mhdhamood

Hi Engineers; Can you recommend a book for designing domes using ACI code. Regrads

Hi everyone ; For long term deflection analysis using SAFE program by nonlinear load cases, I know that the program can calculate it for the flat slabs. But I wonder if the program can calculate it for beams. Best regrads

THANKS ALOT WAS SO HELPFUL

pleGood day ; To the expert engineers especially in finite element analysis ; When I have a raft or slab with an irregular shape like the one in the photo attached, I wonder about some points which i need your help: 1. The default local coordinates of the raft/slab are the same as for global coordinates, so when I draw the design strips, shall it be in the same direction of local coordinates or i can draw any design strips in any direction ? 2. If I draw only design strips parallel to the local coordinates theni have to put the steel reinfocement in a way that hard to excute on site since there are areas which have columns in an inclined direction. 3. to solve this issue I think we can draw for some areas the design strips parallel to the local coordinates and for other inclined areas we can draw an inclined design stripps ? Do you agree?

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!

hi all; in SAFE program the results of punching in a raft area very high for edge and corner columns but if you solve it on sheet excels it will be pass at the same raft thickness, any ideas?

Dear All; I HAVE A QUESTION REGARDING DESIGN OF COLUMNS IN ETABS ACCORDING TO ACI CODE. IT IS MENTIONED THERE IN SECTION 10.10.2.1 THAT" THE MOMENT INCLUDING THE SECOD ORDER EFFECT IS LIMITED TO 1.4 TIMES THE MOMENT DUE TO FIRST ORDER EFFECT FOR NON SWAY AND SWAY FRAMES". SO HOW CAN I INVESTIGATE THIS IN ETABS?

rummaan17 your issue is important hope the seniors can help

I mean is my modelling correct when i didnt draw the beams in ETABS?

Dear Engineers ; I have a building that it's lateral force resisting system is bearing wall system but i have several beams in some floors for several purposes like level differences and to refuce deflection .Now in ETABS I modeled the building without these beams.but i considered the beams in SAFE. Any comments, seniors?? Thanks in advance

Rana; the load it carries is some what large because its corner shear wall and carries the distribute load from the slab in addition to load from planted columns near it carried by slab. Also please can you interpret for me the reinfoecement by SAFE i didnt understand it .

Dear all i have a wall 3.5m by 0.30 m supporting flat slab. 1. Since its definition is a wall then there is no need to check punching.right? 2. If i convert it in SAFE as a frame element column then there is need for punching. please advice

thanks so much was helpfull

Dear all a flat slab in last floor is carried by too much planted columns that rest on a down flat slab without beams. İ modelled it in Etabs , for th purpose of designing vertical elements.but for designing the flat slabs i export the model to SAFE. in SAFE MODEL i dont do any modifeirs for vertical elements or for slabs ie all are =1. Now in SAFE the flat slab rests on fixed columns with no settlement (the planted columns) whereas in reality there is a settlement in those columns (as in etabs model) so shall i design the flat slab (the carried by planted columns) by etabs or safe?! Or there are any modifications you can suggest??

I have to points: 1. That means in shear wall -flat slab system case we dont need to design the flat slab for seismic effect. I mean its enough to design the slab for dead and live loads. 2. how we call vertical element a column or a wall ?