Regarding section cuts in SAP, specifically for shell slab elements, do the integrated moments account for the effect of M12 on M11/M22? I suspect that M12 is accounted for but I was wondering if anyone else has experience with this.
Thanks for your help,
-EJ
Hey stressed, thanks for the quick reply. I saw those modification factors while going through the program and its accompanying documentation. Although, I am still unsure of how to use them properly. Say for instance I want to account for cracking by reducing my gross moment of inertia, Ig, by...
Hi everyone,
Can anyone give me some guideance on how to account for cracked section properties in my SAP2000 shear wall model? I believe it has something to do with f11, f22, f12 but I cannot find any literature on what range of modifier to use. Your help would be greatly appreciated! -EJ
Hi everyone,
I am trying to implement cracked section properties in my reinforced concrete model. Specifically, I am trying to reudce the moment of inertia of my shear wall (thin shell) but I cannot figure out how to do this. Modifying the moment of inertia of columns and beams is easy as the...
asixth, if I were to treat the wall as a column, the question thus becomes how can I determine how much moment should go into the wall and how much should go into free column and middle strips.
Although inexperienced, my gut tells me this lateral distribution should be related to the stiffness...
csd72, good idea. I will take a look at this carefully.
While we are on the topic, I have a shear wall which runs perpendicular to my frame run. The end of the shear wall is directly in the center of my frame run. Therefore, one half of the transverse width of my design frame is fixed rigidly...
Hello again everyone,
I am performing an equivalent frame analysis on a flat plate slab. I have two different distributed loads on either side of my design frame run. Lets assume that one one side has a load of 10 kPa and on the other, 20 kPa.
What is the most efficient way to combine these...
Excellent advice. I figured that the DDM would not be applicable in this case and am not comfortable enough with the results to superimpose the effects of cladding on the moments obtained by the DDM. Equivalent frame method is the way to go. Thank you again!
-EJ
Hello everyone,
I am designing a two way flat plate slab using the direct design method. The perimeter of my structure has a cladding line load. I would like to consider the effects of these moments in my column and middle strips of my exterior panel although I cannot seem to find any guidance...
It appears as though whenever I run a response spectrum analysis, SAP does not consider the effect of the mass of the structure. Does anyone know how to make SAP consider the effect of mass?
