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FOOTINGS INTRODUCTION

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INTRODUCTION Footings are structural members used to support columns and walls and transmit their loads to the underlying soils. Reinforced concrete is a material admirably suited for footings and is used as such for both reinforced concrete and structural steel buildings, bridges, towers, and other structures. The permissible pressure on a soil beneath a footing is normally a few tons per square foot. The compressive stresses in the walls and columns of an ordinary structure may run as high as a few hundred tons per square foot. It is therefore necessary to spread these loads over sufficient soil areas to permit the soil to support the loads safely. Not only is it desired to transfer the superstructure loads to the soil beneath in a manner that will prevent excessive or uneven settlements and rotations, but it is also necessary to provide sufficient resistance to sliding and overturning. TALK ABOUT LOAD PATH SOIL PRESSURE HIGH LOAD TRANSMISSION DIRECT SHEAR CONTROLS DESIGN SETTLEMENTS

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INTRODUCTION To accomplish these objectives, it is necessary to transmit the supported loads to a soil of sufficient strength and then to spread them out over an area such that the unit pressure is within a reasonable range. If it is not possible to dig a short distance and find a satisfactory soil, it will be necessary to use piles or caissons to do the job. These latter subjects are not considered within the scope of this text. The closer a foundation is to the ground surface, the more economical it will be to construct. There are two reasons, however, that may keep the designer from using very shallow foundations. First, it is necessary to locate the bottom of a footing below the ground freezing level to avoid vertical movement or heaving of the footing as the soil freezes and expands in volume. This depth varies from about 3 to 6 feet. Second, it is necessary to excavate a sufficient distance so that a satisfactory bearing material is reached, and this distance may on occasion be quite a few feet.

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TYPES OF FOOTINGS Among the several types of reinforced concrete footings in common use are the wall, isolated, combined, raft, and pile cap types. These are briefly introduced in this section; the remainder of the chapter is used to provide more detailed information about the simpler types of this group. 1. A wall footing is simply an enlargement of the bottom of a wall that will sufficiently distribute the load to the foundation soil. Wall footings are normally used around the perimeter of a building and perhaps for some of the interior walls. 2. An isolated or single-column footing is used to support the load of a single column. These are the most commonly used footings, particularly where the loads are relatively light and the columns are not closely spaced.

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TYPES OF FOOTINGS

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TYPES OF FOOTINGS 3. Combined footings are used to support two or more common loads. A combined footing might be economical where two or more heavily loaded columns are so spaced that normally designed single-column footings would run into each other. Single-column footings are usually square or rectangular and, when used for columns located right at property lines, would extend across those lines. A footing for such a column combined with one for an interior column can be designed to fit within the property lines. 4. A mat or raft or floating foundation is a continuous reinforced concrete slab over a large area used to support many columns and walls. This kind of foundation is used where soil strength is low or where column loads are large but where piles or caissons are not used. For such cases, isolated footings would be so large that it is more economical to use a continuous raft or mat under the entire area.

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TYPES OF FOOTINGS

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TYPES OF FOOTINGS 5. The cost of the formwork for a mat footing is far less than is the cost of the forms for a large number of isolated footings. If individual footings are designed for each column and if their combined area is greater than half of the area contained within the perimeter of the building, it is usually more economical to use one large footing or mat. The raft or mat foundation is particularly useful in reducing differential settlements between columns—the reduction being 50% or more. For these types of footings the excavations are often rather deep. The goal is to remove an amount of earth approximately equal to the building weight. If this is done, the net soil pressure after the building is constructed will theoretically equal what it was before the excavation was made. Thus the building will float on the raft foundation. 6. Pile caps are slabs of reinforced concrete used to distribute column loads to groups of piles.

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ACTUAL SOIL PRESSURES The soil pressure at the surface of contact between a footing and the soil is assumed to be uniformly distributed as long as the load above is applied at the center of gravity of the footing. This assumption is made even though many tests have shown that soil pressures are unevenly distributed due to variations in soil properties, footing rigidity, and other factors. A uniform-pressure assumption, however, usually provides a conservative design since the calculated shears and moments are usually larger than those that actually occur.

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ACTUAL SOIL PRESSURES

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ACTUAL SOIL PRESSURES As an example of the variation of soil pressures, footings on sand and clay soils are considered. When footings are supported by sandy soils, the pressures are larger under the center of the footing and smaller near the edge. The sand at the edges of the footing does not have a great deal of lateral support and tends to move from underneath the footing edges, with the result that more of the load is carried near the center of the footing. Should the bottom of a footing be located at some distance from the ground surface, a sandy soil will provide fairly uniform support because it is restrained from lateral movement. Just the opposite situation is true for footings supported by clayey soils. The clay under the edges of the footing sticks to or has cohesion with the surrounding clay soil. As a result, more of the load is carried at the edge of the footing than near the middle.

