QConBridge - Substructure Demands

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fiksep
QConBridge - Substructure Demands

Rick,

I'm using QConBridge to determine the demands on a substructure, namely a 2 column bent. When I bring up a report, there are limit state envelope values for each pier. Can you clarify what the values represent? Are they the enveloped loads at each pier? IF so, is the load calculated at the top of a column or at the bottom? I'd like to use the enveloped values to determine the maximum demands on the top of my 2 column bent, but please let me know if I am misinterpreting the report values. Note that I am using QConBridge instead of PGSuper because with QConBridge I can model the pier/column stiffness, which affects the moment demand on the substructure. Thanks for your help!

Paul

Rick Brice
All reaction values are at

All reaction values are at the support locations. For interior, column supports, the reaction values are given at the base of the column.

The new version of PGSuper can model the substructure stiffness. PGSuper is now part of the BridgeLink application framework. Download BridgeLink from www.wsdot.wa.gov/eesc/bridge/software

fiksep
Substructure Stiffness & Demand in PGSuper

Thanks Rick. Can you provide more guidance on how to model the substructure stiffness using PGSuper? I have only been able to configure the connection of the superstructure to pier as roller, pinned, or integral, but what I want to do is apply a rotational spring at the connection, or model the pier columns directly like in QConBridge.

Also, does PGSuper report moment reactions at the piers? If so, please provide guidance as to where.

Thanks again,
Paul

Rick Brice
Edit the Pier. Change the

Edit the Pier. Change the pier type from "Idealized" to "Physical" and input the cross beam and column parameters. The software will generate the stiffness from the input values (EA and EI).

I was just reviewing the reports and only the vertical reaction is provided. I'm adding the moment and shear information for the next release.

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