Seismic Design EC8

7/23/2019 Seismic Design EC8

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HOW TO MODEL EARTHQUAKE ACCORDING TO EC8 IN

AUTODESK ROBOT STRUCTURAL ANALISYS 2011

In order to present the steps to define earthquake loads in Robot we have

prepared the 4 story building that is represented bellow. The structure was the following

dimensions: 10.8mx28.2m and 15.5m height. There are 4 stories, 3m height each and

the ground floor 3.5m height.

As loads acting on structure we have modeled:

1. Self weight of elements: it is calculated automatically by the program.

2. Finishes: 1.5kN/m2

3. Non structural internal walls: 3.0kN/m2

4. Live loads: 2.0kN/m2 for each floor and 1.0kN/m2 for roof.

5. Snow: 1.6kN/m2



After completing the modeling of the geometry and loads it is time to define

earthquake loads. In Robot there are implemented many codes for earthquake. In our

case we used EN1998-1-1:2004.

The first step is to generate the Modal analysis case. In order to do this the user

has to access the Analysis Type command from the Analysis Menu. Below it is

presented the Analysis Type window. In this window we can see the load cases that

were defined earlier (1-5). To define Modal analysis press the New button.

By pressing the New button another window opens and here we have to selectthe Modal option. As the windows shows the other options are not yet available

because in order to access them the modal analysis has to be already defined.



Alter selecting the Modal option and pressing the OK button the program opens

the window where the user can select the parameters for the modal analysis. This

window is presented bellow.



In this window the user must indicate the number of modes that the analysis will

calculate. Depending on the type of structure that is calculated and form the personal

experience the user has to indicate a number of modes. In our case we have indicated

70 modes. The most important rule is that after calculation, in the modal analysis resultstable, the Relative mass on X and Y direction to be more than 90% in the last calculated

mode (in our case in the 70th

mode). If this is not happening the user has to increase the

number of modes until this condition is fulfilled.

Another important option in this window is the Disregard density option. Now the

check box for this option is not checked. This means that the program will transform the

first case Self weight into masses automatically. So it is important that in the Load to

mass Conversion window the user not to convert this case into masses. There are

some cases where the user wants to have full control over the conversion of the loads

into masses and in this case the Disregard density option will be checked and the userwill indicate to the program to convert the self weight case into masses manually and

can also increase this mass by using a coefficient.

The user can select one of the three analysis modes:



Analysis Mode - modal

The modal analysis of the structure will be conducted. n vibration modes will befound, the iterations will be completed if a convergence condition is reached.

Activation of Sturm Check, which allows for searching for the omittedpulsations, is possible.

Analysis Mode - seismic

During modal structure analysis, n vibration modes will be selected (notnecessarily in the appropriate order). Those eigenvibration modes will be set, which areimportant to seismic analyses, therefore those which are characterized by a large massparticipation factor.

A Sturm Check is not possible for this structure analysis mode.

Analysis Mode - seismic pseudomodal

Spectral and seismic analysis will be conducted using the pseudomodalmethod. This should be used only when applying classic analysis methods based onmodal decomposition results in a very long structure analysis time.

The recommended option is the modal as we selected in our model. The othertwo options are useful when there are problems with reaching the 90% relative masscondition.

After selecting the modal analysis parameters press the OK button and return tothe Analysis Type window. As we can see now we have a 6th case named Modal.



The next step is to generate the seismic analysis case. Press the New button

and see the New Case Definition window. Now, after defining the Modal case, there are

available all the other analysis types.



Select the seismic type and the EN 1998-1-1:2004 code, and press the OK

button. This will open the EC8 Parameters window presented below:



Parameters of a structure seismic analysis depend on a seismic code used

during calculations of a structure influenced by seismic impact.

The code dependant factors are editable for EN 1998-1-1:2004 General code;their values can be changed in the national annexes.

To complete the seismic analysis according to the rules given in a code, definethe following parameters.

· Value of the ag coefficient = 2.35m/s2

· Behavior factor q (see the tables 1, 2, 3 and 4 of the code) = 3.9

· Spectrum (design, elastic) = Design

· Spectrum type (type 1, type 2) = type 1

· Direction (horizontal, vertical) = Horizontal

· Ground type (A,B,C,D,E,Envelope) = D

We can also indicate an eccentricity to the mass distribution by pressing theEccentricity definition button. The following window will open where we can indicate anabsolute value (in meters) or a relative (%) value on one or two directions



The next step is to indicate the direction definition parameters by pressing the

Direction definition button in the dynamic analysis parameter dialog to define the

direction of spectral/seismic excitation.

