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CSA A23.3-94 PDF

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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When the steel strain is Use the traditional hand calculations approach to generate the interaction diagram ca the concrete column section shown above by determining the following six control points: The hand solution is used for a detailed comparison with the analysis and design results of the engineering software program spBeam. The analysis and design of reinforced concrete shear wall footing strip footing is shown in this example.

A | Standards Council of Canada – Conseil canadien des normes

The wall pier has a program-determined variable length and fixed width edge member on one end and a user-defined fixed length and width edge member on the other end. The value of M2 is calculated by summing the moments resulting from all of the forces about the pier local 2-axis.

The moment and axial force are converted to an equivalent force set Pleft-top and Pright-top using the relationships shown in the following equations. A structural reinforced concrete continuous beam at an intermediate building floor is analyzed and designed Including structural analysis, flexural design, shear design, and deflection checks and the results of hand calculations are then compared with numerical analysis results obtained from the spBeam engineering software program.

In these planes, the maximum concrete strain is always taken as In Figure 5, the compressive stress in the concrete, Cc, is calculated using the following equation: This example highlights the slab interaction with the longitudinal and transverse beams and their effect on the system flexural and torsional stiffness including detailed deflection calculations.


Corresponding Moment M rt 12 7. This corresponds to the case where the factored axial load resistance, P ris equal to zero. Then the strain in all other reinforcing steel is determined based on the as- sumed plane of linear strain.

Comment on draft standards. If Pr is positive, it is tension, and if it is negative, it is compression. For this design condition, the de- sign algorithm determines the area of steel required in the center edge mem- bers and checks if that area gives reinforcing ratios less than the user- specified maximum ratios.

Formulation of the Interaction Surface The formulation of the interaction surface in this program is based consis- tently on the basic principles of ultimate strength design given in Sections Similarly, the value of M3 is calculated by summing the moments resulting from all of the forces about the pier local 3-axis.

The two analysis procedures shown in ACI The agreement lasts for three years, and the fee is charged once per year. The design algorithm used is the same as de- scribed for condition 1; however, no iteration is required.

Strength under pure axial tension P rt 12 6. The strength under such a loading is equal to the yield strength of the reinforcement in tension. Iteration only occurs on the size of the variable length edge mem- ber. Note that Pr,max is reduced not only by the strength reduction factors but also by an additional factor of 0. Forces in the concrete and steel 10 5.

Corresponding Moment M rt The analysis and design of one-way slab, one-way joist, interior beam, and exterior beam are shown in this example. Design Condition 2 Design condition 2 applies to a wall pier with user-specified edge members at each end of the pier.


Moment, shear, and axial forces using the Portal Method are determined for three frames with different configurations. The interaction diagram for the square tied concrete column about the x-axis is developed based on the provisions of the Canadian code CSA For these two-dimensional walls, M2 is ignored. The pier geometry is de- fined by a length, thickness and size of the edge members at each end of the vsa if any. Design of Concrete Structures. The P-M interaction diagram for a dumbbell concrete shear wall with unsymmetrical boundary elements is investigated.

The Utilization Fac- tor can be redefined in the preferences. The hand solution is used for a detailed comparison with the analysis and design results of the engineering software program spWall.

Standards Council of Canada

The assumed tilt-up wall panel section and reinforcement are investigated after analysis using CSA A Since the section is symmetrical. It marks the change from compression failures originating by crushing of the compression dsa of the section, to tension failures initiated by yield of longitudinal reinforcement. The forces whose moments are summed to determine M2r and M3r are Cc, all of the Ts forces and all of the Cs forces.

A structural reinforced concrete tilt-up wall panel in a single-story warehouse big-box building provides gravity and lateral load resistance for applied loads from three roof joists bearing in wall pockets in addition to the wind. The hand solution from EFM is also used for a detailed comparison with the analysis and design results of the engineering software program spSlab including detailed deflection calculations.

The program uses the requirements of force equilibrium and strain compati- bility to determine the design axial load and moment strength Pr, M2r, M3r of the wall pier.