A compound symmetrical open channel section as shown in the figure has a maximum of critical depth(s).

The critical flow condition in a channel is given by [Note: $\alpha$ – kinetic energy correction factor; $Q$ – discharge; $A_c$ – cross-sectional area of flow at critical flow condition; $T_c$ – top width of flow at critical flow condition; $g$ – acceleration due to gravity]
The pressure in a pipe at X is to be measured by an open manometer as shown in the figure. Fluid A is oil with a specific gravity of 0.8 and Fluid B is mercury with a specific gravity of 13.6. The absolute pressure at X is kN/m\(^2\). (round off to one decimal place).}
[Assume Density of water = 1000 kg/m³, gravity = 9.81 m/s², atmospheric pressure = 101.3 kN/m².]
A hydraulic jump occurs in a 1.0 m wide horizontal, frictionless, rectangular channel, with a pre-jump depth of $0.2$ m and a post-jump depth of $1.0$ m. Take g=10 m/s^2. The values of the specific force at the pre-jump and post-jump sections are the same and are equal to (in m$^3$, rounded off to two decimal places)
The Rational Method formula for estimating peak runoff is given as \(Q = \frac{CiA}{360}\). For the result \(Q\) to be in cubic meters per second (\(m^3/s\)), what must be the units of rainfall intensity (\(i\)) and catchment area (\(A\))?
| Point | Staff Readings Back side | Staff Readings Fore side | Remarks |
|---|---|---|---|
| P | -2.050 | - | 200.000 |
| Q | 1.050 | 0.95 | Change Point |
| R | - | -1.655 | - |