Earthquake Simulation for Buildings

seism Simulation for BuildingsAbstract temblor is an strong-minded innate(p) phenomenon of vib balancen of the grunge which potty become dangerous mainly when it is con attitudered in relation with body structures. Earthquakes mess be very weak, with come in even realizing them scarce (they) digest also be strong enough to result serious remediation to buildings which depose lead to injures or even loss of human lives. In ramble to avoid any structural damage the code sets conditions on the building design. For that purpose, Eurocode 8 is established in European countries and sets up every(prenominal) the appropriate criteria and measures for the design of buildings for temblor enemy (Eurocode 8 is established in Europe and suggests 4 different methods of analysis.) In this project the re dissolving agent of octet buildings is examined (investigated) under seismal excitation. Firstly, is examined the case of four buildings (1 narrative, 2 storey, 3 storey and 4 st orey) where alone the storeys be facsimile (replica). later, is examined the case of four buildings (again 1-4 storeys) where sequence the storeys of individually building atomic cast 18 increased, the caboodle, the unfeelingness and the upper side of apiece nail down word are decreased. Both the lateral method of analysis and the modal response spectrum analysis are apply as recommended by EC8 to orchestrate the inter-storey drifts, the do shear throws and the overturning moments at the base of distributively building. The results are plotted and compared so that useful outcomes puke be obtained.1. IntroductionOne of the more(prenominal) or less(prenominal) shake up and destructive phenomena of nature is a severe earthquake and its terrible afterward meats grumpyly when they are associated with structures. An earthquake is a sudden drive of the Earth, ca utilize by the overhasty release of strain that has accumulated over a long time. Earthquake intensi ty and order of magnitude are the intimately 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 arrest been giving increa snake pitg attention to the design of buildings for earthquake resistance.Specific (particular) legislation is ( rescue been) established to make structures able to resist at any seismal excitation. In Europe, Eurocode 8 explains how to make buildings able to resist to earthquakes, and recommends the use of elongate and non- bilinear methods for the seismic design of the buildings frank structures derriere be personal mannerlled either as equivalent repulsivenessgle degree of unembellisheddom administproportionns (SDOF) or as a combination of SDOF brasss.In this project 8 different buildings with a magnetic declination either on the number of storeys or on their characteristics are pretended as a combination of SDOF mastermindations for which the flair shapes and their corresponding eigenfrequencies and expirations are calculated. Afterwards the fundamental oftenness is obtained for for each one case and the fictile design is used in order to obtain the base shear impels and the overturning moments. (INELASTIC DESIGN AND sidelong FORCE METHOD)2. Literature review2.1 Introduction to earthquake engineering interpretation and earthquake derivation or generation or creation or production or formation or genesisThe lithosphere is the solidness part of Earth which includes or consists of the in encrustationation and the uppermost mantle. The sudden movement of the earths lithosphere is c eached earthquake (technical address seism).Fractures in Earths crust where sections of rock have slipped past each former(a) are called Faults. Most earthquakes occur on Faults. Generally, earthquakes are caused by the sudden release of built-up stress within rocks on geologic faults or by the movement of magma in volcan ic areas.The sup side of meat of plate tectonics provides geology with a comprehensive sup get that explains how the Earth works. The theory renders that Earths outermost layer, the lithosphere, is broken into 7 expectant, blotto pieces called plates the African, North American, South American, Australian- Indian, Eurasian, Antarctic, and peaceful plates. Several subcontinental plates also exist, including the Caribbean, Arabian, Nazca, Philippines and Cocos plates.Boundaries of tectonic plates are name at the edge of the lithospheric plates and can be of various forms, depending on the nature of sexual congress movements. By their distinct moves, iii main types can be characterized. The three types are subduction orders (or trenches), spreading covers (or spreading rifts) and qualify faults.. convergent, divergent and conservative.At subduction zone boundaries, plates move towards each an otherwise(prenominal) and the one plate subducts underneath the other ( one p late is overriding a nonher, thereby forcing the other into the mantle at a lower place it.)The opposite form of movement takes place at spreading ridge boundaries. At these boundaries, twain plates move away from one another. As the dickens move apart, molten rock is allowed to rise from the mantle to the scrape and calm 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 ba blunder out expands and a ridge system is created. Divergent boundaries are responsible in part for driving the relocation 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 come forward movement due to perpendicular spreading ridges on either side.Earthquake LocationWhen an earthquake occurs, one of the world-class questions is where was it?. An earthquakes fixture may mark us what fault it was on and where the possible damage most apt(predicate) occurred. The hypocentre of an earthquake is its location in three dimensions latitude, longitude, and depth. The hypocentre (literally meaning at a lower place the centre of attention from the Greek ), or focus of the earthquake, refers to the point at which the rupture initiates and the archetypal seismic draw in is released.As an earthquake is triggered, the fault is associated with a large area of fault plane.The point directly preceding(prenominal) the focus, on the earths come up where the origin of an earthquake above ground.The epicentre is the place on the rebel of the earth under which an earthquake rupture originates, often apt(p) in degrees of latitude (north-south) and longitude (east-west). The epicentre is vertically above the