EBK STRUCTURAL ANALYSIS
6th Edition
ISBN: 9780357030974
Author: KASSIMALI
Publisher: VST
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Question
Chapter 4, Problem 16P
To determine
Find the forces in the members of the truss by the method of joints.
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The interior floor beam shown below at 3-year service life according to the ACI Code, supports partitions,etc. Maximum service load moments are 38 kip-ft dead load and 29 kip-ft live load. Assume that 50% ofthe live load is sustained. Use fc′ = 5000 psi, fy = 75,000 psi.a. Determine if the minimum deflection criteria from ACI is satisfied.b. Find the effective moment of inertia.c. Find the maximum instantaneous and long-term defecations.d. Check if the deflections are within ACI allowable limits
a) For the truss shown in the figure below, determine the stiffness matrices of elements 2, 3 and 4 in the in the global co-ordinate system. Assume for each member A = 0.0015 m2 and E = 200 GPa. Indicate the degrees-of freedom in all the stiffness matrices.
b) Determine the stiffness matrix of the whole truss in the global co-ordinate system. Clearly indicate the degrees-of freedom numbers in the stiffness matrix.
c) Calculate all the nodal displacements and all the member forces of the truss.
a) Draw a 2D element and show the dofs (degrees of freedom). Draw all the 2D elements used in Strand7. Explain the differences between these elements in terms of the no. of nodes and interpolation/shape functions used.
b) A 8 m x 8 m plate (in the xy plane) with 8 mm thickness, is fixed at all the edges and is loaded by a pressure loading of 4 kN/m2 in the downward (-z) direction. The plate is made of steel (E = 200 GPa, density = 7850 kg/m3). Explain the steps involved in setting up a Strand7 model for this problem. Your explanation should include how the given input data for this problem will be used in Strand7 modelling. Explain how you would determine the maximum deflection from the Strand7 output.
Chapter 4 Solutions
EBK STRUCTURAL ANALYSIS
Ch. 4 - Prob. 1PCh. 4 - Prob. 2PCh. 4 - Prob. 3PCh. 4 - Prob. 4PCh. 4 - Prob. 5PCh. 4 - Prob. 6PCh. 4 - Prob. 7PCh. 4 - Prob. 8PCh. 4 - Prob. 9PCh. 4 - Prob. 10P
Ch. 4 - Prob. 11PCh. 4 - Prob. 12PCh. 4 - Prob. 13PCh. 4 - Prob. 14PCh. 4 - Prob. 15PCh. 4 - Prob. 16PCh. 4 - Prob. 17PCh. 4 - Prob. 18PCh. 4 - Prob. 19PCh. 4 - Prob. 20PCh. 4 - Prob. 21PCh. 4 - Prob. 22PCh. 4 - Prob. 23PCh. 4 - Prob. 24PCh. 4 - Prob. 26PCh. 4 - Prob. 27PCh. 4 - Prob. 28PCh. 4 - Prob. 29PCh. 4 - Prob. 30PCh. 4 - Prob. 31PCh. 4 - Prob. 32PCh. 4 - Prob. 33PCh. 4 - Prob. 34PCh. 4 - Prob. 35PCh. 4 - Prob. 36PCh. 4 - Prob. 37PCh. 4 - Prob. 38PCh. 4 - Prob. 39PCh. 4 - Prob. 40PCh. 4 - Prob. 41PCh. 4 - Prob. 42PCh. 4 - Prob. 43PCh. 4 - Prob. 44PCh. 4 - Prob. 45PCh. 4 - Prob. 46PCh. 4 - Prob. 47PCh. 4 - Prob. 50PCh. 4 - Prob. 51PCh. 4 - Prob. 52PCh. 4 - Prob. 53PCh. 4 - Prob. 54P
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