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<p>Bigbeam (Structural)22 Jun 08 10:49 </p><p>I am trying to import my column locations from a dxf file but can't seem to get it to work. There was mention about creating the columns as blocks in autocad but I can't get that to work. I cant even get the pull down box in the import dxf to pick the layer that I have the columns on Ii would have thought columns would be points).</p><p>To bad there isn't an option to just get the entities into etabs and let the user do the actual assignments.</p><p>What am I doing wrong?</p><p>K </p><p>slickdeals (Structural)22 Jun 08 20:59 </p><p>There are 2 ways to do it. One is the fancy way using blocks, the other is plain and simple way.</p><p>1. If you are using blocks, you need to draw a closed shape, I usually use a circle and define that as a new block. Add a new layer and then define all the columns defined as blocks in that layer. Save it as a dxf and when you import it, select that particular layer in the columns drop down box. It usually works 95% of the time.</p><p>2. The less fancy and error-free way to do it is to draw an 'X' or a '+'. Draw lines and not polylines. Once this is done for all columns, save and export as a dxf. Import the columns as beams. Once you do this, you get an 'X' or '+' at each column location. Then all you have to do is to click at the intersections and you have your column layout. You can later delete the 'X' and '+'.</p><p>HTH</p><p>Bigbeam (Structural)23 Jun 08 20:09 </p><p>I couldn't get the block method to work (I have no idead why they wouldn't do it with point objects as this is the way safe does it.</p><p>Next question is how do you import walls? I can't seem to find any way to easily convert a beam to a wall in etabs.</p><p>-k- </p><p>slickdeals (Structural)23 Jun 08 22:20 </p><p>No way to automatically do it. You have to bring them in as beams and then draw wall elements connecting the ends in plan. </p><p>drile007 (Structural)24 Jun 08 2:49 </p><p>You can import walls through dxf with 3D polyline or 3Dface. I prefer 3D polyline.</p><p>Bigbeam (Structural)24 Jun 08 15:36 </p><p>drile007I can get a beam in but not a wall. How did you convert a beam to a wall? As slickdeals said, you have to do that manually.-k- </p><p>drile007 (Structural)25 Jun 08 9:42 </p><p>I didn't convert beam to a wall, I've drawn the walls in Acad with entities like 3dFace or polyline. Then I import dxf file into Etabs. </p><p>drp181 (Structural)29 Jul 08 3:44 </p><p>You can import lines as beams, then convert the beams to walls using the 'Extrude Lines to Areas' command.Set the delta z to the story height.This can be done for all walls at once, and would seem to be simpler than drawing 3D shapes in CAD. </p><p>zstone (Structural)19 Jun 08 12:44 </p><p>which is best way?In some training manuals of CSI,and video tutorials, shear walls are not meshed.Complet shear wall in one story is included as one finite element, this reason is for design of shear wall procedure or fore anyother reason, i dont knowi thing that to meshing shear waall is best way, because results will bee more logic and more realistic than in other case(unmeshed shear wall),sorry for my englishbest regards</p><p>Find A Job or Post a Job Opening Click Here.jugurtha12 (Civil/Environme)28 Jun 08 4:35 </p><p>I THINK THAT WE CAN NOT MESH A SHEAR WALL BECAUSE IT IS A STRUCTURAL ELEMENT BUT WE CAN MESH IT ONLY WHEN THERE IS AN OPENING IN THE WALL SORY FOR MY INGLISH </p><p>slickdeals (Structural)28 Jun 08 8:53 </p><p>Any unmeshed shell element has an artificially high stiffness. It is recommended that you mesh your walls especially if you are designing tall buildings because there will be more flexibility.</p><p>You can internally mesh a wall element. </p><p>sreichwein (Structural)25 Jul 08 20:22 </p><p>Meshing a shear wall is much more accurate to the actual behavior.However, complex shear walls in ETABS are extremely tricky to mesh.I usually assign automesh to each wall pier and assign a maximum mesh size equal to 24'.The tricky part is getting the mesh to work.You must make sure that all meshed shell element boundaries are attached to an adjacent shell element.If not, you will get errors in the analysis or the model will not run at all.Practice makes perfect, so I recommend playing around with it until you get it down.If you need more information, let me know. </p><p>alexbzeta (Structural)30 Jun 08 10:26 </p><p>I am trying to track story shear for individual frames for a steel braced frame system.I tried using pier labels, but ETABS only allows labels to be assigned to vertical frame members or area elements (works great for moment frames and concrete shear walls).The only other option I see is to define section cuts.This is a pain because I have to define all of the groups and then all of the section cuts - all with unique names.</p><p>Anyone have any better suggestions? </p><p>Find A Job or Post a Job Opening Click Here.stressed (Civil/Environme)4 Jul 08 15:29 </p><p>I think you're right about the section cuts. That's the only way I can think of either. </p><p>sreichwein (Structural)25 Jul 08 20:16 </p><p>The shear and axial diagrams are also useful.I've done it both ways and would also love to know if there is an easier way.