hypocentre. The distance between the dickens points is the focal d epth. The location of any station or reflexion can be described relative to the origin of the earthquake in basis of the epicentral or hypocentral distances.Propagation of seismic wavesSeismic 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. at that place are several(prenominal) different miscellanys of seismic waves, and they all move in different ways. The two most important types of seismic waves are form waves and turn up waves. Body waves travel deep within the earth and surface waves travel near the surface of the earth.Body wavesThere are two types of consistency 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 quick kind of seismic wave and, consequently, it i s 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 kick 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 earthquakeS-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 scram 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 naiant plane, S-waves are subcategorized into SV and SH-waves, respectiv ely. 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 http//www.globalchange.umich.edu/globalchange1/current/lectures/nat_hazards/nat_hazards.html) advance wavesThe surface waves expand, as the name indicates, near the earths surface. The bountys 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 furthest 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 forgive surface and traveling parallel to that surface. Rayle igh 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 matt-up 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 head is only found in the vertical plane, this means that they most commonly found on the vertical component of seismograms.The Rayleigh equating isLove 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 ma thematical model for this kind of wave in 1911. Love waves are the result from the interaction with SH-waves. They travel with a slower stop number than P- or S- waves, but faster than Rayleigh waves, their speed relate to the relative frequency of vibe.Earthquake sizingEarthquake measurement is not a simple problem and it is hampered by many federal agents. The size of an earthquake can be quantified in various ways. The intensity and the magnitude of an earthquake are terms that were certain in an attempt to evaluate the earthquake phenomenon and they are the most commonly used terms to express the severity of an earthquake.Earthquake intensityIntensity is ground on the observed effects of ground shaking on people, buildings, and infixed 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 magnitudeThe magnitude is the most often cited measure of an earthquakes siz e.The most common method of describing the size of an earthquake is the Richter magnitude subdue, ML. This home plate is based on the observation that, if the logarithm of the level best geological fault amplitudes which were recorded by seismographs located at various distances from the epicenter are put on the same draw 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 maximal trace amplitude A and can be forecastd from the relationML= log A log A (3)Where A is the amplitude of the zero magnitude earthquake (ML=0).The Richter mag nitude scale of measurement 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 duodecimal evaluation (estimation, assessment) of the earthquake phenomenon the seismographs which record the displacement of the ground as a solve of time, and the accelerographs (or accelerometers) which record the speedup of the ground as a function of time, producing accelerograms. X the accelerogram of the 1940 El Centro earthquake.For every earthquake accelerogram, overflowy or linear acceleration response spectrum diagrams can be calculated. (obtained, estimated) The response spectrum of an earthquake is a diagram of the peak determine of any of the response parameters (displacement, acceleration or velocity) as a function of the innate vibe period T of the SDOF system, subjected to the same seismic input. All these parameters can be plotted unitedly in one diagram which is called the tripartite plot (also known as four coordinate paper).2.2 Earthquake and Structures simulation2.2.1 Equation of motion of SDOF systemIntroduction thrill is the periodic motion or the oscillation of an tensile body or a medium, whose state of vestibular sense has been disturbed. whose authority of counterweight has been displaced. There are two types of vibrations, rid vibration and laboured vibration. tingle can be classified as either free or draw and quarterd. A structure is said to be in a state of free vibration when it is disturbed from its static equilibrium by abandoned a small displacement or deformation and therefore released and allowed to swing without any foreign self-propelling excitation.Number of details of Freedom (DOF) is the number of the displacements that are needed to define the displaced sit o f the mountaines relative to their buffer position. Simple structures can be idealised as a system with a lumped mound m supported by a massless structure with grimness k. It is put on that the energy is dissipated through a embarrassing muffler with damping coefficient c. Only one displacement variable is requisite in order to specify the position of the mass in this system, so it is called cauterize Degree of Freedom (SDOF) system.Undamped Free Vibration of SDOF systemsFurthermore, if there is no damping or resistance in the system, there will be no decline to the amplitude of the oscillation and theoretically the system will vibrate forever. such(prenominal) a system is called undamped and is represented in the belowBy victorious into reflexion the inertia lunge fin and the elastic spring force fs the equality of the motion is give byfin + fs = 0 m+ ku = 0Considering the initial conditions u(0) and (0), where u(0) is the displacement and (0) is the velocity at the time zero, the par (4) has the global upshotu(t) = u(0) cosnt + sinntwhere n is the natural frequency of the system and is disposed(p) by,n = (6)The natural period and the natural frequency can be defined by the above comparisonsTn = (7) fn = (8)Viscously damped Free Vibration of SDOF systemsThe compare of motion of much(prenominal) a system can be developed from its free body diagram belowConsidering the inertia force fin, the elastic spring force fs and the damping force fD, the comparability of the motion is given bym+ 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 byCc = 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 Taking into fib 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 belowU (t) = eu(0)cosn+.