Problem: for the frame below, assume that E-30,000 ksi for all beams and columns. Also assume tha...
Part 1: for the frame below, assume A and C are hinge supported, and B is roller supported. Assume P-20 kips, a-2 ft, 1.-50000 in" for the columns, I,-12000 in" for the beams, E-30,000 ksi for both beams and columns. 4P 2a 앞ㅡ. 4P 2a 2a e the virtual W Part 1.b: Use the virtual work method to calculate the horizontal displacements of node H and B (20%)
Part 1: for the frame below, assume A and C are hinge...
1) columns AB and BC of the braced frame shown. Assume that all beams are 30 cm * 50 cm and all columns are 30 cm × 40 cm Use 0.70 gross moments of inertia of columns and 0.35 gross moments of inertia of beams. Assume far ends of beams are pinned, and use 4A-10. Using the alignment charts provided, determine the effective length factors for ot オ'
Problem 3: (25%) The steel frame shown in the Figure is subjected to a force P(t) = 15 sin(ot) kips at the beam level. The damping ratio 5 is 5%, E = 3 x 10 ksi, total weight of the beams = 100 kips, all the columns are 12" x 12" in size and this is the case of resonance. Determine: a) Damped and un-damped natural periods of the structure. b) The maximum dynamic horizontal displacement (u.) at the top...
The frame below has wind load and dead as shown. Use w(Dead) = 6
kip/ft and w(Live) = 3 kip/ft, L = 30 ft and H = 15 ft. The beams
and columns have modulus of elasticity E of 29000 ksi and moment of
inertias I(beam) = 2000 in4 and I(column) = 800
in4. Similarly they have cross-sectional areas A(beam) =
20 in2 and A(column) = 25 in2. Consider that
the wind can act in both horizontal directions.
Determine:
The...
Solve all problems using the finite element stiffness method. For the rigid frame shown in Figure P5-4, determine (1) the nodal displacements and rotation at node 4, (2) the reactions, and (3) the forces in each element. Then check equilibrium at node 4. Finally, draw the shear force and bending moment diagrams for each element. LetE 30 x 103 ksi, A = 8 in,2 , and 1-800 in.4 for all elements. 20 kip 25 ft 25 ft- 40 ft 20...
b.323 The empirical provisions of 6.3.2.1 and 6.3.2.2 were developed for nonprestressed T-beams. The flange widths in 6.3.2.1 and 6.3.22 should be uset Problem Two: The beam shown below part is for an interior span and is cast monolithically with a one-wav slab. The clear span for the beam is 30 feet, and the clear spacing between beams is 10 feet. (a) Reinforcement is shown for the positive moment region. Determine if the beam is adequate to support a uniformly...
Problem Two: The beam shown below part is for an interior span and is cast monolithically with a one-way slab. The clear span for the beam is 30 feet, and the clear spacing between beams is 10 feet. (a) Reinforcement is shown for the positive moment region. Determine if the beam is adequate to support a uniformly distributed, factored load of 5 k/ft. (b) Design the slab reinforcement for the positive moment region using a factored load of 500 psf....
Problem 22. Two-story, one-bay unbraced frame shown below is subjected to gravitational dead and live loads and wind lateral load. The columns are made of W18x65 (I,-1070 in , Ag- 19.1 in2, r-7.49 in, ry-1.69 in) and beams are made of W18x71 (1, 1170 in). The table below shows the moments at the ends of column 4-5 due to three load cases. The frame is fully braced in lateral direction. Use Grade50 steel Bending is about strong axis. All gravity...
Problem 10.19 Consider the frame shown in (Figure 1). Assume the support at A is fixed and C is a pin. EI is constant. Part A Determine the internal end moment MBA acting on member AB of the frame at B measured clockwise. Express your answer using three significant figures. Enter positive value if the moment is clockwise and negative value if the moment is counterclockwise. MBA = 40.8 k ft Submit Previous Answers Correct Part B Determine the internal...
*please solve ALL questions
Assume that the floor between Beams B7 and B8 is supported
directly by these two beams only (not by Girders G2 and G3). Beam
B7 has a self-weight of 30 plf. The floor slab consists of a
4-in.-thick, normal-weight, reinforced concrete slab (unit weight =
150 pcf). An additional floor dead load of 15 psf is specified to
account for the weight of suspended utilities and fixtures. As an
exterior beam, B7 must also support one...