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ACTUAL SOIL PRESSURES The designer should clearly understand that the assumption of uniform soil pressure underneath footings is made for reasons of simplifying calculations and may very well have to be revised for some soil conditions. Should the load be eccentrically applied to a footing with respect to the center of gravity of the footing, the soil pressure is assumed to vary uniformly in proportion to the moment, will be discussed later.

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**ALLOWABLE SOIL PRESSURES**

The allowable soil pressures to be used for designing the footings for a particular structure are desirably obtained by using the services of a geotechnical engineer. He or she will determine safe values from the principles of soil mechanics on the basis of test borings, load tests, and other experimental investigations. Because such investigations often may not be feasible, most building codes provide certain approximate allowable bearing pressures that can be used for the types of soils and soil conditions occurring in that locality. Next table shows a set of allowable values that are typical of such building codes. It is thought that these values usually provide factors of safety of approximately 3 against severe settlements.

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**ALLOWABLE SOIL PRESSURES**

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**ALLOWABLE SOIL PRESSURES**

Section of the ACI Code states that the required area of a footing is to be determined by dividing the anticipated total load, including the footing weight, by a permissible soil pressure or permissible pile capacity determined using the principles of soil mechanics. It will be noted that this total load is the un-factored load, and yet the design of footings described in this chapter is based on strength design, where the loads are multiplied by the appropriate load factors. It is obvious that an ultimate load cannot be divided by an allowable soil pressure to determine the bearing area required. The designer can handle this problem in two ways. He or she can determine the bearing area required by summing up the actual or un-factored dead and live loads and dividing them by the allowable soil pressure. Once this area is determined and the dimensions are selected, an ultimate soil pressure can be computed by dividing the factored or ultimate load by the area provided. The remainder of the footing can then be designed by the strength method using this ultimate soil pressure. This simple procedure is used for the footing examples here.

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**ALLOWABLE SOIL PRESSURES**

An alternate method for determining the footing area required that will give exactly the same answers as the procedure just described. By this latter method the allowable soil pressure is increased to an ultimate value by multiplying it by a ratio equal to that used for increasing the magnitude of the service loads. For instance, the ratio for D and L loads would be The resulting ultimate soil pressure can be divided into the ultimate column load to determine the area required.

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**DESIGN OF WALL FOOTINGS**

The theory used for designing beams is applicable to the design of footings with only a few modifications. The upward soil pressure under the wall footing tends to bend the footing into the deformed shape shown. The footings will be designed as shallow beams for the moments and shears involved. In beams where loads are usually only a few hundred pounds per foot and spans are fairly large, sizes are almost always proportioned for moment. In footings, loads from the supporting soils may run several thousand pounds per foot and spans are relatively short. As a result, shears will almost always control depths.

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**DESIGN OF WALL FOOTINGS**

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**DESIGN OF WALL FOOTINGS**

It appears that the maximum moment in this footing occurs under the middle of the wall, but tests have shown that this is not correct because of the rigidity of such walls. If the walls are of reinforced concrete with their considerable rigidity, it is considered satisfactory to compute the moments at the faces of the walls (ACI Code ). Should a footing be supporting a masonry wall with its greater flexibility, the Code states that the moment should be taken at a section halfway from the face of the wall to its center. (For a column with a steel base plate, the critical section for moment is to be located halfway from the face of the column to the edge of the plate.)

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**DESIGN OF WALL FOOTINGS**

To compute the bending moments and shears in a footing, it is necessary to compute only the net upward pressure qu caused by the factored wall loads above. In other words, the weight of the footing and soil on top of the footing can be neglected. These items cause an upward pressure equal to their downward weights, and they cancel each other for purposes of computing shears and moments. In a similar manner, it is obvious that there are no moments or shears existing in a book lying flat on a table. Should a wall footing be loaded until it fails in shear, the failure will not occur on a vertical plane at the wall face but rather at an angle of approximately 45 with the wall, as shown in next figure. Apparently the diagonal tension, which one would expect to cause cracks in between the two diagonal lines, is opposed by the squeezing or compression caused by the downward wall load and the upward soil pressure.

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**DESIGN OF WALL FOOTINGS**

Outside this zone the compression effect is negligible in its effect on diagonal tension. Therefore, for non pre-stressed sections shear may be calculated at a distance d from the face of the wall (ACI Code ) due to the loads located outside the section.

