May 2, 2020

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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Overhead RCC Water Tanks Construction

For sections of thickness greater than mm, minimum reinforcement in each of the two directions shall be kept at 0. Thus four equations can be formed which can be solved for four constants. In addition to bending, walls are subjected to direct tension caused by the hydrostatic pressure on the walls.

For large tanks base slab is supported on series of beams supported on columns. Direct load is very small, its effect is neglected.

Increase in water cement ratio increases permeability, while concrete with low r.c.c.overhrad cement ratio is difficult to compact. The staging is also designed for wind forces. Design of Long Walls. The tanks r.c.c.overhwad supported on staging which consists of masonry tower or a number of columns braced together. While designing walls of cylindrical tanks the following points should be borne in mind: I In water retaining structures a dense impermeable concrete is required therefore, proportion of fine and course aggregates to cement should be such as to give high quality concrete.


Minimum Reinforcement a The minimum reinforcement in walls, floors and roofs in each of two directions at right angles shall have an area of 0. Additional reinforcement of 16 mm. Design of base slab The slab is built monolithic with beam on all the four edges. There will be direct load on the long wall due to self weight of the roof. H2 Coefficient at Point Dt 0.

It is assumed that whole load from roof is transferred to long walls. Same reinforcement is put at top and bottom as the may blow from one side or the other.

The walls of circular tanks may have flexible joints or rigid joints at the base. In addition to B.

M at center of AB 14, In the approximate method of design of circular tanks it is assumed that some portion of the tank at base acts as cantilever and thus some load at bottom is taken by the cantilever effect. Additionally it should be ensured that tensile stress on the liquid retaining face of the equivalent concrete section does not exceed the permissible tensile strength of concrete as given in table 1.

The side wall will serve the purpose of beam. In normal circumstances the screed layer shall be of grade not desgin 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. A typical expansion joint is shown in Fig. Design of long wall 1. Half the bars from support are bent to the mid-span giving 16 mm. At top the shear force and B.


For short walls it is assumed 2 that end one meter width of long wall contributes to direct tension on the dexign walls.

water tank design example | Ravindra Ranatunga Ranatunga –

Overall thickness of 22 cm. The horizontal shear in each column is given by deducting the sum of horizontal components of the forces in the columns from the wind force and dividing by number of columns.

Hence values of Pc and Pr can be found at different heights. In such cases no separate beam curved or straight is necessary under the wall, provided r.c.c.overhsad wall of the tank itself is designed to act as a beam over the supports under it. Direct tension on long walls is given by.

At this section two bars of 25 mm. Effective depth required When a sliding r.c.c.overhed is placed at the r.c.c.pverhead of a wall, the length of the wall that can be kept free of cracks depends on the capacity of wall section to resist the friction induced at the plane of sliding. These conditions will give two equations. Bottom one metre acts as cantilever and remaining 3 m acts as slab supported on long walls.

Direct tension on short wall is w H-h.