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  1. Yesterday
  2. importing of etabs 9.7.4 file to 2016

    Normally, a lower version file may be opened directly in a later version of same software. So, start ETABS 2016 & try to open your older version .edb file directly. In case it does not work, you my use text input file (having .et extension) of your ETABS 9.7.4 model, for importing it into ETABS 2016. If you still face some problem, describe it here, for further advice.
  3. Temperature Loading on walls.

    It is Closed from the top. The gradient implies that it moves in the direction of it's local axis from higher temp. to lower? Safe2000
  4. sir, please help me with this how can i convert my file from etabs 9.7.4 to etabs 2016 version Omar SHARAF FINAL MOD.EDB
  5. Last week
  6. Required force method

    I think sharing copyright softwares or information is against forum policy.
  7. Raft for a house is overkill unless you really need it. An example is where the house is being built of area that is a fill and the ground might settle. If the construction in your area is masonry, stick to it. You won't get any benefit out of a raft.
  8. Solution Manual

    I think the forum rules prohibit sharing copyright information.
  9. Please see the article http://docs.csiamerica.com/help-files/etabs/Menus/Assign/Shell/Shell_Assignment_-_Insertion_Point.htm
  10. Assigning Of Temperature Load In Etabs And Safe

    plz expalin.
  11. Calculate T in ETABS

    this is my observation , I usually found first mode (eign vector) time period to be greater than (1.4 x ELP Time period) for low rise buildings.SO thats what I was saying in previous discussion that code make conservative design by taking larger time period hence large base shear....mean while when we consider dynamic time period as in case of RS analysis we get less base shear so we get ecnomical design. @Rana @SALMAN CH. I noted that (in case of ubc 97 in etab we always get 1.4 x method A time period in low rise.)
  12. raft punching

    hello Engineer Rana ; Yes it is taking the moment from one direction .But what i have noticed that the SAFE program takes a very huge moments (absolutely its not the moments from ETABS ( not the reactions). Those huge moments values are taken often for corner and edge columns, as an example for my building 6 floors with 8 meters spans, we have moments reactions from ETABS =450kn.m but at same point from SAFE ;the moment that the program calculated the punching on it is = 4000 kn.m . This case repeated by most of the designers whom i know. As a solution we use a huge beam which is to be designed in SAFE so as to prevent punching. But some of others they calculate the punching not from SAFE program, for example RCM builder. program, they take the reactions from ETABS since the SAFE will give failed results in punching . Any commments!

    @Hira Malik.. Actually i cant see clearly in pic, only model can tell me right, but this seems to be wrong direction, this load should be applied in 2-2 local axis of frame, what you applied is in longitudinal direction not lateral load. See the loading i attached,axis 1 is in red,3 is in cyan and 2 is in green, your pressure will act in 2-2. In one element i have applied loading in 3-3 which is lonngitudinal and in other element i have applied in 2-2 which is right direction. If you will draw a tangent this circle, you will see on every point, the lateral pressure will be like at right angle so for this cross sectional 2 d frame,2-2 is the right direction. Even if you will draw a curve on CAD and import it SAP2000 will divide it into series of linear elements, you can not just select one and assign it once. For more precise analysis you can further divide these segment. Read this: https://wiki.csiamerica.com/display/kb/Curved+frame+objects
  14. Salam everyone. Does anyone know if you can modify insertion points for shell elements in SAP 2000? Regards, Haider Ali
  15. Comparison of Masonry and Raft Foundation for Houses

    2) I want to dig three feet to make a one foot thick slab. After the mat/ raft I want to simply start 9" bricks layers. For column I will make a footing on the slab but the footing will be only concrete with only bent rebars. (3) I will not make plinth beam, but put few inch DPC. (4) At windows/ doors level I will make a continuous beam of four iron rods. On the roofs I will make complete beams. Would this structure more durable then masonry foundation building??? Actually I want to optimize, be economical and want a strong building. I want a two story building with mumty on this plot. Thank you.?
  16. Assalamu Aalikum, Hi, I am a new member. I have a plot measuring 30*70 feet. Most of houses being built here (in Rawalpindi) have masonry foundations (a pyramid of bricks on PCC or sometimes the PCC layer has three to four iron rods of size 3/8 or 4/8 in this "PCC" layer. I want to make a raft foundation instead of masonry foundation but the cost seems to be high. I want to ask if I make a raft 1 feet thick and put a single mesh of center to center distance 12 inch. Even this will cost more but if it gives more strength then I want to go for this. Would such foundation more durable and strong?
  17. Solution Manual

