- 24 in.- - 20 in.→ 20 in. 16 in. 8 in. 8 in. The above figure is a section of a column. If the said column is subjected to an axial load of FN x 10^3 Kips, the average compressive stress is Blank 1 and the location of the resultant of the load is Blank 2 inches and Blank 3 inches for x and y respectively.

- 24 in.- - 20 in.→ 20 in. 16 in. 8 in. 8 in. The above figure is a section of a column. If the said column is subjected to an axial load of FN x 10^3 Kips, the average compressive stress is Blank 1 and the location of the resultant of the load is Blank 2 inches and Blank 3 inches for x and y respectively.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

The aluminum block has a rectangular cross section and is subjected to an axial compressive force of 8 kip. If the 1.5-in. side changed its length to 1.500132 in., determine Poisson’s ratio and the new length of the 2-in. side. Eal = 10(103 ) ksi.
Calculate the total equivalent uniform load in KN/m on Beam AB, if the total floor load is 11.56KPa. Use a=3.7m, b=5.8m . Express your answer in 2 decimal places.
The column shown has a uniform rectangular cross-section. b = 14 mm and d = 24 mm. Assume both ends A and B are pinned supports.This Column ACB is laterally braced at its midpoint C suchthat rotation is allowed but translation is prevented alongthe y-axis direction.Use E = 200 GPa, and assume L = 600 mm.Knowing that a factor of safety of F.S. = 3.3 is required andusing Euler’s formula, determine the largest allowablecentric load Pall that can be applied to the column.
the horizontal bar shown (length = 15.0 feet) rests on smooth indines. compute the distance X at which load T = 250 lbs should be placed from point B to keep the bar horizontal
For the triangular beam with base b= 400mm and d=540mm determine the area of the compression stress block (shaded in green) if a=210mm. Assume d'=60mm. Ans in mm2. Do not write the units in your answer.
a) For the image above, find the shear force and bending moment diagram. Show calcs for all your work. Assume a distance A of 1.5 m, a point load P = 40 kN, and a distributed load w of 5 kN/m. Enter the maximum positive moment b) If the beam has an moment of inertia, Ix = 400 x 106 mm4 , and the total distance between the top and bottom edges of the beam is 320mm, determine the maximum compressive stress that occurs at the bottom edge of the beam. Assume the centroid is in the middle of the beam (ctop =cbot)
A floor slab 100 mm thick is cast monolithically with beams 300 mm wide 500 mm deep spaced 2 m on centers, on simple supports over a span of 6.0 m. The floor supports a superimposed service dead load of 1.77 kPa and service live load of 4.8 kPa. Using f’c = 21 MPa, long bar fy = 415 MPa, calculate: Using a T-beam geometry, determine the required amount of flexure bars for maximum ultimate bending. = [As] sq.mm (whole number)
A beam cast monolithically with the slab thickness of 110 has a span of 4 m spaced at 6 m center to center. The width of the web is 300 mm and effective depth of 500 mm. It is reinforced on the tension side with 8-20 mm Φ rebars. Fc’ = 30 MPa fy = 310 MPa 1. Which gives the effective width of flange? a. 2000 mm b. 1500 mm c. 2500 mm d. 1000 mm 2. Which gives the depth of the compression stress block? a. 30.55 mm b. 32.56 mm c. 12.45 mm d. 42.14 mm
A rectangular, tied column 480 mm wide along x-axis and 540 mm wide along y-axis is reinforced with 4 25-mm-diameter vertical bars with fy = 420 MPa enclosed in 10-mm-dia. ties. Using f'c = 21 MPa, calculate the nominal axial strength at balanced condition in kN with bending about the x axis. Write your answer with 2 decimal places only.
A rectangular beam has b=300mm, d=500mm, As=4D22mm, fc’=34.2MPa and fy=420MPa. Determine the design moment, kN-m. Determine the balanced distance of the neutral axis to the outermost compression fiber, mm.
Calculate the stresses in members AB, DF, and BD. Given:FAB = 51.22 kN (C)FDF = 50 kN (C)FBD = 32.98 kN (C)d = 0.05 m
Determine the Pn of the following column assuming it had no moment on it and only an axial compression force: (f’c = 6000 psi, Grade 60 bars, h = 20”, b = 12” (i.e. rectangular section), tied column). Do not worry about calculating φ (phi factor). You can assume it is a short column. Also assume a reinforcement ration of 2% (ρg = 0.02).