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Does Etabs calculate the torsion caused by Eccentricity between Centre of mass and centre of rigidity while calculating seismic forces or Have to be applied manually by the User?

GENTLEMEN: HOW TO PRESENT LINE SUPPORT IN SAFE MODEL. THE LINE SUPPORT MAY BE MODELS BEAM LEDGE SUPPORT. PLEASE REFER TO THE ATTACHED FILE WHERE THERE IS BEAM LEDGE SUPPORT ALONG GRID 4. THIS IS FOR YOUR KIND ADVISE.

GENTLEMEN: I AM NOT ABLE TO PRINTOUT THE STRESS CONTOUR AS IT IS PRESENTED ON THE SCREEN. THE PRINTOUT VIEW IS LINES CONTOUR AS PER ATTACHED FILE. I NEED YOUR ADVISE

As per attached sheet ( Extracted from ACI 2008): * As per para. 10.10.4.1 : stiffness reduction for columns ,walls,beams and slabs to be considered for 2nd order analysis. *As per commentary of Para 10.10.4.1 : another set of stiffness reduction factors to be applied for serviceability. ---...

Gentlemen: As per attached sheet ( Extracted from ACI 2008): * As per para. 10.10.4.1 : stiffness reduction for columns ,walls,beams and slabs to be considered for 2nd order analysis. *As per commentary of Para 10.10.4.1 : another set of stiffness reduction factors to be applied for...

please send me the supporting paper. pls also guide me how to apply for such case on the sketch attached to my message. your assitance is highly appreciated

GENTLEMEN: I NEED YOUR ADVISE ,HOW TO CONSIDER THE BEAM TO COLUMN FIXATION OF THE ATTACHED 2 CASES WHEN THE BEAM IS RESTING ON EDGE OF COLUMN. PLS REFER TO THE ATTACHED SKETCH.

GENTLEMEN: I HAVE APPLIED SEISMIC LOADS ACCORDING TO UBC-97 ( AUTO LATERAL LOADS). WITH DIFFERENT ECCENERCITIES VALUES BY ADDING AND/OR DELETING WALLS TO CHANGE THE POSITION of center OF RIGIDITY.the results load values ( T ,Mx and My) are still the same. i think that we have to apply manually...

would you explain in more details how etabs calculates the torsion due to eccenercity. do i have to identify any parameters to do that.

GENTLEMEN: I AM DOING AN ETABS MODEL WITH ( SHEAR WALLS IRREGULAR DISTRIBUTION ) DUE TO ARCH, DESIGN. A BIG ECCENTRICALLY VALUE BETWEEN CENTER OF RIGIDITY AND CENTER OF MASS IS RESULTED. DO I HAVE TO CONSIDER THE ECCENTRICALLY VALUE WHILE CALCULATING SEISMIC FORCES ( BY AUTOMATIC SEISMIC FORCE...

DEAR ALL : HOW TO CALCULATE SLAB LONG TERM DEFLECTION BY SAFE ? SND WHAT IS THE ALLOWABLE LONG TERM DEFLECTION VALUES?

GENTLEMEN: HOW TO CONSIDER SLAB WITH DEFERENT LEVELS ( DROP IN SLAB LEVELS) IN SAFE MODELING

Gentlemen : how to apply the MEMBERS OFFSETS - RIGID ZONE FACTOR-. would you give some details regarding this subject

Thank you so much

Hi I do a design for deep beam by finite element method. the modeling is area section ( membrane type ) with local axis 1 in the horizontal direction and local axes 2 in the vertical direction. the section cut out put forces and moments are reported in the directions 1 ,2 and Z. please advise...

Thank you sir

gentlemen: attached is the bending moment shape as discussed above.http://files.engineering.com/getfile.aspx?folder=39506c3c-d889-4d74-87de-d644241320f2&file=SAP2000v12.pdf

Gentlemen: the attached file is a modeling for concrete walls planted on concrete beam. the bending moment of beam is not ok. please advise how can I revise the model to ensure that load of the wall will be fully transfered to the supporting beam. Regards

GENTLEMEN: THERE IS CONCRETE WALL PLANTED ON CONCRETE BEAM IN ONE OF THE MODELING I AM DOING NOW. I HAVE NOTICED THAT THE MOMENT ON THE BEAM SUPPORTING THE WALL IS SMALL VALUE AND NOT PARABOLIC.SHAPE. I TRIED ONCE AGAIN ON A PLANE WALL ( ON 2D) AND I FACED THE SAME PROBLEM. WHEN I INCREASE THE...

tutu0901 (Civil/Environme) 5 Sep 07 18:45 Don't use equivalent column for shear wall. Sometimes it will give you wrong results in stress. A better way is to use shell element for shear wall. If it's a steel shear wall, you can manually check the stress and strain status of the shear wall. If...