The Resolution of a force (seismic/spectral) into directions option generatesthree seismic cases differing in direction of excitation. The excitation direction (X,Y,Z)defined at the top of the dialog is appropriately resolved for the case, (X,0,0) (0,Y,0),(0,0,Z). The names of the newly created cases contain information indicating whichdirection the excitation is defined. Therefore, values defined in the X, Y, Z fields arecomponents of the excitation vector. Select Use normalized values to scale componentvalues so that the resultant vector is a unit vector.

Cases are generated as soon as the dialog for defining seismic/spectralanalysis parameters is closed.

Here we can also define combination between the three directions:

- Newmark combination- Quadratic combination

In our case we have selected only Newmark combinations.



After selecting all the parameters and closing the window we will see that in the

Analysis Type window the program generated seismic cases(7,8,9) and Newmark

combinations (10-21).

The next step is to indicate the Load to Mass Conversion parameters in the

following window.



You can define loads/masses at once for all calculation purposes. It is notnecessary to define separately static loads or masses taken into account in structure

analyses (static and dynamic, respectively). On the basis of the pre-defined static loadsone may create masses to be used during dynamic calculations.

To convert static loads to masses, do the following.

1. Determine the cases for which conversion of loads to masses will be carriedout. Provide the numbers of load cases; define the direction of the conversionprocess and the multiplication coefficient to be applied to the value of the staticload.

2. Determine the set of directions in the global coordinate system (X, Y, Z) along

which the masses will operate.

3. Determine the dynamic analysis case that will use the masses created fromloads. Select Add Mass to Global Mass so the masses created from loads willbe taken into account in all cases of dynamic structure analyses.

4. Click Add.



You can also delete or modify a load case as necessary.

Concentrated forces are automatically converted to concentrated masses,distributed loads to distributed masses, and moments to rotational masses. SelectLoads > Mass table to view converted masses in the table of masses. Mass values are

presented in the table as weight values (acceleration of gravity is applied). Massescreated due to the conversion process are marked CNV in the Memo field todifferentiate them from user defined masses. The mark denotes the origin of a mass forthe benefit of the conversion procedure.

Note:

Conversion of loads to masses is always carried out at the beginning ofcalculations. It begins with the removal of the masses generated during the previousconversion. The change of the contents of the MEMO field in the table of masses mayresult in a mass not being removed during conversion, which leads to duplication of

masses.

In the Added masses table, the Conversion of loads tab presents dataconcerning masses (read only and printable). Individual table columns are as follows.

· Converted case – a number and a name of a converted case.

· Conversion direction – depending on a selected direction X+ / Y+ / Z+ / X- / Y-/ Z-.

· Factor - a dimensionless coefficient.

· Mass direction - X, Y or Z.

· Case - a number of the modal case to which a load is converted or dynamic forall cases.

Now that all the parameters are indicated we can close the Analysis Type

window and perform a Calculation of the structure by selecting from Analysis menu the

Calculation command.

After the program finishes calculation we can read the first results about the

seismic analysis by selecting from the Results menu/Advanced/Modal Analysis. In thetable below we can see the results:



Here we can see that our structure has a period of 0.19 sec. This means that

the structure is very rigid.



Also we can see that the mass participation condition is fulfilled as in the 70th

mode we have 92.39% on X direction and 90.64% on Y direction (values indicated by

green circles). In the case that these values were less that 90% we would have to

change in the modal analysis parameter window the number of modes (increasing it)

and recalculate the structure until the condition is fulfilled.

Before reading the results on bars there is one more important thing to do. We

have to indicate for each case the Combination Sign in the Analysis Type window.

The top part of the dialog consists of the following fields.

· Case - The number of a seismic or spectral analysis case

· Main mode –

The number of the main mode for determining the sign of thegiven combination.

Click Set to ascribe the selected mode to the seismic or spectral case.

The middle part of the dialog contains a table for the seismic and spectral analyses ofthe current structure. For each type of analysis, the table presents the following data.



· Case number

· Case name

· Main mode (user defined in the top of the dialog or 0) - The sign of the results

for this mode will be assumed for the entire combination.

If a main mode is set to 0, then the combination sign calculated from the formula forcalculating CQC or SRSS combinations will be assumed.

The bottom part of the dialog box selects the default type of calculations to be applied inthe case of seismic combination.

CQC - Complete Quadratic Combination

SRSS - Square Root of Sums of Squares

10% - 10% double sum

2SM - double sum.

In order to choose the main mode on each direction we have to return to the

Modal Analysis results table. Here we can see with red circles the values that indicates

the main modes for each direction.

The rule is to see for each direction which mode has the biggest value for

Current mass. In our case we can see that in the X direction we have in the 2nd

mode

71.29% , in the Y direction we have in the 1st mode 70.68% and in the Z direction wehave in the 4

th mode 45.76%.

With the definition of the main modes we have finished the modeling of the

seismic cases according to EN1998-1-1:2004. Now we can proceed to the design of the

structure elements.

Documents

Seismic Design EC8