PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
7th Edition
ISBN: 9781119610526
Author: Mannering
Publisher: WILEY
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Chapter 3, Problem 42P
To determine
The station of the PT and the distance that has to be cleared from the lane's shoulder edge to provide adequate stopping sight distance.
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A4.1- For a concentrically loaded tied short column, with the cross-section shown in Figure 1,
a) Find the axial load resistance of the column;
b) Check if the spacing between the longitudinal bars is satisfying code requirements;
c) Determine the required spacing between the ties, and sketch the tie arrangement
as per the code.
Given: f'c = 25 MPa
fy = 400 MPa
T
550 mm
550 mm
Maximum aggregate size: 20mm
Longitudinal bars: 8-25M
Figure 1
Ties: 10M (ties are not shown on cross-section. The arrangement to be determined in part c)
Clear cover to the ties: 40mm
When using a work breakdown structure (WBS) for a project why it is necessary to break down activities?
As shown in the figure below, a 1.5 m × 1.5 m footing is
carrying a 400 kN load.
P
Depth (m)
0.0
1.0
2.0
Df
Groundwater
table
(Yw = 9.81 kN/m³)
3.5
Yt = 16.5 kN/m³
E = 9,000 kPa
Sandy
soil
Ysat 17.5 kN/m³
E = 15,000 kPa
6.0
Stiff Clay
(OCR = 2)
Bedrock
Ysat 18.0 kN/m³
eo = 0.8
Cc = 0.15, Cr = 0.02
Eu =40,000 kPa
(a) Estimate the immediate settlement beneath the center of the
footing. Assuming that Poisson's ratios of sand and soft clay are
0.3 and 0.5, respectively. Use numerical integration approach.
For the calculations, use layers (below the bottom of the footing)
of thicknesses: 1 m; 1.5 m, and 2.5 m.
(b) Determine the primary consolidation settlement beneath the
center of the footing.
(c) Redo Part (b) if OCR=1.1.
Note: Use the 2:1 method to determine the stress increase below
the footing. For parts (b) and (c), use the one-dimensional
consolidation theory.
Chapter 3 Solutions
PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
Ch. 3 - Prob. 1PCh. 3 - Prob. 2PCh. 3 - Prob. 3PCh. 3 - Prob. 4PCh. 3 - Prob. 5PCh. 3 - Prob. 6PCh. 3 - Prob. 7PCh. 3 - Prob. 8PCh. 3 - Prob. 9PCh. 3 - Prob. 10P
Ch. 3 - Prob. 11PCh. 3 - Prob. 12PCh. 3 - Prob. 13PCh. 3 - Prob. 14PCh. 3 - Prob. 15PCh. 3 - Prob. 16PCh. 3 - Prob. 17PCh. 3 - Prob. 18PCh. 3 - Prob. 19PCh. 3 - Prob. 20PCh. 3 - Prob. 21PCh. 3 - Prob. 22PCh. 3 - Prob. 23PCh. 3 - Prob. 24PCh. 3 - Prob. 25PCh. 3 - Prob. 26PCh. 3 - Prob. 27PCh. 3 - Prob. 28PCh. 3 - Prob. 29PCh. 3 - Prob. 30PCh. 3 - Prob. 31PCh. 3 - Prob. 32PCh. 3 - Prob. 33PCh. 3 - Prob. 34PCh. 3 - Prob. 35PCh. 3 - Prob. 36PCh. 3 - Prob. 37PCh. 3 - Prob. 38PCh. 3 - Prob. 39PCh. 3 - Prob. 40PCh. 3 - Prob. 41PCh. 3 - Prob. 42PCh. 3 - Prob. 43PCh. 3 - Prob. 44PCh. 3 - Prob. 45PCh. 3 - Prob. 46PCh. 3 - Prob. 47PCh. 3 - Prob. 48PCh. 3 - Prob. 49PCh. 3 - Prob. 50PCh. 3 - Prob. 51PCh. 3 - Prob. 52PCh. 3 - Prob. 53PCh. 3 - Prob. 54PCh. 3 - Prob. 55PCh. 3 - Prob. 56PCh. 3 - Prob. 57PCh. 3 - Prob. 58PCh. 3 - Prob. 59PCh. 3 - Prob. 60PCh. 3 - Prob. 61PCh. 3 - Prob. 62PCh. 3 - Prob. 63PCh. 3 - Prob. 64PCh. 3 - Prob. 65PCh. 3 - Prob. 66PCh. 3 - Prob. 67P
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