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CIVIL IS fisdupartmerworl.ml pdf,is ,irc 65,irc66,irc72,irc73,is IS PART - 4 CODE OF PRACTICE FOR CONCRETE This standard (Part IV ) recommends design tables, which are intended as an aid for. CODE OF PRACTICE FOR CONCRETE STRUCTURES FOR THE STORAGE OF LIQUIDS PART IV DESIGN TABLES. Read more. Collapse. IS - - Code of practice for concrete structures for the storage of liquids, Part 4: Design tables. Thumbnails Document Outline Attachments. Find.
This has two cases: i Tensile force is large ie. T1 and T2 are tensile forces in steel on remote and water face face respectively. Referring to Fig. When steel is provided only on tension face and referring to Fig.
Types of water tank based on placing and shape is given in Fig. Circular tanks have minimum surface area when compared to other shapes for a particular capacity of storage required. Hence the quantity of material required for circular water tank is less than required for other shapes.
But the form work for a circular tank is very complex and expensive when compared to other shapes. Square and Rectangular water tanks are generally used under ground or on the ground.
Circular tanks are preferred for elevated tanks. INTZ 5. This increase in diameter all along the height of the tank depends on the nature of joint at the junction of slab and wall as shown in Fig 6.
This is due to fact that hydrostatic pressure varies linearly from zero at top and maximum at base. Deflected shape of the tank is shown in Fig. When the joint at base is rigid, the base does not move. The vertical wall deflects as shown in Fig. Distribution steel in the form of vertical bars are provided such that minimum steel area requirement is satisfied.
As base slab is resting on ground and no bending stresses are induced hence minimum steel distributed at bottom and the top are provided Design Problem: Design a circular water tank with flexible connection at base for a capacity of 4,00, liters. The tank rests on a firm level ground. The height of tank including a free board of mm should not exceed 3. The tank is open at top. Use M 20 concrete and Fe steel. Draw to a suitable scale: i Plan at base ii Cross section through centre of tank.
Step 4: Curtailment of hoop steel: Quantity of steel required at 1m, 2m, and at top are tabulated. Thickness of slab is assumed as mm.
For shallow tanks with large diameter, hoop stresses are very small and the wall act more like cantilever. For deep tanks of small diameter the cantilever action due to fixity at the base is small and the hoop action is predominant. The exact analysis of the tank to determine the portion of wall in which hoop tension is predominant and the other portion in which cantilever action is predominant, is difficult.
The depth of tank is limited to 5m. A free board of mm may be provided. The wall and the base slab are cast integrally. Design the tank using M20 concrete and Fe grade steel. Draw the following i Plan at base ii Cross section through centre of tank. The thickness of wall is assumed as mm. Step 5: Base slab: The thickness of base slab shall be mm. The base slab rests on firm ground, hence only minimum reinforcement is provided.
Assume rigid joints between the wall and base slab. Adopt M20 concrete and Fe steel. Sketch details of reinforcements. Rectangular tanks should be preferably square in plan from point of view of economy. It is also desirable that longer side should not be greater than twice the smaller side. RAN Roads Wing.. Dutur It Co Pvc Ltd. AlmA SHa.. S Research. BDC 2: Calcutta SRal K.
New Delhi SHill A.
IS .3370 part.4.1967
Structural EOlineerinl Rae.. Dol M. Director General. The need was. So far.. The other parts of the code are the following: Part I General requirements P.
In order to fulfil this need. The designer i".
The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. British Standards Institution. These considerations led the Sectional Committee to derive'auistanC'.
The data for rectangular tanks may alia be applied to design of circular reservoirs of large diameter in which the lateral stability depends on the action of counterforts built integrally with the wall. Due weightage has also been given to the need for intertlational coordination among the standards prevailing ill" different countries of thfl world.
Institution of Civil Engineers. In this procedure the common side edge of two adjacent panels is first considered artificially restrained so that JUtrotation can take place about the edge.