    Greeting Any one can help to get dolution manual for structural concrete theory and design 6th edition by M. Nadim Haddon and Aktham Al Manaseer Regards

    I have attached the screenshot of the loading and how I applied it on SAP. So what I did was simply select the top, left and right frame sections of the tunnel and applied the loading as 39.59 and 48.6 as uniformly distributed load. While applying loads I selected local axis 3. Is it right? Also it confuses me to select the frames for a specific load. Like on how many frame members shall I apply the top loading? And how can I be sure that the members below those will only be used for the lateral loading?

    Thanx alot for your explained answers. 2. I am designing the tunnel elements as 2D frame sections. So if I apply varying load by selecting one element that will only be for that same element. What I want is that I want to model the whole tunnel as one element somehow, such that when I give value of loading after each distance by selecting all elements, the load is automatically applied as more at bottom and decreases gradually towards the top. I just have 2 values of internal water pressure, 803 at top and 837 at bottom. Want to model them as varying load.

    @Hira Malik.. Please see following response for your questions Q1. Soil spring stiffness for normal rectangular mat/raft is taken as : For area spring, : from mod of subgrade reaction which is generally taken as K = 90xB.C for raft. (Kn/m2/m) For Joint springs, If you are applying joint springs, you have to multiply it with equiv tributary of that joint.(Kn/m2 xm2= Kn/m/m) For Frame springs: multiply the value of K with width of frame element, and if the spacing of frames are different than 1m, also multiply with spacing 2. Generally, the triangular loading is applied via joint pattern for shell elements. Would you please tell us you are modelling it as a pipe, shell or a 2d frame element. I can explain you better, if i know what are you doing. You can also apply varying load on frame element, go to distributed load you can give value of loading after each distance rather than equally distributed. 3. It is very easy to apply this circular circumferential loading e.g for frame element, first turn on the local axis of the element, go to distributed load while applying load change the axis from global to local, it may be in local axis 3 of the frame element. @Gossetto.. you can also apply nonlinear soil properties by using link element, in-spite of linear link, select Gap link element.see this https://wiki.csiamerica.com/display/kb/Pile+lateral+support+based+on+P-y+curves
  21. RT @ProjectsQatar: 🔹وزارة #البلدية_والبيئة توقع عقود مشروع الاستزراع السمكي بالأقفاص العائمة في البحر مع مجموعة القمرا القابضة، وذلك بهدف إ…

  22. two way beams and slab design using CSI SAFE

    But please how can i check the nodes connectivity?
  23. Looking at the beam layout in Figure titled Cantilever-1, I can judge that you have one-way slab panels. Check the ratio of long to the short side of your slab panels. So, you don't need to take strip moments from ETABS/SAFE. Yes, end moments of your beams are not correct. Check the connectivity of nodes in your model.
  24. *Dear Respect Engineers, I made a one story structure 9 x 9 m with cantliver slab on beams but the negative moment doesn't show in the interior beam in the way we used to find it in the regular designs and regarding the slab strips there is no much negative moment plus: shouldn't the deflection happens in the places (center) of slab surrounded by beams? I have another sample that I made it for a building executed along time ago 9*20m and there was a much negative moment over all the exterior and interior beams but when I model it in SAFE there was on much negative moment over the all the beams . and reflectively the reinforcement was much less in SAFE results than the one we executed. Please any one have an idea.? 8x10 slab.Y~1 9x9 cantliver-1.bmp 9x9 cantliver-2.bmp 9x9 cantliver-3.bmp

    SAP2000 is used to model tunnels all the time. How is that the soil or rock forces cant be applied in SAP2000?

    You can not model this problem in SAP2000 cause soil is no lineal and SAP is not able to do this. You need a no lineal software made to model soils.
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