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after the analysis completed i notice this warning in the log file * * * W A R N I N G * * * EIGENVALUE 20 WAS FOUND OUT OF SEQUENCE i also notice that the tipe periods are very giant (like 906690 sec) and also the program did not capture any mode shapes i try using Ritz vector...

ya i mean the reduction in stiffness due to cracks so i will take the opportunity to ask you about the factors of reduction i used i use 0.7 for I2 and I3 in columns and 0.35 for I3 in beams and 0.7 or 0.35 for F22 in walls and 0.25 for F11 , F22 and F12 in slabs by the way my first question...

Mr logicway and TLycan I've checked the model again for combinations that include gravity loads only and other that include lateral loads , also i checked different column positions ( interior-edge-corner) and also for ground story and other for upper story and i noticed that: the change in...

after i make P-delta analysis on Etabs i get the bending moment decreased on column however it must be amplified I did the following: - I decrease the stiffness due to cracks according to ACI,i use 0.7 for I2 and I3 in columns , and 0.35 for I3 in beams, and 0.25 for f11,f22,f12 in slabs...

thanks mr TXStructural i have another question I have to reduce the column cross section in the upper levels What is the maximum practical distance to reduce from story to another? and is it practical to make reduction every two story in 12 story building?

Thanks for all mr asixth just to complete the idea if i use 28mm bar in the ground story can i jump to 20mm bar in the first story ? or i should use bar diameter near to the 28mm say 25mm what i wanna say is there any code requirements to use successive bars when you need to reduce...

I wanna ask is it acceptable to reduce the diameter reinforcement in one column from 20mm to 12mm in the next upper story? or i should use to successive diameter (from 20mm to 18mm and fro 18mm to 16mm) is this true?

i've already cancel live load reduction factor and use "no live load reduction" method , and also use "pattern live load factor = 0 " to cancel all live load reduction to column or slabs may be another reason

I use ACI in design , overstrength factor 1.25 may be because energy dissipation but is this behaviour of design (reducing axial load due to energy dissipation )adopted by ACI code? How can i control this condition in ETABS?

hi every body i have question regarding the design of concrete columns using ETABS 1- For the load combination containing the response spectrum load case , ETABS design for another axial load different from the actual axial load from the same combination (the Actual analysis axial load = 345...

any one can tell me the reason why Etabs reduce the axial loads in the design process?

hi every body i have question regarding the design of concrete columns using ETABS 1- For the load combination containing the response spectrum load case , ETABS design for another axial load different from the actual axial load from the same combination (the Actual analysis axial load =...

thanks for all my friends tried to help me this sketch is apart of nearly large structure and this large footing dimesions due to large reactions from both gravity and earthquake loads so i want to connect them for some reasons the most important one is to prevent diffrential settlement for...

thanks mr BAretired i mean the case to connect two combined footings or combined footing with isolated one (i attach a sketch to the case i study) my question is how can i connect these footings ? is connecting the footing from two perpendicular directions only sufficient (as i hear)? is it...

thanks mr a7x1984 but which clause in IBC speak about position of grade beam? and what is the shear center of the footing?

i want to know what is the best position for the grade beam that connect the footings in the case of combined footing? is it from column to column or from the center to center of footings?