The interaction diagram for a square tied concrete column about the x-axis is developed based on the provisions of the American code (ACI 318-19). The seven control points on the interaction diagram are determined and compared with the calculated values in the Reference and with exact values from the complete interaction diagram generated by spColumn v10 engineering software program from StructurePoint.

The interaction diagram for a circular spiral concrete column about the x-axis is developed based on the provisions of the American code (ACI 318-19). The Seven control points on the interaction diagram are determined and compared with the calculated values in the Reference and with exact values from the complete interaction diagram generated by spColumn v10 engineering software program from StructurePoint.

The interaction diagram for a square tied concrete column about the x-axis with high strength reinforcing bars (HSRB) is developed based on the provisions of the American code (ACI 318-19). The Seven control points on the interaction diagram are determined and compared with exact values from the complete interaction diagram generated by spColumn v10 engineering software program from StructurePoint.

The interaction diagram for a square tied concrete column about the x-axis with high strength reinforcing bars (HSRB) is developed based on the provisions of the American code (ACI 318-19). The Seven control points on the interaction diagram are determined and compared with exact values from the complete interaction diagram generated by spColumn v7 engineering software program from StructurePoint.

The P-M interaction diagram for a barbell concrete shear wall with unsymmetrical boundary elements is investigated based on the provisions of the American code (ACI 318-19). The T-shaped formation comprises the basement retaining wall (Tee flange), the stem serving as the shear wall (Tee web), and the first building column. The differences between the interaction diagram for irregular and regular wall sections are highlighted. The results obtained from the hand calculations were compared with the complete interaction diagram generated by spColumn v10 engineering software program.

Reinforced concrete core walls are utilized in building framed with concrete as well as other framing materials such as steel and wood. Used in conjunction with concrete shear walls, core walls house elevator banks, stair cases, MEP chases, and many other service equipment and spaces. Along with important functions such as isolating equipment and elevator vibration and noise reduction, core wall systems regularly double as a building lateral load resistance system. In multi-story concrete, steel, and wood buildings, reinforced concrete cores are subject to significant axial loads coupled with simultaneous bending moments about two orthogonal axes (biaxial bending). The strength calculations of a typical core wall are detailed in this example based on the provisions of the American code (ACI 318-19). The results obtained from the hand calculations were compared with the results obtained by spColumn v10 engineering software program.

When properly proportioned so that they possess adequate lateral stiffness to reduce interstory distortions due to earthquake-induced motions, structural walls (also called shear walls) reduce the likelihood of damage to the nonstructural elements of a building. Special reinforced concrete structural (shear) walls are required in structures assigned to Seismic Design Category (SDC) D or higher. This example illustrates the design procedure and steps of a special structural (shear) wall in the first story of a 30-story building providing lateral and gravity load resistance. It will also conclude with a comparison of the calculated results with the exact values obtained from the spColumn engineering software program from StructurePoint.

Slenderness effect for columns in a sway frame is evaluated based on the provisions of the American code (ACI 318-19) by designing a first story exterior column in multistory reinforced concrete building (22" x 22" column section). The calculated results are compared with exact values from spColumn v10 engineering software program from StructurePoint.

Slenderness effect for columns in a sway frame is evaluated based on the provisions of the American code (ACI 318-19) by designing a first story exterior column in multistory reinforced concrete building (18" x 18" column section). The calculated results are compared with exact values from spColumn v10 engineering software program from StructurePoint.

The slenderness effects for columns in a non-sway multistory reinforced concrete frame are evaluated based on the provisions of the American code (ACI 318-19) by determining the adequacy of the square tied column, which is an exterior first floor column. The calculated results are compared with the values presented in the Reference and with exact values from spColumn engineering software program.

This example demonstrates the determination of the design axial strength and biaxial moment strengths for a specific neutral axis location and orientation based on the provisions of the American code (ACI 318-19). The calculated values are compared with the values from the reference and the exact values from spColumn engineering software program from StructurePoint. The steps to develop the three-dimensional failure surface (interaction diagram) using spColumn are shown in detail as well.

This example demonstrates the determination of the biaxial flexural strength of a rectangular reinforced concrete column at a particular nominal axial strength with a moment ratio of biaxial bending moments in the X and Y direction based on the provisions of the American code (ACI 318-19). The calculated values of the column biaxial bending strength are compared with the values from the reference and the exact values from spColumn engineering software program from StructurePoint. The steps to develop the three-dimensional failure surface (interaction diagram) using spColumn are shown in detail as well.

This example demonstrates the determination of C-shaped core wall design axial strength and biaxial moment strengths for a specific neutral axis location and orientation based on the provisions of the American code (ACI 318-19). The calculated values are compared with the values from spColumn engineering software program from StructurePoint. The steps to develop the three-dimensional failure surface (interaction diagram) using spColumn are shown in detail as well.

This example demonstrates the determination of spiral reinforced circular concrete column design axial strength and biaxial moment strengths for a specific neutral axis location and orientation based on the provisions of the American code (ACI 318-19). The calculated values are compared with the values from spColumn engineering software program from StructurePoint. The steps to develop the three-dimensional failure surface (interaction diagram) using spColumn are shown in detail as well.

