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ASCE7-10 Chapter 20 provides a procedure to determine the site classification of the site soil. The depth of soil where the building locates is 100 feet. The width of soil, I think, could be ignored if the buidling is not tremendous large, such as a normal office building or apartment building...

Hello, everyone. Do you use nonlinear layered shell elements (included in SAP2000 V14) to do nonlinear static analysis? When I use displacement control, I always face a warning, which says like: THE MONITORED DISPLACEMENT IS ZERO FOR CASE: ACASE1 AT STEP 1, SUBSEQUENT RESULTS WILL NOT BE...

hi,all When geometric nonliearity being considered in sap2000, three options could be chosed, "None", "P-Delta" and "P-Delta and Large Deformation". What is the difference between "P-Delta" and "Large Deformation"? Different algorithm? Any comments will be appreciated.

The RC Slab would be modeled as layered shell element by using a directional material model. Refer to CSI website for more detail.

SAP2000 Version 14 would provide a solution for the nonlinear property of RC slab.

When the scale factor for adjusting the peak value of earthquake wave is small, the structure model only deforms under the vertical loading (Dead and Live) without any lateral deformation and plastic hinges formed. However, when the scale factor increase to a certain level, the lateral...

How you guys model masonry infill wall in ETABS? ASCE 41 suggests using equvalent compressive strut to consider the effect of infill walls. Is there anyone who had done this before? Any comments will be thankful.

hi, ASCE07 Thanks for your comments. For the step 1, I have the following doubt. If a beam was supported by the shear walls, the beam will become unstatic once the shear walls were deleted. How to deal with this question?

Hi, slickdeals. Thanks for your answer. Do you have any papers or books to prove the "25% of the story forces"?

For Dual System with RC shear wall and RC frame, ASCE7 code requires the story shear be distributed to the shear walls and moment frames in proportion to their relative rigidities, but still moment frames shall be designed to no less than 25%. How to achieve this in ETABS?

How do you guys usually model the couplind beams in ETABS, by using shell element or beam element? Any comments will be thankful.

Please help me to comprehend ASCE7-05 section 12.2, "Dual System with Special Moment Frames capable of resisting at least 25% of prescribled seismic forces". It's unclear that each floor of SMF shall resist 25% of base shear or story shear forces. How to define the "prescribled seismic forces"...

Hi, Zeeshan Thanks for sharing your ideas.But you know, sometimes, the dimensions of the column would be larger than the width of the shear wall, so the stiffness and corresponding seismic base shear will be different. How to consider this? Thanks. Shulu Zhang

hi, lisica. you mentioned that we needn't to sum the influences from two orthogonal directions. However, the earthquake wave is 3D and can not accurately predicted. So many seismic records show that the ratio of PGA for the two orthogonal directions is approximately 1:0.85. By square root of the...

Hi, everyone. I've modeled a 23 stories high-rise building, dual system(special resisting moment frame and shear wall). Usually, there will be a column at the intersection of the two orthogonal shear walls. But what we usually do is ignoring this column and not developing the column in our etabs...