impossible to actualize specialization and flexible authority in an organization at the same time and theory never matches with the practice. On the other hand contingency theory differs from one thinker to another and it is hard to make generalizations. While Fiedler focuses on individual leadership in theory, Scott emphasizes the environment organization with this manner â€Å"The best way to organize depends on the nature of the environment to which the organization must relate.† It is so important to match the complexity level of organization with the environment’s. Cybernetics is highly related to systems theory and it is also related with the neuropsychology. It is an interdisciplinary science, focuses on the study of communication, information and control. Cybernetics in all positive concrete sciences mainly aims: to create machines with the adaptive capacities of organisms. In organizational science, cybernetics can be interpreted as both advantageous and disadvantageous. Since, adaptation brings change; change in terms of the environment. So, it may be seen as good. It refers that the organization is not directed by outdated and invalid principles, it has a contemporary and modern characteristic. On the other hand, it may be seen as bad. Change does not give better results under all circumstances. Some changes can destroy theShow MoreRelatedMetaphors of Organizations1251 Words   |  6 PagesMetaphors of Organizations All theories of organization and management are based on implicit images or metaphors that persuade us to see, understand, and imagine situations in partial ways. Metaphors create insight. But they also distort. They have strengths. But they also have limitations. In creating ways of seeing, they create ways of not seeing. Hence there can be no single theory or metaphor that gives an all-purpose point of view. There can be no correct theory for structuring everythingRead MoreOrganizational Learning Essay1212 Words   |  5 PagesLITERATURE REVIEW Experiential learning theory, conversational learning, and seminar practices combine to shape an educational experience that is grounded in principles of appreciative inquiry. (BOB BOB) Action research, which has been a frequently used research method recently, is considered a fruitful research approach used by academicians and teachers to obtain systematic and scholarly information, and to develop current applications in different fields of education. Generally consideredRead MorePersonality Traits as Sufficient Measurements of Leadership980 Words   |  4 PagesIn this context, the performance and success of leaders is measured by personality traits. Organizations use different models to assess an individuals personality traits. 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Others are judged to be effective At the University of Michigan, the Competing Values Framework is used to organize an approach to leadership andRead Moreh2Colorado State University/h2 h3College of Natural Sciences - Psychology/h3 Founded as an1000 Words   |  4 Pagesendorsed and accredited by the American Psychological Association (APA). The objectives of the program are to graduate psychology practioners who are deemed proficient in counseling and therapeutic clinical techniques in areas of: Psychological theory, research, assessment and clinical interventions. Students completing the entire course of study, between 102-114 credit hours depending on internship and dissertation choices, will receive a doctorate degree. In addition to mandatory courseworkRead MoreOrganizations as Cultures1084 Words   |  5 PagesIntroduction If one looks at the organization as a human body with a respiratory system, a skeleton, and a brain, the culture of the organization is its face. The organizational culture determines how individuals, both in and outside of the organization, perceive the way business is conducted. The National Defense University Website, in a section called Organizational Culture, highlights several cultural forms including language, use of symbols, ceremonies, customs, methods of problem solvingRead MoreImages of Organization, Chapters 1 and 2 Critical Anaylsis1271 Words   |  6 PagesImages of Organization Chapters 1 amp; 2 Reflection Journal #1 Chapters 1 amp; 2 In the first two chapters of Images of Organization, the author, Gareth Morgan defines the theory of metaphor and how it is applied to organization. He challenges the reader to examine metaphor as a tool that is used to understand and recognize organization (Morgan, 1998, p. 5). He also cautions against perceptual distortions and bias of metaphor. In chapter two, Morgan presents organization as a machine

The History And Development Of Advertising - 1659 Words

