Structural dynamics

1. Differentiate Static analysis and Dynamic analysis with proper representing pictures.

• the nature of loading governs the kind of analysis to be performed on the structure. the loads are divided into two basic categories.
• static loads are the load with respective time is very slowly(the acceleration of load is very less than the natural frequency of the structure)
• Dynamic loads are the loads the variation of load with respective time is fairly quick in comparision to the structures natural frequency.
• 

Static analysis

• load is not variablr with time and neglected due to slow applying of load.
• motion of the structure can be disregraded.
• static analysis doesnt considered inertia force along with static force.
• The displacement obtain by static analysis is more.
• static forces does not change in size position or in direction.
• incase of building structure is static the analysis is not sufficient for high ends.
• in static force analysis , inertia force and inertia torque caused by acceleration are neglected.

Dynamic analysis

• load is variable with due to fast applying of load and vibration.
• motion can not disregraded.
• dynamic analysis considered inertia force allong with dynamic force
• the displacement obtained by dynamic analysis are less .
• where as in dynamic forces changes in either size and position or in direction.
• incase of building structures is dynamic the analysis is sufficient for high ends.
• in dynamic force analysis , inertia force and inertia torque caused by aceleration are not neglected.

2. Explain the following with relevant force-displacement graph (40 marks)

1. Elastic behavior
2. Inelastic behavior
3. Plastic behavior
4. Non-linear Inelastic behavior

• under cyclic deformation due to earthquake , the initial loading curve is non linear with larger amplitude of formation.
• after inital loading there are unloading and reloading curves . both differ from inital loading branch.
• We see that at certain point incyclic loading it becomes non linear until the point (a).
• then there is unloading then load moves in negetive direction and then there is reloading then it doesnot follow initial unloading path.
• this implies the fs coresponding an inbuilt direction is not a single value. it depends on the history of deformation.

Force-displacement graph of Elastic behavior:-

• Elasticity, ability of a deformed material body to return to its original shape and size when the forces causing the deformation are removed.
• For a linear elastic system the relationship between the lateral force fs and resulting deformation u is linear that is, fs=ku; where k is the lateral stiffness of the system; its unit are force/length.
• In linear deformation k is constant
• This deformation would be linear at smaller displacement. But would become non linear at larger deformations.
• Elastic behavior is the property of the material upto which the material can retain it's shape. From the aforementioned graph it is clearly mentioned that upto a certain point from "O" the graph is linear and shown its elastic properties.

Force-displacement graph of Inelastic behavior:-

• For extreme loadings, the structure is allowed to experience a limited amount of deformation beyond the elastic limit.
• This deformation is called “inelastic” since in contrast to elastic deformation, when the loading is removed, the structure does not return to its original position.
• Inelastic behavior is the property of the material when the material can't retain it's previous shape after a certain deformation. In the aforementioned graph inelastic behavior has been shown in the upper shape of the curve upto point "a".

Force-displacement graph of Plastic behavior:-

• For stresses beyond the elastic limit, a material exhibits plastic behavior.
• This means the material deforms irreversibly and does not return to its original shape and size, even when the load is removed.
• When stress is gradually increased beyond the elastic limit, the material undergoes plastic deformation.
• Plastic behavior occurs when the material completely lost it's ductility. In the above mentioned graph plastic behavior occurs during unloading after point "a".

Force-displacement graph of Non-linear Inelastic behavior:-

• Force displacement relationship becomes non-linear and inelastic at large deformations
• Force fs corresponding to deformation is not single valued and depends on history of deformations and whether deformations is increasing or decreasing. Thus the resisting force can be expressed as: fs=fs(u,v).
• Non-linear inelastic behavior occurs after the line from "O" tends to bend towards point"a".

3. Explain Mass, Stiffness & Damping components in the equation of motion.

The single degree of freedom system can be viewed as a combination of 3 pure independent system

• the stiffness component
• the daamping component
• the mass component

The stiffness component:-

• the term stiffness is used in earthquake engineering to designate how well a building will endure large lateral displacement imposed by ground shaking.
• stiffness is a measure of how much force is required to displace bulding by acertain amount . the the fram without damping or mass.
• the external force fs on the stiffness component is related to displacement u by fs=ku
• if the system is linearly elastic.

The Damping component:-

• Damping is the dissipation of vibratory energy in solid mediums and structures over time and distance.
• Similar to the absorption of sound in air, damping occurs whenever there is any type of friction that diminishes movement and disperses the energy.
• The frame with its damping property but no stiffness or mass .
• The external force on the damping component is related to velocity by fd=cv.

