Looking to contribute to this community? You must be signed in
Not a member? Register
Problems signing in? Check here
SPECTRUM SRSS X 1 Y 1 Z 1 ACC SCALE 32.2 DAMP 0.05
0 0.375; 0.881 0.375; 0.9 0.3375; 1 0.328; 1.1 0.3; 1.2 0.27; 1.3 0.2475
1.4 0.24; 1.5 0.2325; 1.592 0.2175
Is my correct approach correct?
If the direction factors for X, Y and z are all specified as 1, it indicates an earthquake of full intensity in all 3 directions simultaneously. This is an unlikely scenario. An earthquake which is occuring at its full intensity along X cannot act with full intensity in Y and Z also at the same time.Instead, you ought to have 3 separate load cases, with the spectrum applied in each of those 3, and the direction factors being X=1,Y=0,Z=0 for the first case, X=0,Y=1,Z=0 for the second case, and X=0,Y=0 and Z=1 for the third case, as shown below.LOAD 4 SPECTRUM IN X-DIRECTIONSELFWEIGHT X 1.0SELFWEIGHT Y 1.0SELFWEIGHT Z 1.0JOINT LOAD10 FX 17.510 FY 17.510 FZ 17.5SPECTRUM SRSS X 1.0 ACC SCALE 32.20 0.375; 0.881 0.375; 0.9 0.3375; 1 0.328; 1.1 0.3; 1.2 0.27; 1.3 0.24751.4 0.24; 1.5 0.2325; 1.592 0.2175LOAD 5 SPECTRUM IN Y-DIRECTIONSPECTRUM SRSS Y 1.0 ACC SCALE 32.20 0.375; 0.881 0.375; 0.9 0.3375; 1 0.328; 1.1 0.3; 1.2 0.27; 1.3 0.24751.4 0.24; 1.5 0.2325; 1.592 0.2175LOAD 6 SPECTRUM IN Y-DIRECTIONSPECTRUM SRSS Y 1.0 ACC SCALE 32.20 0.375; 0.881 0.375; 0.9 0.3375; 1 0.328; 1.1 0.3; 1.2 0.27; 1.3 0.24751.4 0.24; 1.5 0.2325; 1.592 0.2175Go to Help - Contents - Technical Reference - Commands and Input Instructions - Loading Specification - Dynamic Loading Specification - Response Spectrum Specification for more details.
Each mode has a base shear that comes from the modal displacement at each joint with mass in the direction being excited by the base acceleration and the input spectral acceleration and the modal frequency. These modal base shears are combined by SRSS or any other method in STAAD that you select. In effect, all supported joint directions form the base where the displacement of every mode is zero.
Response spectrum analysis is a dynamic analysis based on ground motion spectral acceleration. The acceleration usually varies with the period. Since there is no direct input for masses, what you are entering as forces are weights, and STAAD extracts masses from those weights. Hence, the same weight value should be entered in all 3 global directions for general space structures in order to get the natural modes and frequencies correctly.The response spectrum result will be an absolute unsigned value for each output quantity which represents the maximum value for that quantity. Because of this, the 6 force/moments at each end of a beam will all be positive. Also given the member forces/moments on one end, you cannot compute those results on the other end because the values are considered independent much the same as if these were peak values in time history that all occurred at different times.If you want static loading results combined with spectrum results, then use load combinations, possibly with the SRSS option.
The damping factor that one specifies in the input has no effect at all if the combination method is SRSS. For the SRSS scheme, the effect of damping is built into the spectrum values (period vs. acceleration or period vs. displacement) that the user specifies. In other words, if the damping factor is f1, the acceleration that the user should provide ought to be A1 corresponding to period T1. If the damping factor is f2, the acceleration ought to be A2 for the same period T1. In other words, for the SRSS method, the effect of damping has to be reflected on the spectral acceleration or spectral displacement that is being input. The damping coefficient by itself does not have a direct impact on the results. It's effect is indirect.With the CQC method, it is a different story. Damping will generally have an impact on the results, because, the damping factor is an explicit term in the equation used in CQC.
The spectral accelerations entered, after multiplication by the scale factor, must be in the current length units of the STAAD input. For example, if the spectral acceleration is in g's (%ground acceleration) and the current units are inches, then the scale factor must be 386.088; or 32.17 for feet; or 9.80665 for meters. The scale factor is simply the conversion factor from the units of the spectral acceleration to the current units of the STAAD input data.
The answer to your question is available in Section 22.214.171.124 of the STAAD.Pro Technical Reference manual. Just use the keyword MIS along with the SPECTRUM command. For example, SPECTRUM CQC X 1.0 ACC DAMP 0.05 SCALE 32.2 MIS Please refer to example 11 in the Examples manual for information on the commands required for doing a response spectrum analysis.
