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Hi, i was searching the net for a little assistance with using the Etabs program. I'm very new to the program and have no formal education with it right now, the little i know is from watching a compilation of videos wherever i could find them, not as a complaint just painting the picture. I'm admittedly unfamiliar with a lot of things where the program is concerned and as such i've been having a hard time getting what i need done. My lecturers are leaning towards us utilizing the program as much as possible here as our manual design capabilities have already been tested in other forums. With this project we had a plot of land working with and we basically have the draft of what we want the building to look like the design process using the application just seems a mess to me. I have attached the file, any and all critique is welcome, i know it's a mess and i hope i with the experience i've seen shared through these forums i can have a better understanding of the program. Thanks in advance, any guidance would be much appreciated. Papine Market.$et

1. Hello.. can you please explain simply that when I will assign pinned support and when fixed in ETABS? Please do not mention huge geotechnical issues here as they just sometime make it much more complex, you please explain it simply with soil condition basing or footing based. 2. Does etabs automatic count for long columns, i mean if a column is slender column, will etabs will design it considering slender column design process and length factors? or will I have to do it manually and if so, how? 3. If I assign fixed support, then what would be for baseplate design consideration? biaxial moment should be considered or fixed isn't ok for baseplate? 4. When exporting slab from etabs to safe, will i need to export lateral load combos also for moment consideration? Same for footing in Safe, I am exporting etabs base reactions for footing design in Safe (isolated or combined), now will i need the al load combos like for horizontal forces or moments also? Or just like only gravity load combination reactions need to be exported? Thanks

My Etabs 2015 Gives Very Little Reinforcement For The Columns Of My Rcc Building. What Might Be The Reason. My Etabs File Is Attached Herewith. https://www.dropbox.com/s/gy1ndwqau32dq64/house%20for%20rupendra%20bista%208.EDB?dl=0 house for rupendra bista 8.EDB

Dear all, Salam... I am designing one storey frame in seismic zone 4 (quetta) using ETABS v 9.7.2...building is a RCC bunker (105'X38') with adjacent office area (105'X50').. since RCC bunker has walls and slabs of thicknesses upto 4' and 8' thick... it becomes very stiff structure..how will frame structure for office adjacent to it will perform... guide me if I can take it as Non sway structure (office area) or not or I may design it by selecting SMRF option only in design preferences...kindly give me also literature/code reference for choosing SMRF/Nonsway criteria in zone 4 area of Pakistan....

As'salam o Alikum! Kindly give me some information about the civil engineering institute located in islamabad (preferably) of elsewhere.? Thanks!

Here are a number of questions that I need answered. Help would be appreciated. Q1. In ETABS, what if the beam combined fail in Shear and Torsion? Need Solution Q2. In ETABS, Obtained moments on both ends on simple supported beams. What to do? Q3. Discuss dependance of foundation on bearing capacity of soil in SAFE model? What options do you have if the Bearing Capacity is very low? How would you check and find one way and two way shear in SAFE model? Q4. Why mass and weight are considered separate in ETABS? Q5. Differentiate b/w P-Delta analysis vs Dynamic Analysis? Q6. Material properties and strength of Concrete depend on what parameters? Q7. What limit "1" in punching shows in SAFE? Even if you know just one answer, please reply. It would be very helpful. Thank you and Regards.

Salam everyone Eid Mubarak i have this kind of discontinuity in my etabs model when drawing ribbed slab, i tried many times and i couldn't get it right, i want to know if its going to affect my results knowing that i checked the model for warning and no warnings appeared.

I am looking for a complete reference for this data in etabs: Analysis Property Data: Design Property Data:

hy this manual contains the fundamentals of Etabs 2013 http://www.4shared.com/office/Cjy51dfYba/6_story_rc_building_engaffoune.html

Material Property Data > Analysis Property Data Mass per unit Volume : 2.448E-06 Weight per unit Volume: 2.403E-03 I am looking for the source of this numbers.how can help me? I use etabs 9

Hi How can I change moment releases for all columns that I have already drawn in Etabs ??

Hello I have a simple wall model where one way slab is rested on walls. In plan walls are box shape. As slab is one way only two walls should carry the slab end reaction. Remaining two walls (parallel to one way dir) should not carry any reaction from slab. Could someone please help me how to model this. I did try but I'm getting reaction in all four walls. I enclosed the wall reaction image for your easy review. Thanks. ETABS.pdf

if we have to model a slab in etabs whose level is not same as surrounding slab i-e a drop slab let say 12" deeper slab then how to model such slab either model it at same level or we should add a reference plane and then draw it if we do so than we cannot apply diaphram to that slab so whats the best way to do this?

Hi I have uploaded a checklist for ETABS which i prepared a year ago! Thought to share! Will make it part of my next publication too! http://www.4shared.com/office/ITulouWj/Checklist_ETABS.html

software are the tools that provide assistance to make things more accurate . i am using these softwares bt i am intrested to know what are the limitations of these?

how to draw a curved beam in etabs? i tried drawing a cylinderical grid and draw small lines then tried to join these lines but it does not work lines are joind. while the lines in horizontal or vertical can be joined .kindly suggest some way out?