Table 1 Top hinged. Fixed edge moments taken from Tables 1. When the artificial restraint is removed they will induce additional moments in the panels. Moment coefficients for individual panels considered fixed along vertical edges but having different edge conditions at top and bottom are given in Tabla I to 3. In a rectangular tank. The final end moments may be obtained by adding fnduced moments and the fixed end moment.
In arriving at these moments. If the cover slab is made continuous over intermediate supports.
The coefficients for individual panels with fixed side edges apply without modification to continuous walls provided there is no rotation about the vertical edges. This table may be found useful in designing cover slabs and bottom slabs for rectangular tanks with one cell. These final end moments should be identical on either side of the common edge.
ICOPB 1. In a square tank. In this case it gives a fairly good approximation to substitute a trian. In the case of external pressure. For example. This may be due to earth pressure or to a combination of earth and ground water pressure. When bJd is large. A simplified approximation would be di.
The end moments in the two intersecting slabs may be made identical at these five-points and moments at interior points adjusted accordingly.
The intensity of load is the same at mid-depth in both cases. Tables 1 to 6 may be applied in the case of pressure from either side but the signs will be opposite. In other words.
IS .3370 part.4.1967
This is correct only when the top edge is supported. The change from posrtive to negative shear occurs approximately at the outer tenth-points of the bottom edge. These high negative values at the corners arise from the fact that deforrnations in the planes of the supporting slabs arc neglected in the basic equations and arc. These shears may be disregarded for checking shear and bond stresses. U70 Pan IV. These are given in Table 8. The total shean computed and tabulated for hinged top may be used in making certain adjustments 10 as to determine approximate values of shear for walls with free top Dd Momeat.
If the top support is removed. A change in the support at the top has little effect upon the shear at the bottom of the fixed edge. By trial. Considering the shear curves in Fig. The reason for this is that most of the increase in shear is near the top where the shears are relatively slDall. Coefficients for shear at base of cylindrical wall are given in Table II. Ring tensions. The values given in 3.
Su6jteted 10 Triangular Load Fig. Ring tensions at various heights of walls oC cylindrical tanks fixed at base. It may be difficult to predict the behaviour the subgrade and its effect upon the restraint at the base.
The comparison of ring tension and moments in cylindrical walls with the end conditions in 3.
Nominal vertical reinrorcement in the inside curtain lapped with short dowels across the bue join IS will 8uif"tee. If the wall is made continuous ttt top or base. Coefficients for shear at the base ere given in Table Coefficients for moments per unit width are given in Table Such a displacement is discussed in 3.
In tank used for storage of liquids subjected to vapour pressure and also in cases where liquid surface may rise considerably a. Subjttlld 10 Trapezoidal Load Fig. APllied at Top Fig.
This combined pressure will have a trapezoidal distribution as shown in Fig. In this case. This condition is considered satisfactory for open-top ranks with wall footings that are not continuous with the tank bottom. When the base is sliding.
In such cases. Data given in Table 15 may also be approximately applied in cases where shear is at the base of the wall.
Data for moments in circular slabs with varioul edge conditions and subjected to different loadings are given FlO. These tables may also be applied with good degree of accuracy. D I Pan IV. Clftular Slab. CMItl I. AI" AI. I69 ! I WAU. OI2 OS7 0 Sil aa.. TANKS Deasity otdle liquid. NeptiYe sip iDdicata that reKtioa acts in direction of load.. Non 2.
IS 3370(Part 4)_1967
It 5 41tJ Data are derived by modifying values computed for walls hing. Nam S8 w"'t Narz Positive lip iDclicatCi te: POIitive sign indicatC'Stension on the outside. Positive lip indicates shear acting inward. Denaity or the liquid. Noft 2.When the length of the wall is more in comparison to its height, the moments will be mainly in the vertical direction, ie.
SK Saow. NOTE 2.
OR ANn. It is also desirable that longer side should not be greater than twice the smaller side. Buu S- L. Nao Delhi S.. Code of practice for concrete structures for the storage of liquids, Part 4: Nam Jitendra Bridgemohan.
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