</p><p>Skicat (Structural)7 May 08 12:39 </p><p>I am a new ETABS user and I recently attended an ADAPT seminar talking about the integration of ETABS and ADAPT floor pro.I know ETABS doesn't do PT.We use ADAPT floor & PT8 for our slab & beam design.We don't use ETABS to design concrete floors or beams.We only use it for gravity and lateral analysis of the concrete frame.We do very little steel design compared to concrete, so I guess it is more suited for steel design than concrete.I was just curious what others are using it for and if I can get more out of ETABS than I currently am.Thank you.</p><p>Check Out Our Whitepaper Library. Click Here.TtheD (Structural)8 May 08 15:47 </p><p>We use ETABS primarily for concrete shearwall design. It gives the boundary zone lengths in the output. </p><p>masomenos (Civil/Environme)28 Jun 08 19:43 </p><p>steel and concrete blgs, parking garages and small stuff too like trusses and single column and beam designs. If you already have ETABS and are using it for concrete, you can use ETABS column and shear wall design even if you're using Adapt for the slabs. Just keep in mind that ETABS is a general purpose structural analysis and design package with frame and shell/membrane finite elements, albeit with features oriented toward design of bldg structures (story concept). I heard that ETABS was used on the Boston tunnel big dig design, so it's versatile if you know the modeling techniques. </p><p>sreichwein (Structural)25 Jul 08 20:14 </p><p>Generally, we just use ETABS for the analysis of concrete shear walls and concrete moment frames.Once we are able to limit the drift, we can output the forces from ETABS into a spreadsheet for design.We design the piers of the shears walls for flexure and axial loads using PCA Column.We design the moment frames using PCA Slab.For the gravity design of the concrete floor system, we use RAM Advanse and SAFE.ETABS is also very useful in designing complex steel braced frame and moment frame lateral systems.It is especially useful in seismic applications.However, RAM is more suitable for the gravity design of steel floor systems, in my opinion.Often we have two models; a RAM gravity model and an ETABS lateral model.</p><p>zstone (Structural)4 Jul 08 17:29 </p><p>I like do perform an Response Spectrum Analysis on Etabs, I have define a Design Spectrum By EC8 - import from file case, and i have set a scale factor value equal to 1.0,im i correct, because the Spectrum is defined to be Design , and is input in manual way in Etabs, I dont like to perform automatic Seismic Case, because is not includet as well in Etabs(by EC8) - I THINK SOcan anybody help me</p><p>regards</p><p>Check Out Our Whitepaper Library. Click Here.sreichwein (Structural)25 Jul 08 20:06 </p><p>Some seismic codes require the base shear of the modal analysis to be within a certain percentage of the code calculated base shear.This value is 80% in ASCE 7-05.The scale factor is used to scale the calculated ETABS base shear value to at least 80% of the code value.</p><p>Jordan2008 (Structural)7 Jul 08 6:11 </p><p>Etabs gives quite large moment and shear at the bottom of the shear wall (bottom of the pier).As a result reinforcements are large. at the top of the pier 3m above results are reasonable. What value I used top or bottom of the pier.</p><p>Check Out Our Whitepaper Library. Click Here.slickdeals (Structural)11 Jul 08 17:23 </p><p>Bottom of the pier. Because the top of the pier is equal to the bottom of the pier above. The forces at the floor level are captured at the bottom of the pier. </p><p>sreichwein (Structural)25 Jul 08 19:58 </p><p>Design the piers as you would a concrete column.The largest moment is going to govern, which appears at the bottom of the pier.</p><p>rejoicer (Civil/Environme)22 Jul 08 12:18 </p><p>According to 10.11.1 of ACI318-05, concrete shear wall should use 0.70Ig in the model. How to consider 70% reduction in Etabs? Reduce modulus of elasticity to 70% or set stiffness modifiers to 0.7.</p><p>Thanks.</p><p>structuresguy (Structural)22 Jul 08 13:22 </p><p>Set stiffness modifier to the appropriate amount, 0.7 in your case for walls, unless they are cracked, then it would be 0.35 for walls. </p><p>slickdeals (Structural)23 Jul 08 14:42 </p><p>The best way is to use stiffness modifiers</p><p>Use f11,f22 and f12 on wallsuse m11,m22 and m12 on slabs </p><p>sreichwein (Structural)25 Jul 08 19:53 </p><p>I set the modifier for f22 equal to 0.70 when modeling the cracks of a shear wall.For framing elements (like coupling beams and moment frames), I set I33 equal to 0.35 to model the cracking. </p><p>zstone (Structural)19 Jul 08 19:43 </p><p>Hi EverybodyI have four Story building, Flat slab with perimeter beams,loads>Dead - self weight of structureLive - 3 kN/m2When i convert loads to masses, i use 2 and 3 options2. From LoadsDead - 1, and Live - 0.53. From self and specified mass and loadsLive - 0.5</p><p>and booth cases give me diferent results,</p><p>I cant UNDERSTAND THAT</p><p>zstone </p><p>slickdeals (Structural)19 Jul 08 21:33 </p><p>I am surprised that this is happening. I have tried that before never had a problem. Did you report it to tech support? </p><p>zstone (Structural)20 Jul 08 6:34 </p><p>In fact the diference is small.