It is not true that the lowest frequency is the one which is associated with significant amount of participation of the masses of the model. That may be true of structures which look like a cantilever. But if the spatial distribution of masses is extensive, there is no guarantee that the fundamental mode is the most critical mode.The statement that the Rayleigh frequency is associated with the first mode of the structure too is not correct.A structure has several modes of vibration. If the structure were free to vibrate, the modes of vibration will follow the ascending order of strain energy. Consequently, if Y is the weakest direction of the structure, a Y direction mode will be the first mode. If the next weakest direction is Z, then the second mode will be a Z direction mode. Structures have local modes, where a small region within the model vibrates while the rest of the model remains stationary. It is entirely possible that a local mode is the lowest energy mode.In many cases, torsional modes happen to be the lowest modes. Local and torsional modes are associated with negligible mass participation. You should look at the mode shapes of all the modes to get a sense of all the major vibration modes.Since when using the Rayleigh method, one tends to load the structure in a manner which generally resembles a large mass participation mode, there is no sense in comparing the Rayleigh frequency with the lowest frequency from the eigensolution. Instead, you have to try to compare the displaced shape of the model used in the Rayleigh calculations with the various modes from eigensolution until you find a mode shape which resembles the displaced shape. When you do find a match, you will find that the Rayleigh frequency will be similar in value to the frequency of the matching mode.If you do not like the frequency being used in the IS 1893 load generation, which is Rayleigh based, there is an option in STAAD for the user to provide his/her own value of the frequency. This is done using the PX and PZ options, as in the following example.ZONE 0.05 K 1.0 I 1.0 B 1.0 PX 0.4 PZ 0.8The values you provide for PX and PZ will be used in place of the one calculated by the Rayleigh method.
In STAAD, there are 2 methods for obtaining the frequencies of a structure.
The Rayleigh method in STAAD is a one-iteration approximate method from which a single frequency is obtained. It uses the displaced shape of the model to obtain the frequency. Needless to say, it is extremely important that the displaced shape that the calculation is based on, resemble one of the vibration modes. If one is interested in the fundamental mode, the loading on the model should cause it to displace in a manner which resembles the fundamental mode. For example, the fundamental mode of vibration of a tall building would be a cantilever style mode, where the building sways from side to side with the base remaining stationary. The type of loading which creates a displaced shape which resembles this mode is a lateral force such as a wind force. Hence, if one were to use the Rayleigh method, the loads which should be applied are lateral loads, not vertical loads.
For the eigensolution method, the user is required to specify all the masses in the model along with the directions they are capable of vibrating in. If this data is correctly provided, the program extracts as many modes as the user requests (default value is 6) in ascending order of strain energy. The mode shapes can be viewed graphically to verify that they make sense.
Thus, the answer to the question is : If you want to use the Rayleigh method, make sure you provide the right type of loading. If the load you apply causes an arbitrary displaced shape which has no resemblance to the vibration mode you are interested in, the frequency value you get will be wrong.
For spectrum load cases, they are the absolute maximum displacement that those degrees of freedom will ever experience under the dynamic loading which that spectrum represents. In this example however, the numbers are so large only because the spectrum used is rather unrealistic. The spectral acceleration for mode 1 is 2.8g, which is unlikely even in the most intense earthquake.
The one that the software reports as the base shear, is the correct value to use. The column shears ( or support reactions ) reported are all individual maximums and may not occur at the same instant of time. There is a high probability that at the instant when the base shear is maximum, some of the column shears ( or support reactions ) will be less than their individual peak values. Moreover the method used for modal combination, gets rid of signs and hence column shears ( support reactions ) like any other response spectrum output, would be devoid of any sign. Hence one cannot add these up to arrive at the base shear.
There are 3 things you need to check
1. You have not defined any seismic masses as part of your seismic load case. You need to add these as loads and the software internally converts these to masses. You may refer to section 126.96.36.199.1 of the Technical Reference Manual for details. There is an example 11 provided with the software which can also be referred to.
2. You may have included Self weight as part of the seismic mass definition but the density of the material you have used may have been set to 0.
3. All nodes in your model are restrained from vibrating due to supports. You may need to generate additional nodes so that there are some free masses in your structure that can vibrate.
In STAAD Eurocode 8:2004 implementation, if you have specified 0.075 in the box designated to specify the Design Ground Acceleration, the engine takes that value as 0.075g for calculations. It automatically multiplies that value with the acceleration due to gravity.
Click at the top left corner of the floor spectra table as shown in the attached screenshot. It will highlight all the contents of the table. Press Ctrl-C on your keyboard to copy.
Open a blank Notepad file. Type Ctrl-V for paste.
Product TechNotes and FAQs
Structural Product TechNotes And FAQs
Bentley Technical Support KnowledgeBase
Bentley LEARN Server
Bentley's Technical Support Group requests that you please confine any comments you have on this Wiki entry to this "Comments or Corrections?" section. THANK YOU!
for normal structure for instance the building with 10 levels., should we use self-weight on three direction or just Y direction?Note that earthquake load accrue on X and Z direction.
It is always preferrable to have the mass defined on all the three possible directions of vibrations. That the structure is stiffer in the vertical direction, and the probable chance of having the mass vibrating in the vertical direction is only possible in the higher modes which is almost non-practical to consider - will be automatically taken care of by STAAD. You only need to ensure that the lateral modesof vibration reaches at least a mass participation value of 90%.
FWIW, you would be better served posting inquiries like this in the community's forum -- click on the Forum tab and then "New Post".
Is there any command in Staad " CALCULATE NATURAL FREQUENCY" AS STATED in one of the above postings. Please clarify.
can any one teach me staad pro ,,,,,for loading using IS codes
Please any one tale me when I define the mass on the all three direction i.e. X, Y, Z for 3D vertical cantilever stack of height 100m and applied response spectra for horizontal X-direction , then how the bending moment and shear force for another direction are come to zero. Whether STAAD automatically considered displacement in another horizontal direction to zero while calculating moment for response in X direction. Is it ant theoretical support is available to prove the same.