A Research Paper on The History and Development of Online Advertisement In the beginning of the Internet era, users did not encounter much advertising as they slowly scrolled the infinite pages of the Internet. Now in the midst of an ever- evolving technology based society, the world of marketing and advertisement is making a strong effort to stay up current with the heavy use of the Internet in society. Online and social media advertisements are rapidly changing in an attempt to keep getting their products in front of the public at any opportunity possible. This paper will discuss the history and development of the origins of advertising, the present state and role of advertising in social media and online, and future of the online advertising market, this paper will also examine how these advertisements have developed to stay up with our fast paced life styles. Before the use of Internet advertising, companies and advertising agencies had to stay up to date on potential locations they could use as area to post ads. With the development of the Internet this allowed a seemingly endless number of possibilities and space for companies to post advertisements that could potentially reach a large audience at just the click of a button. Internet Advertising began with the use of spam mail or junk mail, which is defined as â€Å"disruptive messages, especially commercial messages posted on a computer network or sent by email.† (http://dictionary.reference.com/browse/spam) The firstShow MoreRelatedA Brief History of the Development of Advertising1461 Words   |  6 PagesPGDM ROLL – PGDM/10/013 ASSIGNMENT – A BRIEF HISTORY OF THE DEVELOPMENT OF ADVERTISING DEFINITION - Advertising is a  process, not a medium in its own right, although it uses different media forms to communicate. 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ThereRead MoreThe Relationship Between Attitudes and Communication711 Words   |  3 Pagesas well a number of public figures, examples, and statistics of women that do not follow traditional roles in society. There are more female high ranking government officials than in any other point in history and there are more women enrolled at the undergraduate and graduate levels than in history and in some cases vastly outnumbering male counterparts. Therefore, like many issues in American society, the attitudes regarding this issue may seem paradoxical or conflicting. One attitude that manyRead MoreAdvertising Is More Than Simply Conveying Products From The Product Or Service? Essay1016 Words   |  5 Pages 1.2 THEORETICAL BACKGROUND: Advertising is more than simply conveying products from the maker to the last client. It includes all the stages from making of the item and the after- market, which takes after the possible deals, promoting assumes an essential part in this procedure. 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Advertising - which can be reduced to ‘ad’ - is classically used to sell a product or service. The very first ad was aired July 1st 1942 in the USA; in the UK the first ad was aired September 22nd 1955 on ITV. In many countries political campaigns exist and are essential but in contrast countries such as Norway and France control or ban such political campaigns. The two core tasks of advertising are to meet broadcast standards and

Questions On Pascal s Wager - 1878 Words

I am arguing that Pascal’s Wager is significantly stronger of a rationale when more social factors are taken into consideration. In his time, Blaise Pascal formed the foundation of the Pascal’s Wager we know of today, posthumously in the form of ‘Infinirien’. Though this is more easily defensible then Pascal’ Wager, the modified version has garnered enough popularity and has enough similar that it is the target of most criticisms. Pascal came up with a theory of understanding the consequences of not believing in God versus those that came with believing in him. From his calculations he determined that since believing in God had the same result as not believing when God didn’t exist. When God did exist however, the consequences of not believing were dire and the reward for believing was infinite. Pascal tried to explain that believing in God was the rational decision when such infinite rewards of heaven and such punishment of hell are possibili ties. Social implications are crucial to understanding how Pascal’s Wager might apply today and in countries of all different cultures. I will discuss three of the most common objections toward Pascal’s Wager and illustrate how considering just a few social factors make the decision to believe in God more rational then not. Then, I will explain how though there’s not enough evidence toward believing