This example demonstrates the determination of a column section capacity required to resist factored load and biaxial moments utilizing the most commonly used approximate manual design procedures and the exact design procedure. The following approximate procedures are discussed in this example: 1) Bresler Reciprocal Load Method, 2) Bresler Load Contour Method, 3) PCA Load Contour Method. The calculated approximate values are compared with the exact hand calculated values and automated results obtained from the spColumn engineering software program from StructurePoint formerly the PCA engineering Software Group The steps to develop the three-dimensional failure surface (3D interaction diagram) using spColumn will be shown in detail as well.

The interaction diagram for a square tied concrete column about the x-axis is developed based on the provisions of the American code (ACI 318-14). The Seven control points on the interaction diagram are determined and compared with the calculated values in the Reference and with exact values from the complete interaction diagram generated by spColumn engineering software program from StructurePoint.

The interaction diagram for a circular spiral concrete column about the x-axis is developed based on the provisions of the American code (ACI 318-14). The Seven control points on the interaction diagram are determined and compared with the calculated values in the Reference and with exact values from the complete interaction diagram generated by spColumn engineering software program from StructurePoint.

The P-M interaction diagram for a dumbbell concrete shear wall with unsymmetrical boundary elements is investigated. The T-shaped formation comprises the basement retaining wall (Tee flange), the stem serving as the shear wall (Tee web), and the first building column. The differences between the interaction diagram for irregular and regular wall sections are highlighted. The results obtained from the hand calculations were compared with the complete interaction diagram generated by spColumn engineering software program.

Reinforced concrete core walls are utilized in building framed with concrete as well as other framing materials such as steel and wood. Used in conjunction with concrete shear walls, core walls house elevator banks, stair cases, MEP chases, and many other service equipment and spaces. Along with important functions such as isolating equipment and elevator vibration and noise reduction, core wall systems regularly double as a building lateral load resistance system. In multi-story concrete, steel, and wood buildings, reinforced concrete cores are subject to significant axial loads coupled with simultaneous bending moments about two orthogonal axes (biaxial bending). The strength calculations of a typical core wall are detailed in this example based on the provisions of the American code (ACI 318-14). The results obtained from the hand calculations were compared with the results obtained by spColumn v10 engineering software program.

This example demonstrates the determination of the design axial strength and biaxial moment strengths for a specific neutral axis location and orientation. The calculated values are compared with the values from the reference and the exact values from spColumn engineering software program from StructurePoint. The steps to develop the three-dimensional failure surface (interaction diagram) using spColumn are shown in detail as well.

This example demonstrates the determination of the biaxial flexural strength of a rectangular reinforced concrete column at a particular nominal axial strength with a moment ratio of biaxial bending moments in the X and Y direction. The calculated values of the column biaxial bending strength are compared with the values from the reference and the exact values from spColumn engineering software program from StructurePoint. The steps to develop the three-dimensional failure surface (interaction diagram) using spColumn are shown in detail as well.

This example demonstrates the determination of C-shaped core wall design axial strength and biaxial moment strengths for a specific neutral axis location and orientation. The calculated values are compared with the values from spColumn engineering software program from StructurePoint. The steps to develop the three-dimensional failure surface (interaction diagram) using spColumn are shown in detail as well.

This example demonstrates the determination of a column section capacity required to resist factored load and biaxial moments utilizing the most commonly used approximate manual design procedures and the exact design procedure. The following approximate procedures are discussed in this example: 1) Bresler Reciprocal Load Method, 2) Bresler Load Contour Method, 3) PCA Load Contour Method. The calculated approximate values are compared with the exact hand calculated values and automated results obtained from the spColumn engineering software program from StructurePoint formerly the PCA engineering Software Group The steps to develop the three-dimensional failure surface (3D interaction diagram) using spColumn will be shown in detail as well.

Slenderness effect for columns in a sway frame is evaluated by designing a first story exterior column in multistory reinforced concrete building (22" x 22" column section). The calculated results are compared with the values presented in the Reference and with exact values from spColumn engineering software program from StructurePoint.

Slenderness effect for columns in a sway frame is evaluated by designing a first story exterior column in multistory reinforced concrete building (18" x 18" column section). The calculated results are compared with the values presented in the Reference and with exact values from spColumn engineering software program from StructurePoint.

The slenderness effects for columns in a non-sway multistory reinforced concrete frame are evaluated by determining the adequacy of the square tied column, which is an exterior first floor column. The story height is 12 ft. it is assumed that the frame is braced sufficiently to prevent relative translation of its joints. It is assumed that 40% of the factored axial load is sustained. The calculated results are compared with the values presented in the Reference and with exact values from spColumn engineering software program.

The slenderness effects for columns in a non-sway multistory reinforced concrete frame are evaluated by determining the adequacy of the square tied column (using ACI 318-19), which is an exterior first floor column. The story height is 12 ft. it is assumed that the frame is braced sufficiently to prevent relative translation of its joints. It is assumed that 40% of the factored axial load is sustained. The calculated results are compared with exact values from spColumn engineering software program.