By Hojjat Adeli, Asim Karim

Provides a normal methematical formulation for the scheduling of development initiatives. utilizing this formulation, repetitive and non-repetitive projects, paintings continuity issues, multiple-crew innovations, and the consequences of various activity stipulations at the functionality of a workforce should be modeled. It offers a realistic method so one can be of significant gain to all these thinking about building scheduling and and value optimization.

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The loading consists of uniformly distributed dead, live, snow, and wind loads. 3. All cases are solved starting from two sets of initial design variables: A{100, 100, 200, 8 mm} and B{70, 70, 300, 8 mm}. 8. For cases 1 and 2, the lateral buckling strength of the unbraced segment controls the optimum design. For cases 3A to 6A, all three of the following constraints are active at the optimum design: lateral buckling strength of the unbraced segments, the bending strength, and the combined bending and shear strength.

Step 10: Calculate the new value of the objective function, F(Xn+1). 39) stop. The current state vector, Xn+1, is the optimal solution of the problem. 40) where is a real positive number. This function is chosen to avoid the possibility of numerical illconditioning by gradually increasing the penalty with increasing iterations. Go to step 3. 6 APPLICATION OF THE MODEL Three simply-supported example beams are used to test the developed neural network model for optimization of cold-formed steel beams.

If ycg is less than d/2, skip step 2 and go to step 3. Step 2: The assumption is correct. Calculate widths b1 and b2 based on section properties calculated in step 1. If where hc is the flat height of the compression region of the web, stop. The web is fully effective as assumed and the calculated properties are correct. Otherwise, set the iteration number n=1 and do the following: 1. Set 2. Calculate the cross-sectional properties with effective widths b, b1, and b2. 3. If where is the stopping tolerance, stop.

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