Hi guyz! How would you design a concrete inclined wall? in ETABS we cannot assign piers to inclined walls..So the other way i think is to use moment contours...but how to design by moment contours? A wall has 2 out of plane bending moments, 2 out of plane shear components, 1 in plane shear and moment...so if i think to solve this in PCA column as a column then how to convert 2 out of plane bending moments and shears into 1 out of plane bending moment of column? Do I have to use Mmax and Mmin in ETABS or just M11 and M22...Please suggest!

i have a simple frame with single span 25' beam(12x18) supported by 2columns(12x12).loads on beam are 2k point load at the centre,500lb/ft uniform live load and 1000 lb/ft uniform dead load.columns are having same 1% reinforcement in both but beam shows 5.30% in Etabs and 1.52% in Sap2000.fc' for beam is 3000psi and for columns 4000psi.preferences are set to ACI318/IBC 2003. i couldn't upload the files ,on attaching "your are not permitted to upload this kind of file.

when we have raft foundation, is it necessary to draw it as we draw slab or just select all the joints at base level and turning them to fixed support will generate the effect of raft in analysis?

sir, i have several issues wid result of my model.......it iz giving me a large deflection in x direction, i have few limitations in introducing shear walls , i appled few shear walls bt still rezlts are nt in permissible limits, and secondly i am getting a large %age rft in bottom column , and thn getting ony 1 % after 2nd story,,,,i am confused whether there is sum issue wid model or sth else, i have checked manually base reactions, and it also comes quite higher in center columns...why, i dont knw....kindly help me out ? sir i tried to upload my model bt getting above error.... G-15 NEW.EDB

Assalam u alaikum rana sir as u said that design manually so I made a simple frame structure and did it manually then I model it in etabs and compare the results and I was happy that most of them matched but there is some problem that for shorter beams my results are different as this is a single span so I did not solve it using ACI moments coefficients. First I solved it using direct formuals and also did it using Moment Distribution mtd but results are changed I want to know how these values came for shorter beam? and how software calculated this. as mine are different. And what I did that I first solve the slab then transfer its dead load and live load separately on the supporting long and short beams by tributory area then using ACI coefficient I solved the longer beams and results got matched but did not find way to solve the shorter beams so solved it using direct formulas nd other methods but results were change. Then from beams I transferred the loading and moments to colums and sloved the col also. E.g for end columns where longer and shorter beams is meetng I took the greater moment which was negative moment of longer beam and used it. For axial load I transferred the loading and multiplied it with half span of the beam in conection with that column. image and file is attached. Same for elevation B. its value is also change. The attached image is the values for Moment 3-3. If I use wl^2/8 for this shorter beam then Mmax is 12.62 kip ft. my calculated factored load per unit length is 1.01 k/ft for this shorter beam whhich is Shown above so If I select Moment 2-2 values then for this end column it shows the moment to be 12.24 close to my value. But here it shows totally change values. Similarly for center short beam where tributory area is doulbe then this. Solving it by wl^2/8 gives close value for moment to be transferd on the center column. As the negative moments from longer beams will be canceled out. thanks in advance edb file + imagel.rar

Assalam o alaikum I am attaching a model which I have made in etabs. This was the assignment which teacher gave us to design it. I have designed it in etabs this is my first model and need your guidence I want to know whether its acceptable or not??? If I need to revise it what things I should change.?? Also after designing we can see longitudinal steel, shear reinforcement etc.. this is different for each section so how I can use these to select the bar reqirement, spacing e.t.c as we have one section plan for beam and column etc. but this is different for all sections so how I select this for column, beam et.c what about slab?? Its reinforcement etc.. I used property modifiers and other tips also which I found on this site so kindly guide me. Details of the building r as follows. 4-story building X-direction spacing = 6 @10 feet Y-direction spacing =2 @20 feet One way slab Load is assigned using Shell/area loads ( I selected all panels of one story then applied the shell/area load dead, live et.c then for next story) but the load is not fully transferred to column etc, why? After analyzing the stress diagram looks odd to me. Rcc wall is used in basement. Auto meshing is done 4x4 Seismic effect is not taken into account so only one load combo is used. I deleted the others but after analysis they were shown why?? How I will know that any member is failing and I need to change it?? In final design we show the bar, spacing, etc but as I mentioned it is change for every sections so how I should finalize this for column beam and what for rcc wall?? After analysis it looks like that no load is transferred to it.. Kindly check this model by performing manual checks on it. Waiting for ur response. want to learn from ur experience thanks in advance assignment.rar

salam i have problem related to defining concrete material i have attached the image. its shown there that mass per unit volume of concrete is 2.24 and weight per unit volume of concrete is 8.68 while the units are kip-in. and fc'=4ksi. i want to know how both these value comes?? and if fc'=3ksi then what will be the values of these two?? i-e mass per unit volum nd weight per unit volume???

Kindly inform me few things about Etabs!. how we can check eccentricity of our bldg after analysis in etab? What is the purpose of base shear's calculation during design of RC struct.? WHat are the parameters we have to check after completing our design in Etabs?

Respected Members, what is the main purpose of property modifiers in defining farme sections in etabs and how we can relate them to theoretical knowledge??