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**DESIGN OF WALL FOOTINGS**

The use of stirrups in footings is usually considered impractical and uneconomical. For this reason, the effective depth of wall footings is selected so that Vu is limited to the design shear strength φVc that the concrete can carry without web reinforcing, that is, (from ACI Section and ACI Equation 11-3). The following expression is used to select the depths of wall footings:

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**DESIGN OF WALL FOOTINGS**

The design of wall footings is conveniently handled by using 12-in. widths of the wall, as shown in figure below. Such a practice is followed for the design of a wall footing in next example. It should be noted in Section 15.7 of the Code that the depth of a footing above the bottom reinforcing bars may be no less than 6 in. for footings on soils and 12 in. for those on piles. Thus total minimum practical depths are at least 10 in. for the regular spread footings and 16 in. for pile caps.

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**DESIGN OF WALL FOOTINGS**

The design of a wall footing is illustrated in next example. Although the example problems use various values, 3000 and 4000 psi concretes are commonly used for footings and are generally quite economical. Occasionally, when it is very important to minimize footing depths and weights, stronger concretes may be used. For most cases, however, the extra cost of higher strength concrete will appreciably exceed the money saved with the smaller concrete volume.

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**DESIGN OF WALL FOOTINGS**

Example Solution

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**DESIGN OF WALL FOOTINGS**

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**DESIGN OF WALL FOOTINGS**

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**DESIGN OF WALL FOOTINGS**

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DESIGN OF

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**DESIGN OF WALL FOOTINGS**

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**DESIGN OF WALL FOOTINGS**

The determination of a footing depth is a trial-and-error procedure. The designer assumes an effective depth d, computes the d required for shear, tries another d, computes the d required for shear, and so on, until the assumed value and the calculated value are within about 1 in. of each other. You probably get upset when a footing size is assumed here. You say, “Where in the world did you get that value?” We think of what seems like a reasonable footing size and start there. We compute the d required for shear and probably find we’ve missed the assumed value quite a bit. We then try another value roughly two-thirds to three-fourths of the way from the trial value to the computed value (for wall footings) and compute d. (For column footings we probably go about half of the way from the trial value to the computed value.) Two trials are usually sufficient.

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Single-column footings usually provide the most economical column foundations. Such footings are generally square in plan, but they can just as well be rectangular or even circular or octagonal. Rectangular footings are used where such shapes are dictated by the available space or where the cross sections of the columns are very pronounced rectangles. Most footings consist of slabs of constant thickness, such as the one shown in next figure, but if calculated thicknesses are greater than 3 or 4 ft, it may be economical to use stepped footings. The shears and moments in a footing are obviously larger near the column, with the result that greater depths are required in that area as compared to the outer parts of the footing. For very large footings, such as for bridge piers, stepped footings can give appreciable savings in concrete quantities.

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Occasionally, sloped footings are used instead of the stepped ones, but labor costs can be a problem. Whether stepped or sloped, it is considered necessary to place the concrete for the entire footing in a single pour to ensure the construction of a monolithic structure, thus avoiding horizontal shearing weakness. If this procedure is not followed, it is desirable to use keys or shear friction reinforcing between the parts to ensure monolithic action. In addition, when sloped or stepped footings are used, it is necessary to check stresses at more than one section in the footing. For example, steel area and development length requirements should be checked at steps as well as at the faces of walls or columns. Before a column footing can be designed, it is necessary to make a few comments regarding shears and moments.

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Shears Two shear conditions must be considered in column footings, regardless of their shapes. The first of these is one-way or beam shear, which is the same as that considered in wall footings in the preceding section. For this discussion, reference is made to the footing of next figure. The total shear (Vu1) to be taken along section 1–1 equals the net soil pressure qu times the hatched area outside the section. In the expression to follow, bw is the whole width of the footing. The maximum value of Vu1 if stirrups are not used equals φVc, which is and the maximum depth required is as follows:

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Shears (Cont’d)

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Shears (Cont’d) The second shear condition is two-way or punching shear, with reference being made to the next figure. The compression load from the column tends to spread out into the footing, opposing diagonal tension in that area, with the result that a square column tends to punch out a piece of the slab, which has the shape of a truncated pyramid. The ACI Code ( ) states that the critical section for two-way shear is located at a distance d/2 from the face of the column. The shear force Vu2 consists of all the net upward pressure qu on the hatched area shown, that is, on the area outside the part tending to punch out. In the expressions to follow, bo is the perimeter around the punching area, equal to 4(a + d). The nominal two-way shear strength of the concrete Vc is specified as the smallest value obtained by substituting into the applicable equations that follow.