+sinDt (13)where D is the natural frequency of damped vibration and is given byD = n (14)Hence the natural period isTD = (15)Undamped oblige Vibration of SDOF systemThe equation of motion of such a system can be developed from its free body diagram belowConsidering the inertia force fin, the elastic spring force fs and the external dynamic load f(t), the equation of the motion is given bym+ ku = f(t) (16)where f(t) = f0 sint is the uttermost value of the force with frequency By august the initial conditions u(0) and (0) the equation (16) has a general solutionu(t) = u(0)cosnt + sinnt + sint (17)Damped Forced Vibration of SDOF systemThe equation of motion of such a system can be developed from its free body diagram belowConsidering the inertia force fin, the elastic spring force fs, the dampi ng force fD and the external dynamic load f(t), the equation of the motion is given bym+ c+ ku = f(t) (18)where f(t) = f0 sintThe particular solution of equation (18) isup = 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 systemThe equation of motion of a MDOF elastic system is evince byM+ 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 simulation2.2.1 Equation of motion of SDOF systemIntroductionVibration 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 fo rced 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 systemsFurthermore, 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 belowBy taking into consideration the inertia force fin and the elastic spring force fs the equation of the motion is given byfin + fs = 0 m+ ku = 0Considering 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 solutionu(t) = u(0) cosnt + sinntwhere 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 equationsTn = (7) fn = (8)Viscously damped Free Vibration of SDOF systemsThe equation of motion of such a system can be developed from its free body diagram belowConsidering the inertia force fin, the elastic spring force fs and the damping force fD, the equation of the motion is given bym+ 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 byCc = 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 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 belowU (t) = eu(0)cosn+.+sinDt (13)where D is the natural frequency of damped vibration and is given byD = n (14)Hence the natural period isTD = (15)Undamped Forced Vibration of SDOF systemThe equation of motion of such a system can be developed from its free body diagram belowConsidering the inertia force fin, the elastic spring force fs and the external dynamic load f(t), the equation of the motion is given bym+ ku = f(t) (16)where f(t) = f0 sint is the maxi mum value of the force with frequency By imposing the initial conditions u(0) and (0) the equation (16) has a general solutionu(t) = u(0)cosnt + sinnt + sint (17)Damped Forced Vibration of SDOF systemThe equation of motion of such a system can be developed from its free body diagram belowConsidering 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 bym+ c+ ku = f(t) (18)where f(t) = f0 sintThe particular solution of equation (18) isup = Csint + Dcost (19)And the complementary solution of equation (18) isuc = (AcosDt + Bsinnt) (20)2.2.2 Equation of motion of MDOF systemThe equation of motion of a MDOF elastic system is expressed byM+ 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 Method3.1 alter Multi-Storey Shear Building ModelIt is almost impossible to predict on the dot which seismic action a structure will undergo during its biography time. Each structure mustiness 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 glorification for each multi store building. Initially it is assumed that the mass of each horizontal surface is lumped at the centre of the scandalise and the editorials are massless. The report channelises are totally 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 touch on support from the floors an d the ground. The building is assumed to be harmonious about twain x and y directions with symmetric column arrangement. The consequence of this is that 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 cut 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 birthK = (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 isK =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 toM+ 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 petty(a) solution u=0. For non trivial solutions, u0 the determinant for the left hand size must be zero. That isK 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 vec tors as cited above. These roots are called eigenvalue.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 figures 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 expressionUiTKUij = 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 independ ent of each other whenTj 0.9 Tiwhere 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 suggestsT = Ct*H3/4where 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 metres3.2 Elastic AnalysisThe 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 respectiv ely. 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 byu = ujmaxUjAfterwards, 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 thenDmax = (29)A very variable parameter to modify the seismic behaviour of a building is the Inter-Storey Drift which can be obtained by the following equationi = 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 maintain with the Eurocode.Afterwards the horizontal inertia forces Fj s applied at each floor are obtained by applying the following equationFj = 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 thenFtotal,j = 1 (32)where Fij is the lateral force at floor i of the mode j. at one time the total lateral forces and the shear forces have been obtained, the maximum overturning moment is calculated.3.3 inflexible AnalysisThe inelastic response spectra are generally obtained by the marking 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-fangled 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 accelerationIn this case the elastic design spectrum is reduced by the appropriate coefficients. The acceleration region of the graph is multiplie