Seismosoft | Earthquake Engineering Solutions

Thank you very much again, huffte. Your comments have energized me a lot.

Yes I'm convinced that it is rather irrational to perform inelastic spectral matching as some of the ground motions may not be "strong" enough to actually cause inelastic response. Elastic spectral matching seems to be both ...

Thank you huffte for your comprehensive response.
Yes you're right at at the moment seismic codes use elastic response spectrum for matching accelerograms which can actually cause nonlinear response in structures. I'm studying the effect of strong motion duration on the inelastic response of bridges ...

Hi
I've to perform inelastic spectral matching. The target spectrum is that of a design accelerogram (it is design accelerogram for the multi-span continuous deck bridge given in Example 1, chapter 4, SeismoStruct Verification Report). If I load the source accelerogram Cape Mendocino, come to step.2 ...

<t>Thank you very much fakharifar.mostafa for your detailed response.<br/>
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1. Thanks for correcting the stiffness formula. I actually mistakenly put it wrong.<br/>
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2. About link element to be used for capturing deterioration, I remember you had recommended Sivaselvan & Reinhorn Link <br ...

<t>Many many thanks huffte & fakharifar.mostafa ! Your recommendations have been very helpful. fakharifar.mostafa, Thanks for <br/>
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your comprehensive & detailed guidance and references. I've read the references you shared & also some other papers. <br/>
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1. fakharifar.mostafa, can you ...

<r>Thanks huffte for your valuable comment. Can you please explain absolute value of stiffness for each cycle ? I guess it is <br/>
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equal to the (sum of absolute values of maximum drifts on positive & negative sides in a cycle )/(sum of absolute values of <br/>
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maximum forces on positive ...

Other members are requested to please share their valuable comments. fakharifar.mostafa , huffte & others. please.

Thank you very much z.gronti. Unfortunately my supervisor is not expert in the topic he assigned me (This is really unfortunate but i've got to do it). I was thinking if averaging the slopes of last positive & negative loadings could be the

solution.

<t>Dear z.gronti,<br/>
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When i check the stiffnesses of last loading branches, I find that the stiffness of the last negative loading branch and that of last positive loading branch differ by about 1000 kN/m (e.g in one case, Stiffness of last negative loading branch is about 5100 kN/m whereas ...

In an experimental work, El Centro earthquake time history is to be applied to a bridge which has been scaled down (1/6 of actual). Will the actual time history be also scaled down by the same factor (1/6 of actual time history) or applied as such with no changes to the actual time history ?