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Reinforced Concrete Slabs

Reinforced Concrete SlabsTYPES OF SLABS In reinforced concrete construction, slabs are used to provide flat, useful surfaces. A reinforced concrete slab is a broad, flat plate, usually horizontal, with top and bottom surfaces parallel or nearly so. It may be supported by reinforced concrete beams (and is usually cast monolithically with such beams), by masonry or reinforced concrete walls, by structural steel members, directly by columns, or continuously by the ground.Slabs may be supported on two opposite sides only, as shown in Fig. 1 a, in which case the structural action of the slab is essentially one-way, the loads being carried by the slab in the direction perpendicular to the supporting beams. There may be beams on all four sides, as shown in Fig. 1 b, so that two-way slab action is obtained. Concrete slabs in some cases may be carried directly by columns, as shown in Fig. 1 d, without the use of beams or girders. Such slabs are described as flat plates and are commonly used where spans are not large and loads not particularly heavy. Flat slab construction, shown in Fig. 1 e, is also beamless but incorporates a thickened slab region in the vicinity of the column and often employs flared column tops. Both are devices to reduce stresses due to shear and negative bending around the columns. They are referred to as drop panels and column capitals, respectively. Closely related to the flat plate slab is the two-way joist, also known as a grid or waffle slab, shown in Fig. 1 f . To reduce the dead load of solid-slab construction, voids ar formed in a rectilinear pattern through use of metal or fiberglass form inserts. A two way ribbed construction results. Usually inserts are omitted near the columns, so a solid slab is formed to resist moments and shears better in these areas

FIGURE 1Types of structural slabs

DESIGN OF ONE-WAY SLABSThe structural action of a one-way slab may be visualized in terms of the deformed shape of the loaded surface. Figure 2 shows a rectangular slab, simply supported along its two opposite long edges and free of any support along the two opposite short edges. If a uniformly distributed load is applied to the surface, the deflected shape will be as shown by the solid lines. Curvatures, and consequently bending moments, are the same in all strips s spanning in the short direction between supported edges, whereas there is no curvature, hence no bending moment, in the long strips I parallel to the supported edges. The surface approximately cylindrical. For purposes of analysis and design, a unit strip of such a slab cut out at right angles to the supporting beams, as shown in Fig. 2, may be considered as a rectangular beam of unit width, with a depth h equal to the thickness of the slab and a span la equal to the distance between supported edges. This strip can then be analyzed by the methods that were used for rectangular beams, the bending moment being computed for the strip of unit width. The load per unit area on the slab becomes the load per unit length on the slab strip. The loads recommended by ASCE for different usage of slabs are shown in table 1. Since all of the load on the slab must be transmitted to the two supporting beams, it follows that all of the reinforcement should be placed at right angles to these beams, with the exception of any bars that may be placed in the other direction to control shrinkage and temperature cracking. A one-way slab, thus, consists of a set of rectangular beams side by side. This simplified analysis, which assumes Poisson's ratio to be zero, is slightly conservative. Actually, flexural compression in the concrete

Fig. 2

in the direction of la will result in lateral expansion in the direction of lb unless the compressed concrete is restrained. In a one-way slab, this lateral expansion is resisted by adjacent slab strips, which tend to expand also. The result is a slight strengthening and stiffening in the span direction, but this effect is small and can be disregarded.Factored moments and shears in one-way slabs can be found either by elastic analysis or through the use ofthe same coefficients as used for beams . If the slab rests freely on its supports, the span length may be taken equal to the clear span plus the depth of the slab but need not exceed the distance between centers of supports, according to ACI Code 8.9.1. In general, center-to-center distances should be used in continuous slab analysis, but a reduction is allowed in negative moments to account for support width as discussed in Chapter 12. For slabs with clear spans not more than 10 ft that are built integrally with their supports, ACI Code 8.9.4 permits analysis as a continuous slab on knife edge supports with spans equal to the clear spans and the width of the beams otherwise neglected. If moment and shear coefficients are used, computations should be based on clear spans.ACI Code 9.5.2 specifies the minimum thickness in Table 2 for nonprestressed slabs of normal weight concrete (wc = 145 pcf) using Grade 60 reinforcement, provided that the slab is not supporting or attached to construction that is likely to be damaged by large deflections. Lesser thicknesses may be used if calculation of deflections indicates no adverse effects. For concretes having unit weight wc in the range from 90 to 115 pcf, the tabulated values should be multiplied by 1.65 - 0.005wc' but not less than 1.09. For reinforcement having a yield stress other than 60,000 psi, the tabulated values should be multiplied by 0.4 +1/100,000. Slab deflections may be calculated, if required, by the same methods as for beams . The total slab thickness h is usually rounded to the next higherTable. 2Minimum thickness h ofnon prestressed one-way slabs

