Chapter Nine: Design of Water Structures

1 Chapter Nine: Design of Water Structures

The main components of a water project include water intakes, break pressure tanks, water points, valve chambers and storage/sedimentation tanks. The following sections describe the design procedures for various water structures.

1.1 1.1 Sizing and Locating Water Structures

1.1.1 Tanks

Storage tanks

The primary purpose of water storage tank is to balance supply during peak hour demand. It is typical to have two peak times during the day, one in the morning the other in the evening when large amounts of water is collected. Water storage tanks should be positioned on higher ground relative to the supply area so as to command pressure.

The following design points should be considered as procedures when estimating the water tank volume/capacity •Estimate tank capacity by calculating the water demand at various times of the day and comparing that to the yield of the water supply scheme,

•Establish the demand and supply patterns for a typical day during the assessment phase of the project,

•The supply yield pattern of the project depends on the design operation period for pumping systems,

•Consider the providing tanks for solar powered projects as they have limited pumping hours,

•Establish the tank volume based on the amount of water needed from the time when there is more water leaving the tank than entering the tank (demand> supply) until the time when there is more water entering the tank than leaving it (Supply > Demand),

•Size the water tank volume so that it is able to meet the deficit during these hours,

•Calculate the volume of the tank by comparing the supply with demand at incremental time periods and balance to the existing storage,

•The balance should start at zero, then calculated for each time period (iteration) by adding the surplus or deficiency to the balance of previous iteration.

This is represented below, with n representing the iteration.

Balance n = Surplus / Deficiency n + Balance n-1

The necessary tank capacity (V tank) is then calculated as the maximum balance (V max) minus the minimum balance (V min) minus the final volume (V final).

V tank= V max – V min –V final (9.2)

Refer to Appendix C example of sizing of tanks.

1.1.2 Sedimentation/Settling Tanks

Settling Tanks and clarifiers should be sized based on the settling velocity of the smallest particle to be theoretically 100% removed. Settling velocity of particle may be determined using Stokes law:

Vt=D2g(σs/σ-1)/18v							(9.3)

Where;
Vt = Particle settling velocity
D= Diameter of particles (grain)
g= Gravitation acceleration
s= Particle density
σ= Water density
v= kinematic viscosity of water (m2/s)

Particle characteristics (diameter and density) may be determined in the laboratory through standard methods. Particle settling is governed by the condition that the settling velocity of a particle (Wt) should be less than the settling tank overflow rate (Vo). The settling tank overflow rate (Vo) is defined as:

Overflow rate (Vo) = Flow of water (Q (m3/s)) / (Surface area of settling basin (A)(m2)) (9.4)

Settling tanks and clarifiers may be designed as long rectangles after calculating the surface area, rectangular shapes are hydraulically more stable and easier to control for large volumes. Factors such as flow surges, wind shear, scour, and turbulence may reduce the effectiveness of particle settling. To compensate for these less than ideal conditions, it is recommended to double the area determined from theoretical calculations. It is also important to equalize the water flow distribution at each point across the section of the basin. Poor inlet and outlet designs can produce extremely poor flow characteristics for sedimentation.

Sedimentation efficiency does not depend on the tank depth. If the forward velocity is low enough so that the settled material does not re-suspend from the tank floor, the area is still the main parameter when designing a settling basin or clarifier, taking care that the depth is not too low.

DIAGRAM Figure 9.1: The four functional zones of a continuous flow settling basin

1.1.3 Break Pressure Tanks

Break pressure tank is a structure that is located between a water reservoir and supply point with the aim of reducing the pressure in the system to zero (atmospheric pressure). Conventional break pressure tank is constructed of concrete in rectangular shape with the depth of the tank about 1.2m. The design criteria for the break pressure tank is to find such that the minimum diameter of the outlet pipe can convey the design flow without causing the overflow in the tank.

Example:
Consider:
Free flow in the tank at depth d conveyed to outlet pipe at velocity V_2: V_2=√2gd (9.5) Continuity equation to control overflow from the tank: A_1 V_1=A_2 V_2 (9.6) The minimum area of the outlet pipe is calculated as:

A_2=(A_1 V_1)/√2gd or A_2=Q/√2gd (9.7)

Where,

A_1= Area of inflow pipe, V_1=Inflow velocity equals to the design velocity, g= gravitation force, d= depth of the tank.

Choose the dimension of the tank at d values ranging from 1.0 m -1.5 m, length and width of the tank between 1 m to 3 m. The sizing of break pressure tank may be calculated based on the following specifications:

Table 9.1: Standard Break Pressure Tank of 5 l/s – 25 l/s

Length (L) in m	Width (W) in m	Height (H) in m	Volume in m3	Retention time in min	Flows l/s	Minimum diameter of outlet pipe (mm)
1	0.6	1.3	0.78	2.6	0-5	50
1.4	0.8	1.3	1.456	2.43	5.1-10	60
1.6	0.9	1.3	1.872	2.08	10.1-15	65
1.8	1.0	1.3	2.34	1.95	15.1-20	75
1.8	1.2	1.3	2.808	1.97	20.1-25	90