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I have faced tensile stresses under service load combinations in shear wall foundations (specially cores). using 2D plate analysis with nonlinear uplift load cases, the results were irrational very high reinforcement is required. I am wondering if there is special criteria for convergence, or...

hi all , I would to share with you an issue that I have faced in ETABS while assigning spring stiffness for joint, I need to assign spring stiffness in the -x but i cant assign -ve stiffness value, what are the alternative options to do so ? please find the attached shot from ETABS. thanks in...

Dear all, I am defining a reference plane to define the mezzanine story, but I have faced some issues : 1- the columns and walls drawn are drawn above and below the reference plane as one unit,I cant delete the upper part, how can I have it below a reference plan only ? 2- I cant import arch...

Hi all I have modeled a building of 4 stories and before defining load combinations and lateral load patterns ,the model behave normally under dead load, after defining earthquake patterns it deforms excessively in x and y... I have attached a shot of deformed shape under Dead case, I would...

Hi engineers, I have modeled a structure using SAP 2000, and I am looking for a tool to export the loads to SAFE in order to design the foundation ... it seems its not just like other CSI products which can export the floor to F2K file. sometimes you may make spreadsheets to solve this issue but...

Hi all , what is the main difference between ETABS analysis and SAFE in calculating column reactions? specially when we have planted columns and we can either export the loads from floor above ( from ETABS) or from the SAFE model of the above floor ... by trail SAFE reactions were twice those...

Thank you KootK. My first and main concern is torsion... but my concern regarding continiuty would affect the flexural design

what is the limitation of the inclination angle between beams to consider the continuity as per ACI? thanks in advance

I have a problem in the scale.. although I have checked the units, whenever i import my drawing to ram its not to scale so i try to scale it by the the scale tool. after that the problem continues when exported to etabs, i cant figure out the error ?

thanks Trenno i appreciate it

Hi all, I am using RAM CONCEPT 5.0.1 to generate the mesh of the plan, to use it in ETABS 9.7.4 I couldn't find a direct exporting option ... So how can that be done ? Thanks in advance

Hi all, I am using RAM CONCEPT 5.0.1 to generate the mesh of the plan, to use it in ETABS 9.7.4 I couldn't find a direct exporting option ... So how can that be done ? Thanks in advance

This case considers a road across a valley , the road is connected with stairs with a slope about 55% . so the retaining wall is located at the end of that road. According to the fact that every soil has its own angle of friction and failure wedge as well as the need of retention, even if we...

Usually when we design at rest conditions we recommend a max difference in back filling level between the back and the front of the wall to maintain at rest condition but your assumption (about rotation of soil mass and its effect) is realistic , full passive case wont be reached.

I agree with you, we should design it using at rest condition in case the back filling is done simultaneously on both sides, but here it is not few meters to be back filled..

Hi ALL I am designing a cantilever wall which supposed to retain 6.3 m height of soil from both sides, but one side is to be back filled directly while the other is taking time maybe a year. i designed for the worst case( in terms of stability) which is active pressure only.. but when i...

Hi When I open Etabs 9.7.4 error 17 shows up standalone license not found, I have been using it for more than one year and never showed me that error. what is the problem?

Hi engineers, I am using SAFE V12 for raft design, I have a trouble with punching ratio under some columns so I draw drop slab around these columns, and according to this recommendation...

Hi all , I am wondering about slab line release , and how that sound realistic and conservative .. when we design a slab for example resting on beams with adjacent shear walls , moments are not transmitted to the spandrel beams in the direction of loading , also according to the system , we will...