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Shears (Cont’d)

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Shears (Cont’d) The first expression is the usual punching shear strength: Tests have shown that when rectangular footing slabs are subjected to bending in two directions and when the long side of the loaded area is more than two times the length of the short side, the shear strength Vc = may be much too high. In the expression to follow, βc is the ratio of the long side of the column to the short side of the column, concentrated load, or reaction area.

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Shears (Cont’d) The shear stress in a footing increases as the ratio bo/d decreases. To account for this fact ACI Equation was developed. The equation includes a term αs which is used to account for variations in the ratio. In applying the equation αs is to be used as 40 for interior columns (where the perimeter is four-sided), 30 for edge columns (where the perimeter is three-sided), and 20 for corner columns (where the perimeter is two-sided). The d required for two-way shear is the largest value obtained from the following expressions:

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Moments The bending moment in a square reinforced concrete footing is the same about both axes due to symmetry. It should be noted, however, that the effective depth of the footing cannot be the same in the two directions because the bars in one direction rest on top of the bars in the other direction. The effective depth used for calculations might be the average for the two directions or, more conservatively, the value for the bars on top. This lesser value is used for the examples in this text. Although the result is some excess of steel in one direction, it is felt that the steel in either direction must be sufficient to resist the moment in that direction. It should be clearly understood that having an excess of steel in one direction will not make up for a shortage in the other direction at a 90˚ angle. The critical section for bending is taken at the face of a reinforced concrete column or halfway between the middle and edge of a masonry wall or at a distance halfway from the edge of the base plate and the face of the column if structural steel columns are used (Code ).

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Moments The determination of footing depths by the procedure described here will often require several cycles of a trial-and-error procedure. There are, however, many tables and handbooks available with which footing depths can be accurately estimated. One of these is the previously mentioned CRSI Design Handbook. In addition, there are many rules of thumb used by designers for making initial thickness estimates, such as 20% of the footing width or the column diameter plus 3 in. The reinforcing steel area calculated for footings will often be appreciably less than the minimum values and specified for flexural members in ACI Section In Section , however, the Code states that in slabs of uniform thickness the minimum area and maximum spacing of reinforcing bars in the direction of bending need only be equal to those required for shrinkage and temperature reinforcement.

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Moments The maximum spacing of this reinforcement may not exceed the lesser of three times the footing thickness, or 18 in. Many designers feel that the combination of high shears and low ρ values that often occurs in footings is not a good situation. Because of this, they specify steel areas at least as large as the flexural minimums of ACI Section This is the practice we also follow herein. Example 12.2 illustrates the design of an isolated column footing.

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Example 12.2 Solution Assume depth = 24 ins Solution

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Example 12.2

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Example 12.2

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

Example 12.2

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**DESIGN OF SQUARE ISOLATED FOOTINGS**

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**FOOTINGS SUPPORTING ROUND OR REGULAR POLYGON-SHAPED COLUMNS**

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**FOOTINGS SUPPORTING ROUND OR REGULAR POLYGON-SHAPED COLUMNS**

Sometimes footings are designed to support round columns or regular polygon-shaped columns. If such is the case, Section 15.3 of the Code states that the column may be replaced with a square member having the same area as the round or polygonal one. Then the equivalent square is used for locating the critical sections for moment, shear, and development length.

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

All forces acting at the base of a column must be satisfactorily transferred into the footing. Compressive forces can be transmitted directly by bearing, whereas uplift or tensile forces must be transferred to the supporting footing or pedestal by means of developed reinforcing bars or by mechanical connectors (which are often used in precast concrete). A column transfers its load directly to the supporting footing over an area equal to the cross-sectional area of the column. The footing surrounding this contact area, however, supplies appreciable lateral support to the directly loaded part, with the result that the loaded concrete in the footing can support more load. Thus for the same grade of concrete, the footing can carry a larger bearing load than can the base of the column. In checking the strength of the lower part of the column, only the concrete is counted. The column reinforcing bars at that point cannot be counted because they are not developed unless dowels are provided or unless the bars themselves are extended into the footing.

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

At the base of the column, the permitted bearing strength is (where φ is 0.65, but it may be multiplied by for bearing on the footing (ACI Code 10.17). In these expressions, A1 is the column area, and A2 is the area of the portion of the supporting footing that is geometrically similar and concentric with the columns. (See Figure ) If the computed bearing force is higher than the smaller of the two allowable values, it will be necessary to carry the excess with dowels or with column bars extended into the footing. Should the computed bearing force be less than the allowable value, no dowels or extended reinforcing are theoretically needed, but the Code ( ) states that there must be a minimum area of dowels furnished equal to no less than times the gross cross-sectional area of the column or pedestal.