The mass component:-

• The vertical irregularities in structures are Stiffness irregularity, Mass irregular, Vertical geometric irregularity, Discontinuity in capacity. A. Centre of Mass.
• The centre of mass is a position defined as the average position of all the parts of the system, weighted according to their masses.
• The roof mass without the stiffness or damping of the frame.
• The external force f1 on the mass component is related to acceleration by fi=mu¨

mu¨+ fd + fs = p(t) that is mu¨ + cu˙ + ku = p(t)

Now, the external force p(t) is appilied to the complete system. They may therefore visualized among the 3 components of the structure. That is inertial, stiffness and damping force.

4. Provide relationship between Natural period (Tn) & Natural frequency (f) and provide their definitions

Natural period (Tn):-

• The natural vibration of the system (Tn) is the time require for the undamped system to complete one cycle of free vibration (unit is seconds).
• it is related to the natural circular frequency of vibration ωn, in units of radians per second. With, Tn = 2π/ωn or ωn = 2π/Tn

Natural frequency (f):-

• the number of cycle executed by system in one second with units in hertz. where,

fn= 1/Tn

• Natural vibration properties ωn, Tn and f depends only on mass and stiffness of the structure.

- Tn, ωn, fn (Natural vibration pproperties) depends only on two quantities that is mass and stiffness.

- ωn = sqrt(k/m), the stiffer of single degree of freedom having the same mass will have higher natural frequency and the shorter natural period.

- Natural frequency and Natural time period is inversely proportional to each other.

- Similary, the heavier of 2 structures (or) one with more mass and if both structure have the same stiffness. The one with the heavier mass will have the lower frequency and lower frequency and longer natural period.

- ωn, n is natural (indicates to emphasize the natural properties of system and when it is allowed freely without any natural excitation).

- It is important to remember that earthquake last for few seconds. The Ground motion subsides freely vibrates the structure based on the velocity, displacement impacted to it. Because, the system is linear these vibration properties are independent of displacement and velocity.

- These properties are related to its mass and stiffness,

- The natural vibration properties ωn, Tn and fn depends only on the mass and stiffness of the structure. That is k=mw2.

- The stiffer of 2 single degree of freedom system having the same mass will have the shorter natural period (less time to comlete one cycle) and higher natural frequency.

- Similarly the heavier mass of two structures having the same stiffness will have the longer natural period and the lower natural frequency. That is ωn = sqrt(k/m).

5. Explain in detail about Response spectrum & its Graph

• A central in eathquake engineering , respose spectrum is a practical means of charecterizing ground motion and their effects on structures of diffrent Tn.
• it provides a convienient means summarise the peak response of all possible linear single degree of freedom systems to a particular component of ground motion.
• it also provides a practical approach to apply the knowledge of structural dynamic to the design structures requirements in building codes.
• A plot of the peak value of a function of the natural vibration period Tn of the system, or a related parameter such as circular frequency wn or cyclic frequency fn, is called the response spectrum for that quantity.

Deformation Response Spectrum:-

• Here is the paticular ground motion that is L-centro earthquake.
• The response developed for L-centro earthquake as shown.
• Now, the time variation of the deformation induced in the ground motion in 2 different single degree of freedom system is presented.
• Each single degree of freedom as its own period of vibrations that is Tn=1sec and Tn=2sec. And the damping ratio kept constant.
• Each of the single degre freedom system subjected this earthquake. That is the displacement history that we obtain.

• First Peak deformation we obtain is 2.67 inch for Tn=0.5sec and Շ = 2%
• Second Peak deformation we obtain is 5.97 inch for Tn=1sec and Շ = 2%
• Third Peak deformation we obtain is 7.47 inch for Tn=2sec and Շ = 2%
• In x-axis it shows the natural period of vibration and y-axis peak displacement.
• Now, to determine the peak deformation value, repeat the process again and compute displacement for natural period vibration.
• For a range of single degree of freedom system with different period of vibration keep the damping ratio as constant.
• For getting the peak period of vibration that is displacement from response spectrum curve. That deformation can be multiplied by stiffness to get equivalent static force.
• From there we can do simple structural analysis to obtain the bending moment and shear force in the structure.

Pseudo-Acceleration Response Spectrum:-

• Pseudo acceleration for an single degree od freedom system with naturak frequency ωn is related to its peak deformation D = uo, due to earthquake ground motion: A = (ωn^2) * D = ((2π/Tn)^2) * D.
• The quantity A has units of acceleration and is related to the peak value of base shear Vbo (just another name for the peak value of the equivalent static force fso): Vbo = fso = mA (or) Vbo = (A/g)*ω.

• A(t) is called pseudo acceleration and can be easily obtained by multiplying deformation at each instant of time with ωn^2 = ((2π/Tn)^2).
• Most codes world wide are force based values related to peak acceleration are mentioned in the code and those values can be easily multiply by mass of the structure to obtain the equivalent static force.
• When equivalent static force expressed in the form of deformation.
• The stiffness of the system as to be calculated and it can be leborious task.