Example 6 1 Rectangular Water Tank Design – Free download as PDF File .pdf), Text File .txt) or read online for free. leakage. This project gives in brief, the theory behind the design of liquid retaining structure (Elevated circular water tank with domed roof and conical base). and further guidance on seismic design methods for storage tanks larger tanks, and as such the seismic design for these larger storage tanks.

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The moments in the inclined braces meeting at a column can be found as follows- The axes of moments in column above and below the brace will be at right angles to the direction of the wind.

A gap is sometimes left temporarily between the concrete of adjoining parts of a structure which Fig. This will automatically take care of failure due to cracking.

Though assumed that base is flexible, but in reality there will always be some restraint at the base and some pressure will be resisted by cantilever action of the wall. At the base slope and deflection will be zero. The reinforcement is reduced linearly towards top. The bracings are designed for B.

Overhead RCC Water Tanks Construction

Maximum – ve B. For sections of thickness greater than mm, minimum reinforcement in each of the two directions shall be kept at 0.

Design requirement of concrete I. For large tanks base slab is supported on series of beams supported on columns. If the tank is covered at the top the vertical walls are considered to be supported at the top. Foundation for elevated tanks. In the presence of the sea water and soils and water of corrosive characters the cover should be increased by 12 mm but this additional cover shall not be taken into account for design calculations.

Maximum hoop tension occurs at 0. Roofs i Provision of Movement Joints. The steel for hoop tension is provided on both faces. Thus four equations are obtained which can be solved for constants C1, C2, C3 and C4.


The wind force acting on the tank and staging produces tension on the windward side columns and compression on the leeward side columns.

water tank design example | Ravindra Ranatunga Ranatunga –

Consequently, only part of the triangular hydrostatic load will be carried by ring tension and part of the load at bottom will be supported by cantilever action. The tanks are supported on staging which consists of masonry tower or a number of columns braced together.

The walls thus act as thin plates subjected triangular loading and with boundary conditions varying between full restraint and free edge. The maximum length desirable between vertical movement joints will depend upon the tensile strength of the walls, and may be increased by suitable reinforcement.

Check for Bond A typical expansion joint is shown in Fig. Depth of 4 m, is provided with free board of 20 cm. In normal circumstances the screed layer shall be of grade not weaker than Mwhere injurious soils or aggressive water are expected, the screed layer shall be of grade not weaker than M and if necessary a sulphate resisting or other special cement should be used.

The foundation for elevated tank columns may be combined foundation in the form of raft or independent footing may be provided for each column.

Plain concrete member of reinforced concrete liquid retaining structures may be designed against structural failure by allowing tension in plain concrete as per the permissible limits for tension in bending.

I agree to the terms and privacy policy. For sections of thickness greater than mm, and less than mm the minimum reinforcement in each of the two directions shall be linearly reduced from 0.

Hence values of P0 od Pr can be calculated. In these tanks walls are subjected to hydrostatic pressure. In members less than mm. The wall and floor joints should be in line except where sliding joints occur at the base of the wall in which correspondence is not so important.


In designing the roof, allowance should be made for the r.c.c.ovethead condition of some spans loaded and other spans unloaded, r.c.c.overnead though in the final state the load may be small and evenly distributed. Click here to sign up. The slab of rectangular tanks is designed as two-way slab if length is less than twice the breadth the slab is designed as one-way slab.

The walls of the underground tanks are subjected to internal water pressure and outside earth pressure. The tanks may be covered on top. As the ratio of length to breadth of slab is greater than 2, slab will span in shorter direction.

For kf bottom portion BD reinforcement for hoop tension is provided in addition to steel required for bending. A reinforced concrete member of r.c.c.overhead retaining structures is designed on the usual principles ignoring tensile resistance of concrete in bending. The design principles of underground tanks are same as for tanks resting on the tanj. Where the calculated shear stress in concrete alone exceeds the permissible value, reinforcement acting in conjunction with diagonal compression in the concrete shall be provided to take the whole of the shear.

M at various heights and shear at the base. As the bending moment is proportional to the depth of water, reinforcement will vary linearly with depth of water.

The engineer should specify a loading under these temporary conditions which should not be exceeded. Steel in Horizontal Span.

Design an elevated rectangular tank 12 m. For bigger tanks the wall thickness is more and the reinforcement is placed on both faces. These coefficients are given in R.c.c.overheae They should also be designed for upward load if the liquid retaining structure is subjected to internal gas pressure.