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Pushover Analysis and Seismic Crane Mass

Pushover Analysis and Seismic Crane Mass

Pushover Analysis and Seismic Crane Mass


I am running pushover analysis in SAP2000 on a wharf structure and have a few questions:

1. Do we need to reduce the moment of inertia before running the analysis as per the Icrack we get from the moment curvature curve or run with Igross and the software will automatically reduce it once it has reached its elastic limit? Port of Long Beach wharf design criteria version 4, Section 4.6.3 suggests to reduce it, but then again its not specific if we need to apply it for a force based or a displacement based approach. I would think a force based approach would make sense as we account for the cracking beforehand but would like any input on how to proceed for a displacement based approach.

2. When I read SAP2000's manual, I gathered that mass source is just used for inertial (seismic) loads. Now, when I run pushover analysis, technically, its a "static" case and not dynamic but the load pattern I use to run a pushover case is "acceleration" which makes me believe that it uses the mass source and not the loads I input directly into the load case. Is that true? Can I verify it somehow?

3. I have a STS crane on the wharf as well which satisfies the ASCE 61-14 criteria to include its mass along with wharf mass in seismic calculations. ASCE is not specific about how much crane mass to include as I don't think the whole weight of the crane will move with the crane because of the different wharf and crane periods. Does anyone have any experience with crane-wharf mass interaction or any literature that might give a better idea on how to proceed?

Appreciate the help. Thanks.

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