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

The development length of the bars must be sufficient to transfer the compression to the supporting member, as per the ACI Code (12.3). In no case may the area of the designed reinforcement or dowels be less than the area specified for the case where the allowable bearing force was not exceeded. As a practical matter in placing dowels, it should be noted that regardless of how small a distance they theoretically need to be extended down into the footing, they are usually bent at their ends and set on the main footing reinforcing, as shown in figure below. There the dowels can be tied firmly in place and not be in danger of being pushed through the footing during construction, as might easily happen otherwise. The bent part of the bar does not count as part of the compression development length (ACI Code ). The reader should again note that the bar details shown in this figure are not satisfactory for seismic areas as the bars should be bent inward and not outward.

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

An alternative to the procedure described in the preceding paragraph is to place the footing concrete without dowels and then to push straight dowels down into the concrete while it is still in a plastic state. This practice is permitted by the Code in its Section and is especially useful for plain concrete footings. It is essential that the dowels be maintained in their correct position as long as the concrete is plastic. Before the engineer approves the use of straight dowels as described here, he or she must be satisfied that the dowels will be properly placed and the concrete satisfactorily compacted around them.

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

If the computed development length of dowels is greater than the distance available from the top of the footing down to the top of the tensile steel, three possible solutions are available. One or more of the following alternatives may be selected: 1. A larger number of smaller dowels may be used. The smaller diameters will result in smaller development lengths. 2. A deeper footing may be used. 3. A cap or pedestal may be constructed on top of the footing to provide the extra development length needed. Should bending moments or uplift forces have to be transferred to a footing such that the dowels would be in tension, the development lengths must satisfy the requirements for tension bars. For tension development length into the footing, a hook at the bottom of the dowel may be considered effective. If there is moment or uplift, it will be necessary for the designer to conform to the splice requirements of Section of the Code in determining the distance the dowels must be extended up into the wall or column.

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

Example 12.3 Solution

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

Example 12.4 Solution

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**LOAD TRANSFER FROM COLUMNS TO FOOTINGS**

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**Development of deformed bars and deformed wire in tension**

1. Development length for deformed bars and deformed wire in tension, shall be determined from either or and applicable modification factors of and , but shall not be less than 12in. 2. For deformed bars or deformed wire, shall be as follows:

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**Development of deformed bars and deformed wire in tension**

3. For deformed bars or deformed wire, shall be In which the confinement term shall not be taken greater than 2.5, and where n is the number of bars or wires beings spliced of developed along the plane of splitting. It shall be permitted to use as design simplification even if transverse reinforcement is present.

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**Development of deformed bars and deformed wire in tension**

4. The factors used in the expressions for development of deformed bars and deformed wires in tension in 12.2 are as follows: a. where horizontal reinforcement is placed such than more than 12 in. of fresh concrete is cast below the development length or splice, ᴪt = 1.3. For other situations, ᴪt = 1.0. b. For epoxy-coated bars, zinc and epoxy dual-coated bars, or epoxy-coated wires with cover less than 3db, or clear spacing less than 6db, ᴪe = 1.5. For all other epoxy-coated bars, zinc and epoxy dual-coated bars, or epoxy-coated wires, ᴪe = 1.2. For uncoated and zinc-coated (galvanized) reinforcement, ᴪe = 1.0. However, the product ᴪtᴪe need not be greater than 1.7.

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**Development of deformed bars and deformed wire in tension**

c. For No. 6 and smaller bars and deformed wires, ᴪs = For no 7 and larger bars, ᴪs = 1.0. d. Where lightweight concrete is used, λ shall not exceed unless fct is specified (see 8.6.1). Where normal weight concrete is used, λ = 1.0. Excess Reinforcement 5. Reduction in ld shall be permitted where reinforcement in a flexural member is in excess of that required by analysis except where anchorage or development for fy is specifically required or the reinforcement is designed under provisions of ………………….. (As required)/(As provided).

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**Development of deformed bars and deformed wire in Compression**

1. Development length for deformed bars and deformed wire in compression, ldc, shall be determined from and applicable modification factors of , but ldc shall not be less than 8 in. 2. For deformed bars and deformed wire, ldc shall be taken as the larger of and with λ as given in (d) and the constant carries the unit of in.²/lb. 3. Length ldc in shall be permitted to be multiplied by the application factors for: a. Reinforcement in excess of that required by analysis …………. (As required)/(As provided)

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**Development of deformed bars and deformed wire in Compression**

b. Reinforcement enclosed within spiral reinforcement not less than ¼ in. diameter and not more than 4 in. pitch or within No.4 ties in conformance with and spaced at not more than 4 in. on center ……………………………………

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