in. for slabs up to 6 in. thickness, and to the next higher in. for thicker slabs.Shear will seldom control the design of one-way slabs, particularly if low tensile reinforcement ratios are used. It will be found that the shear capacity of the concrete Vc will, almost without exception, be well above the required shear strength Vn at factored loads.The concrete protection below the reinforcement should follow the requirements of ACI Code 7.7.1, calling for in. below the bottom of the steel . In a typical slab, 1 in. below the center of the steel may be assumed.The lateral spacing of the bars, except those used only to control shrinkage and temperature cracks (see Section 13.3), should not exceed 3 times the thickness h or 18 in., whichever is less, according to ACI Code 7.6.5. Generally, bar size should be selected so that the actual spacing is not less than about 1.5 times the slab thickness, to avoid excessive cost for bar fabrication and handling. Also, to reduce cost, straight bars are usually used for slab reinforcement, cut off where permitted are as described for beams .Since concrete is weak in tension, these temperature and shrinkage stresses are likely to result in cracking. Cracks of this nature are not detrimental, provided their size is limited to what are known as hairline cracks. This can be achieved by placing reinforcement in the slab to counteract contraction and distribute the cracks uniformly. In one-way slabs, the reinforcement provided for resisting the bending moments has the desired effect of reducing shrinkage and distributing cracks. However, as contraction takes place equally in all

directions, it is necessary to provide special reinforcement for shrinkage and temperature contraction in the direction perpendicular to the main reinforcement. This added steel is known as temperature or shrinkage reinforcement, or distribution steel.

Reinforcement for shrinkage and temperature stresses normal to the principal reinforcement should be provided in a structural slab in which the principal reinforcement extends in one direction only. ACI Code 7.12.2 specifies the minimum ratios of reinforcement area to gross concrete area (i.e., based on the total depth of the slab) shown in Table 13.2, but in no case may such reinforcing bars be placed farther apart than 5 times the slab thickness or more than 18 in. In no case is the reinforcement ratio to be less than 0.0014. The steel required by the ACI Code for shrinkage and temperature crack control also represents the minimum permissible reinforcement in the span direction of oneway slabs; the usual minimums for flexural steel do not apply.

Table. 3Minimum ratios of temperature and shrinkage reinforcementin slabs based on gross concrete area

DESIGN LIMITATIONS ACCORDING TO THE ACI CODEThe following limitations are specified by the ACI Code.A typical imaginary strip 1ft (or 1m) wide is assumed. 2. The minimum thickness of one-way slabs using grade 60 steel according to the ACI Code, for solid slabs and for beams or ribbed one-way slabs should be equal to the following: For simply supported spans: solid slabs, h = Ll20 (ribbed slabs, h = L/16). For one-end continuous spans: solid slabs, h = Ll24 (ribbed slabs, h = Ll18.5). For both-end continuous spans: solid slabs, h = Ll28 (ribbed slabs, h = Ll21). For cantilever spans: solid slabs, h = LItO (ribbed slabs, h = Ll8). For fy other than 60 ksi, these values shall be multiplied by 0.4 + 0.01 fy, where fy is in ksi. This minimum thickness should be used unless computation of deflection indicates a lesser thickness can be used without adverse effects.3. Deflection is to be checked when the slab supports are attached to construction likely to be damaged by large deflections. Deflection limits are set by the ACI Code, Table 9.5b.4. It is preferable to choose slab depth to the nearest in. (or to mm).5. Shear should be checked, although it does not usually control.6. Concrete cover in slabs shall not be less than in. (20 mm) at surfaces not exposed to weather or ground. In this case, d = h - (3/4 in