ETABS - Printable Version +- Civil Engineering Association (https://forum.civilea.com) +-- Forum: Software (https://forum.civilea.com/forum-65.html) +--- Forum: Software Installation Problems & Bugs (https://forum.civilea.com/forum-106.html) +---- Forum: Archive Problem (https://forum.civilea.com/forum-28.html) +---- Thread: ETABS (/thread-167.html) |
RE: ETABS - fashion - 08-29-2009 (08-29-2009, 02:31 AM)essenza Wrote:Although seismic excitation is a vibration, the way that it is considered, either by software or bt hand, is this:(08-24-2009, 04:23 PM)fashion Wrote:(08-24-2009, 01:19 PM)essenza Wrote:(08-24-2009, 01:14 PM)fashion Wrote: yes of course is static and of course trying to model earthquake as a static load or a dynamic load under static analysis is a bit aproximate, but what else can you practically do? Since we never know the exact accelerogramm of the earthquake that is going to hit us, we make envelope ones from past experience. Since we can't have all the necessary characteristics of the excitation under consideration, i.e. duration, cycles, we only consider basic characteristics such as period, max. accelaration, velocity. Earthquake is an external imposed load, contrary to vibration that is the outcome of external load (08-27-2009, 04:20 PM)aslam Wrote: (1) If we assign some stories as "similar stories" then reinforcement requirement for beams in such stories will be displayed same eventhough it is different? 1) I think so 2) cardinal point applies to beams as well, u have to make some tries 3)I can't have in my mind your node u describe, upload a pic or something. If you mean how to model rigid offsets, you have to input in the model members (beams) with very high stifness so as to model rigid links that transfer moments and forces as they are, without deforming. 4) by manually calculating the mass and applying it on a mass node (which must be connected to the structure by links. Most accurate and time consuming method. BUT if you just apply the weight of the external masonry on the external beams and the go to define-seismic mass then according to your code you assign how the mass is calculated, e.g. from mass only, from mass and loads etc. according to EC it should be mass+1,35DL+0,3LL, or something like that RE: ETABS - juice - 08-29-2009 (08-27-2009, 04:20 PM)aslam Wrote: (1) If we assign some stories as "similar stories" then reinforcement requirement for beams in such stories will be displayed same eventhough it is different? hi aslam, To answer item (4), model a simple 2D-frame 2 storeys high with infill wall. Compare the calculated mass from ETABS for each floor level with your manual calcs. i hope this helps. regards, juice RE: ETABS - carlofabie - 09-20-2009 (08-04-2009, 11:08 PM)promo8 Wrote:(02-05-2009, 01:18 PM)aslam Wrote: Hello everybody, Hi, Just keep in mind that frame elements modelled with shell elements beside it as walls will have an overlapping of stiffness which is not recommended. RE: ETABS - balboul83 - 09-20-2009 hi can some one explain how u can do the dynamic analysis using etabs ??? i mean how to calculate the reduction factor for spec x and spec Y ???? any clue thank u all best regards . eng.bilal RE: ETABS - fashion - 09-22-2009 what do you mean by reduction factor RE: ETABS - balboul83 - 09-22-2009 i mean spec x and spec Y for the dynamic analysis after definig the sepctrum function . how u can obtain in according to any code if u want :O RE: ETABS - robertsas - 09-25-2009 (09-22-2009, 07:40 PM)balboul83 Wrote: i mean spec x and spec Y for the dynamic analysis after definig the sepctrum function . Dear Colleagues, I know what you mean.. For SpecX and SpecY, Put Scale Factor value = 9.81/R ..... (read my note below) R = Seismic Respons Factor Note : I ussualy keep my unit on kN, meter regards, robertsasmita regards RE: ETABS - VCHFCE - 09-25-2009 (09-22-2009, 07:40 PM)balboul83 Wrote: i mean spec x and spec Y for the dynamic analysis after definig the sepctrum function . This scale factor strongly depends on the response spectrum function type as well on code specific additional coefficients and units used during input. Please see attachment. Although it is elaborated for specific case you may find it useful. Most codes used different multipliers ( Zone factor, Importance factor, behavior factor etc.) and diff. type of normalized response spectrum functions - normalized to g or ag, linear or nonlinear type resp. spectum. ; Always check for the consistency of units: Response Spectrum Functions * sf = Sa(T) - m/s2 Sa(T) is a response spectrum acceleration (without any modifications); Sf = code prescribed multiplayers *factor(s) used to normalize resp. spectrum function ( if any) RE: ETABS - balboul83 - 09-26-2009 thank u alot but that mean i can take the factor and i can take the result like dynamic analysis :O after ruunning the model. or should i do something else. RE: ETABS - core - 09-26-2009 (02-02-2009, 06:37 AM)aslam Wrote: hello, Juice, Yasir, |