unswervingly, there is still enough positive implications that can warrant accepting your socially acceptable faith. Pascal’s Wager hasShow MoreRelatedQuestions On Pascal s Wager1833 Words   |  8 PagesPascal’s Wager is often considered one of philosophies weakest religious arguments to date. Pascal invents a wager to persuade the one who questions God into attending church, following the Ten Commandments, and following any other traditions in the Catholic Church. The wager is, if a person is a believer and after departing from this earth they find t hat they are correct, then their rewards are infinite. They will receive eternal life and a relationship with God in heaven. On the other hand if aRead MoreSummary Of Blaise Pascal s The Wager 1286 Words   |  6 PagesBlaise Pascal’s famous work, â€Å"the Wager,† utilizes about the concept of pragmatic justification in the terms of deciding whether or not to believe in God. In response to this, William Clifford publishes â€Å"The Ethics of Belief† countering Pascal’s view. Neither Pascal or Clifford’s views are perfect, but they are both worth examining. Clifford s universal rejection of pragmatic justification is ultimately too harsh on Pascal’s Wager. Pascal utilizes reason to come to the conclusion whether or notRead MorePascal s The Wager, By Simon Blackburn s Vs. An Assessment883 Words   |  4 Pagesworks of Blaise Pascal’s, â€Å"The Wager†, Simon Blackburn’s â€Å"Pascal’s Wager†, and Linda Zagzebski’s â€Å"Pascal’s Wager: An Assessment†. I will be comparing Pascal’s beliefs with the beliefs of Blackburn and Zagzebski as they discuss different ways to believe in God and if believing in God is a gamble on ones after-life, or simply just religious preference. I will discuss the works of these three philosophers and explain how their works may correlate and differ. The question presented in Pascal’s work isRead MoreWilliam James s Will For Believe1171 Words   |  5 PagesWilliam James’s Will to Believe. There are three elements to observe when dealing with a hypothesis. Jame s noted we must ask is our hypothesis dead or living, forced or avoidable, momentous. What the Will to Believe is advocating is one can morally or rationally believe in God or something, even if there is not sufficient intellectual evidence for such a belief. We answer the questions which are outlined on page 292 over the three points on the grounds of our â€Å"passional nature.† Passional natureRead MoreThe Roman Catholic Church Responded Treatment1645 Words   |  7 Pagesknowledge and truth, this created a kind of dualism. Blaise Pascal, 1623-1662, he was French mathematician and philosopher. Pascal was the first to use probability theory, developed the fundamentals of calculus, challenged whether human reason could really address life’s greatest questions, and was deeply Christian thinker. Pensees, compilation of Pascal’s reflections on Christian truth, compiled after his death, most well literary work. Pascal’s wager, used a mathematical analogy to explain his faith inRead MoreThe Ideas Of Kierkegaard And Pascal2571 Words   |  11 PagesThere are some questions in the religious domain that reason cannot answer because there are situations in every religion that cannot logically be explained. Religions are not rational; therefore, reason alone is not adequate enough to validate religious truths. In this paper, I will demonstrate how reason and faith aren’t separate entities and how both are needed in order to explain all religious truths by examining the ideas of Kierkegaard and Pascal. I will also give a detailed explanation ofRead MoreThe Ethics Of Belief By Clifford. Pascal1776 Words   |  8 Pagesarrive at beliefs. William James, however, disapproves Clifford. Pascal has a different view on belief formation where he argues that reasons for believing and failing to believe in God are indecisive. The three philosophers have varied views on how beliefs are formed. This essay discusses the reasons why Clifford made the above conclusion, the position taken by James in his opposition and how the argument relates to Pascal’s Wager. In Clifford’s first section of his essay, he narrates two storiesRead MoreGod Is No Proof That God Exists?953 Words   |  4 Pagesa cost benefit analysis. A Pascalian wager is made with the notion that God may or may not exist. If one believes in God and God exists, then one will go to Heaven. If one believes in God and God does not exist, there will not be much to lose. However, if one does not believe in God and God does exist, an eternity of damnation will be faced. On this basis, it is rational to believe in God (Clark, 1994). We are literally betting with our lives. Critics of Pascal argue that there are too many religionsRead