Canadian Standards Association (CSA) standards are developed . CSA A 04 originally consisted of pages (xviii preliminary and This is the sixth edition of CSA A, Design of concrete structures. structures for buildings in conjunction with CSA A/A, Concrete materials and methods of concrete construction/Methods . CSA A (R). The purpose of this paper is to critically review the provisions of CSA A for the deflection calculations of normal and high strength.

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The wall pier has user-defined fixed length and width edge members on each end. The size of each reinforcing bar specified in Section Designer relative to the size of the other bars.

Index of /Regression/Concrete/Canada/CSA A23.3 94

Corresponding Moment M rt For these two-dimensional walls, M2 is ignored. Then we describe how the program designs piers that are specified by a Section Designer Section. Typically, negative moments over supports govern the design of reinforcement and any reduction in the required area of steel at the supports is favorable due to savings in materials, labor, and construction time and effort.

The analysis and design of reinforced concrete shear wall footing strip footing is shown in this example. Figure 4 illustrates varying planes of linear strain such as those that the pro- gram considers on a wall pier section for a neutral axis orientation angle of 0 degrees. A structural reinforced concrete tilt-up wall panel provides gravity and lateral load resistance in a multi-story building is investigated using the procedure in ACI and compared with the results of spWall engineering software program from StructurePoint.

The strength under pure axial tension is computed by assuming that the section is completely cracked through and subjected to a uniform strain greater than or equal to the yield strain in tension.

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The size of the pier as specified in Section Designer. Requirements for the design of plain concrete building elements are also included in this Standard. Moment redistribution is used 2a3.3-94 reduce total reinforcement required and this example will illustrate the extent of redistribution of bending moments and the corresponding reduction of steel area achievable.

Since this column is a tied column with steel strain in compression: The strength under such a loading is equal to the yield strength of the reinforcement in tension. The ratio is achieved by plotting the point L and determining the location of point C. The analysis procedure shown in ACI is illustrated in detail to analyze and design pile cap systems.

The benefits of a subscription: The wall pier has program-determined variable length and fixed width edge members on each end. The forces whose moments x23.3-94 summed to determine M2r and M3r are Cc, all of the Ts forces and all of the Cs forces. Forces in the concrete and steel 10 5. The analysis and design of reinforced concrete combined footing is shown in this example.

In lieu of using program shortcuts, spSection Figure 9 was used to place the reinforcement and define the cover to illustrate handling of irregular shapes and unusual bar arrangement.

In this program, the interaction surface is defined by a series of PMM interaction curves that are equally 2a3.3-94 around a degree circle. Details vsa the Strain Compatibility Analysis As previously mentioned, the program uses the requirements of force equilib- rium and strain compatibility to determine the design axial capacity and mo- ment strength Pr, M2r, M3r of the wall pier.

Skip to main content Skip to footer. Table 1 illustrates the spacing, both in general terms and for a specific exam- ple, when the minimum reinforcing ratio, IP-min, is 0. Designs using procedures not covered by this Standard, which are carried out by a person qualified in the specific methods applied, and which provide a level of safety csaa performance equivalent to design conforming to this Standard, are acceptable if carried out by one of the following methods:.


Wall pier with vsa user-defined edge In all three conditions, the only member on one end and an ETABS- reinforcing designed by ETABS is that determined variable length edge required at the center of the edge member on the other end members Cxa 1: The assumed tilt-up wall panel section and reinforcement are investigated after analysis using CSA A Table 1 – Comparison of Results.

Log In Sign Up. In all a23.3-94, whether the edge member size is user-specified or program- determined, the program reports the required area of reinforcing steel at the center of the edge member.

A | Standards Council of Canada – Conseil canadien des normes

Design Condition 3 Design condition 3 applies to a wall pier with a user-specified fixed dimen- sion edge member at one end of the pier and a variable length program- determined edge member at the other end. The interaction diagram for a square tied concrete column about the x-axis is developed based on the provisions of the Canadian code CSA The hand a233-94 from EFM is also used for a detailed comparison with the analysis and design results of w23.3-94 engineering software program spSlab including detailed deflection calculations.

If the point lies outside of the interaction curve, the wall pier is overstressed. Half of the remaining number of specified points on the interaction a223.3-94 occur between Pb and Pr,max at approximately equal spacing along the Pr axis. The interaction diagram for the square tied concrete column about the x-axis is developed based on the provisions of the Canadian code CSA