</p><p>From case 2. (From LoadsDead - 1, and Live - 0.5) i occur period T1=0.738 secFrom case 3. (From self and specified mass and loadsLive - 0.5) - i occur period T1=0.742 secI want just to be sure, about cases 2 and 3which is prefered way to convert loads to mass 2 or 3,because im new user in ETABS, i have make it before with other softwares, and i never havent problems. But in Etabs i like to find most prefered way</p><p>zstone</p><p>slickdeals (Structural)20 Jul 08 8:43 </p><p>I don't think there is a preferred way. I would use option 2 if you don't have any additional masses (point or area) specified. And 99.6% (0.738/0.742) is close enough for any engineering we do.</p><p>HTH </p><p>zstone (Structural)3 Jul 08 18:21 </p><p>Hi Everybody</p><p>Im new in Etabs, I'd like to define a linear release on edge of slab, for example: conection of slab with wall to be pinned, not fixed,With Robot Millennium this is posible and very easy, is this posible in Etabs or SAP</p><p>regards </p><p>Find A Job or Post a Job Opening Click Here.stressed (Civil/Environme)4 Jul 08 15:27 </p><p>Why not define the wall using membrane type area? That's easy enough, and it gives you the pinned connection at the slabs. </p><p>zstone (Structural)4 Jul 08 17:19 </p><p>thanks stressed for helpyou idea is correcti dont know what will hapen with bending moments in slab,(moment values in case of pinned edge - andmoment values in case of wall modeled as membrane - dhe values o bending moments in slab must be same in to cases of modeling)i will try it </p><p>jugurtha12 (Civil/Environme)5 Jul 08 8:52 </p><p>I do it with sap and i think that is very easy with sap we select the area element then we right clik then we dot it with joint offset overwritesory for my english </p><p>drile007 (Structural)16 Jul 08 13:17 </p><p>Quote (stressed):Why not define the wall using membrane type area?OK, but when try to do a dynamic (response spectra) analyisis walls defines as membrane type will vibrate perpendicular to their own plane! First dozen mode shapes will be justdescribed shapes and we don't want that! Can we prevent this effect?</p><p>stressed (Civil/Environme)16 Jul 08 22:26 </p><p>Since it now appears both zstone AND drile007 are experiencing a near identical predicament, I'll offer my $0.02. As with any problems you experience with a structural software package, if you're getting strange results, then don't be shy about getting creative and experimenting with some alternatives, for example 1)define or assign property modifiers to a shell type wall bending properties such that it acts like a membrane to give you the desired pin connetion 2) mesh the wall and assign only a small bottom sliver of the wall connecting to the slab to be membrane with the rest of the wall assigned as shell type 3) if #1 and #2 don't result in suitable results for both static and dynamic analysis, then create one model for static analysis and another model for dynamic analysis 4) If #'s 1, 2, or 3 don't work, then drink a bottle of Jack Daniels, put the gun barrel in your mouth and, oh wait..just teasing </p><p>zstone/drile007, let us know what you find. I'd be curious to learn for myself from your experience. Good luck. </p><p>drile007 (Structural)17 Jul 08 3:33 </p><p>Quote (stressed):1)define or assign property modifiers to a shell type wall bending properties such that it acts like a membrane to give you the desired pin connetionI already tryed this and I got the same results as I described in my previous post.</p><p>Quote (stressed):2) mesh the wall and assign only a small bottom sliver of the wall connecting to the slab to be membrane with the rest of the wall assigned as shell typeI think that this kind of assignements doesn't describe real behaviour of the wall state.</p><p>civilhak (Structural)17 Jul 08 5:31 </p><p>Hi people,should this not work if you define walls as shell elements and plates as membrane elements???? </p><p>stressed (Civil/Environme)17 Jul 08 11:28 </p><p>drile, by releasing moments at the wall/slab intersection, the physics of the problem would seem to dictate a (possibly significant) change in the dynamic modal results, whether or not you model with frame elements or shell/membrane elements. Could you explain what results specifically that you are concerned with that is causing you problems? </p><p>drile007 (Structural)17 Jul 08 15:37 </p><p>What happened if you define walls as membrane type:Such (membrane) elements don't have any stiffness perpendicular to their own plane, or with the other words; they can't 'possess' any moments because their inertia moment is zero. Furthermore, they can't 'resist' to any force perpendicular to their own plane. And what happened in dynamic analysis? When we mesh the wall we automatically add mass at each wal..</p>
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