MoreMathematical Theory Of Mathematics And Mathematics1410 Words   |  6 Pagesused to build the pyramids. Probability’s beginning happened because of recreational circumstances. A gambler s dispute in 1654 led to the creation of the mathematical theory of probability by two famous French mathematicians, Blaise Pascal and Pierre de Fermat. Antoine Gombaud, Chevalier de Mà ©rà ©, a French nobleman with an interest in gaming and gambling questions, called Pascal s attention to an apparent contradiction concerning a popular dice game. The game consisted in throwing a pair of diceRead MoreNotes On Blaise Pascal s Theory Of The Classical Problem Of Modern Economics, Social Science, And Pascal2312 Words   |  10 PagesBlaise Pascal was born on June 19, 1623, in Clermont-Ferrand, France to Etienne and Antoinette Pascal. He was the only son having two sisters, Jacqueline and Gilberte. Blaise Pascal was a person of many hats as he had different traits and talents that he acquired. Not only was he an important mathematician, but also a philosopher, physicist, inventor, scientist, and the ological writer. Pascal made numerous contributions to a wide variety of studies that are still appreciated today including a powerful

World Trade Organization free essay sample

A company has to be a major multinational corporation to facilitate and benefit from the globalization of markets. True  Ã‚  Ã‚  Ã‚  False 4. Because of globalization, companies rarely need to customize marketing strategies, product features, and operating practices in different countries. True  Ã‚  Ã‚  Ã‚  False . The most global markets currently are markets for consumer products. True  Ã‚  Ã‚  Ã‚  False 6. As firms follow each other around the world, they bring with them many of the assets that served them well in other national markets. Thus, greater diversity replaces uniformity. True  Ã‚  Ã‚  Ã‚  False 7. Substantial impediments such as barriers to foreign direct investment make it difficult for firms to achieve the optimal dispersion of their productive activities to locations around the globe. Over its entire history, the WTO has promoted the lowering of barriers to cross-border trade and investment. True  Ã‚  Ã‚  Ã‚  False 10. The IMF is less controversial than its sister concern, the World Bank. True  Ã‚  Ã‚  Ã‚  False 11. The IMF is often seen as the lender of last resort to nation-states whose economies are in turmoil. We will write a custom essay sample on World Trade Organization or any similar topic specifically for you Do Not WasteYour Time HIRE WRITER Only 13.90 / page True  Ã‚  Ã‚  Ã‚  False 12. After World War I, the advanced nations of the West committed themselves to removing barriers to the free flow of goods, services, and capital between nations. True  Ã‚  Ã‚  Ã‚  False 13. World merchandise trade includes trade in manufactured goods, agricultural goods, and services. Trade in services now accounts for more than half of the value of all international trade. True  Ã‚  Ã‚  Ã‚  False 15. The volume of world output has grown faster than the volume of world merchandise trade since the 1950s, according to data from the World Trade Organization. True  Ã‚  Ã‚  Ã‚  False 16. Moores Law predicts that the power of microprocessor technology doubles and its cost of production declines in half every 18 months. True  Ã‚  Ã‚  Ã‚  False 17. As transportation costs associated with the globalization of production decline, dispersal of production to geographically separate locations becomes more economical. The Internet has acted as a regulatory brake on unfettered international trade in business. True  Ã‚  Ã‚  Ã‚  False 19. In any society, the media are the primary conveyors of culture. True  Ã‚  Ã‚  Ã‚  False 20. The dominance of large multinational British firms on the international business scene is one of the changing trends of globalization. True  Ã‚  Ã‚  Ã‚  False 21. As the worlds largest industrial power, the United States accounted for a significantly larger share of the world economy in 2008 than it did in the 1960s. True  Ã‚  Ã‚  Ã‚  False 22. Most forecasts now predict a rapid rise in world output accounted for by developing nations such as China, India, and South Korea, and a relative decline in the share enjoyed by rich industrialized countries such as Britain and the United States. United States and other long-established developed nations seems likely. True  Ã‚  Ã‚  Ã‚  False 23. In the 1970s, European and Japanese firms began to shift labor-intensive manufacturing operations from their home markets to developing nations where labor costs were lower. True  Ã‚  Ã‚  Ã‚  False 24. The stock of foreign direct investment refers to the total cumulative value of foreign investments in a country.

