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Next, the performance of the current as-built system, the fillet welded connection, is evaluated.
The behaviour of the connection is evaluated by cyclic tests and non-linear finite element analysis.
The structural performance of the blind bolted connection is evaluated in terms of the failure modes, moment rotation relationship, connection rigidity and strain response of critical components.
Also, structural performance of a frame sub-assembly with the end plate connection is evaluated by comparing the experimentally obtained hysteretic plot with the hysteretic plots of the frame systems with wet joints or ductile connectors reported in literature.
The quality of the connection is evaluated and recorded.
The equation for determining the shape parameter n of top- and seat-angle connection is evaluated using the following procedure: The value of n is determined against each test and/or FE analysis by the best fitting of predicted M θ r curve with that of the test and/or FE analysis as shown in Fig. 5.
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In addition, the static strength of the shear connection was evaluated.
The positive contributions of flexible connection are evaluated upon the loss of kinematic constraints between the clearance joint parts.
This paper presents the results from a reliability analysis of the resistance of composite beams in sagging bending designed according to Eurocode 4. Using the EN 1990 methodology, the partial factors γM for the structural steel, concrete and shear connection were evaluated.
Each grouted splice connection was evaluated based on the stated assessment criteria (C1 to C5) with respect to each load case, as summarized in Table 7.
The resultant networks were further evaluated by the recall procedure, where a CA3 unit of the top layer (with overlap of 4) is initially activated and subsequent activity propagation in CA3 units according to recurrent connections is evaluated.
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