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.
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.
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?
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, 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...