Importance of Minerals and Vitamins in Human Body- myassignmenthelp

Question: Write about theImportance of Minerals and Vitamins in Human Body. Answer: Essential nutrients are a category of nutrients, which the human body cannot prepare by itself and requires external sources to replenish the body with such nutrients. Minerals and vitamins are such essential nutrients that are required for completion of several crucial pathways inside the human body (Mann and Truswell 2017). Therefore, the prime aim of this assignment to point out importance of these inorganic (minerals) and organic (vitamins) essential nutrients and discuss some unknown facts about them. For further discussion, iron has been selected as the required mineral and Vitamin B12 has been selected as the essential vitamin. Mineral Iron is an important mineral needed for several important aspects of human body. By combing to several proteins, or taking part in few physiological reactions, iron helps for the development of human cells (Prasad 2013). Functions The primary function of iron inside human body is in the formation of red blood cells in the human body. IT binds the oxygen molecules and helps the red blood cells to transport oxygen for the cellular function to the entire body. Further in the muscle cells, with myoglobin, it helps in the storage, transfer and release of oxygen in the muscle tissues. Further, it helps to promote healthy brain functions and maintains healthy immune system (Abbaspour, Hurrell and Kelishadi 2014). Sources Depending on the type of iron found, the iron sources are divided into two sections, haem group and non-haem group. The haem group contains animal sources of iron such as meat, red meat, poultry and fishes. On the other hand, the non-haem group is inclusive of plant derived iron such as vegetables, legumes, cereals and beans (Abbaspour, Hurrell and Kelishadi 2014). Fun facts The haem iron is absorbed quickly than the non-haem iron. Iron is also important for respiration and metabolism for energy. It works as catalyst in the reaction for collagen formation (Prasad 2013). Vitamin Vitamin B12 is an important essential vitamin needed for successful physiological function. This vitamin is also known as cobalamin and deficiencies can affect the neurological system of human body (Fenech 2012). Functions The vitamin B12 is involved in the formation and regulation of human DNA, as well as involved in the formation of red blood cells. There are several neurological functions, in which it helps as catalyst and helps to regulate different responses. Further, this essential vitamin is involved in the human metabolism and plays crucial roles in the formation of fatty acids and energy production (Nielsen et al. 2012). Source This vitamin is naturally present in animal food products such as poultry, fish, meat, egg and milk products. However, plant food sources lack the presence of vitamin B12 in them, but fortified cereals are a good source of vitamin B12. Few of the yeast products are also good source for Vitamin B12 (Fenech 2012). Fun facts Deficiency of vitamin B12 leads to neurological disorder and anemia, as it is involved in the red blood cell production. It is the largest and structurally complex vitamin found largely in the animal food product and absent in the plant food sources. It is industrially produced through bacterial fermentation and hence vegetarians can fulfill their B12 requirement through supplementation (Nielsen et al. 2012). References Abbaspour, N., Hurrell, R. and Kelishadi, R., 2014. Review on iron and its importance for human health.Journal of research in medical sciences: the official journal of Isfahan University of Medical Sciences,19(2), p.164. Fenech, M., 2012. Folate (vitamin B9) and vitamin B12 and their function in the maintenance of nuclear and mitochondrial genome integrity.Mutation Research/Fundamental and Molecular Mechanisms of Mutagenesis,733(1), pp.21-33. Mann, J. and Truswell, S. eds., 2017.Essentials of human nutrition, 5th Edn, pp. 165-210, Oxford University Press. Nielsen, M.J., Rasmussen, M.R., Andersen, C.B., Nex, E. and Moestrup, S.K., 2012. Vitamin B 12 transport from food to the body's cellsa sophisticated, multistep pathway.Nature Reviews Gastroenterology and Hepatology,9(6), p.345. Prasad, A., 2013.Trace elements and iron in human metabolism, 1st Edn, pp. 123-145, Springer Science Business Media.