• Column shear design and required strengths are calculated automatically.


Notation

Av = area of shear reinforcement within spacing s, in.2
Av,min = minimum area of shear reinforcement within spacing s, in.2
bw = width of compression face of member, in.
c1 = dimension of rectangular or equivalent rectangular column, capital, or bracket measured in the direction of the span for which moments are being determined, in.
d = distance from extreme compression fiber to centroid of longitudinal tension reinforcement, in.
D = dead load
E = earthquake load
fc' = specified compressive strength of concrete, psi
fy = specified yield strength for nonprestressed reinforcement, psi
fyt = specified yield strength of transverse reinforcement, psi
ln = length of clear span measured face-to-face of supports, in.
lu = unsupported length of column or wall, in.
L = live load
Lr = roof live load
Mn = nominal flexural strength at section, in.-lb
Mpr = probable flexural strength of members, with or without axial load, determined using the properties of the member at joint faces assuming a tensile stress in the longitudinal bars of at leasts 1.25fy and a strength reduction factor ϕ of 1.0, in.-lb
Pn = nominal axial compressive strength of member, lb
Pu = factored axial force; to be taken as positive for compression and negative for tension, lb
R = rain load
S = snow load
s = center-to-center spacing of items, such as longitudinal reinforcement, transverse reinforcement, tendons, or anchors, in.
Tn = nominal torsional moment strength, in.-lb
Tu = factored torsional moment at section, in.-lb
Vc = nominal shear strength provided by concrete, lb
Ve = design shear force for load combinations including earthquake effects, lb
Veb = Capacity shear force of the column based on the maximum probable moment strengths of the beams framing into the column, lb
Vec = Capacity shear force of the column based on the maximum probable flexural strengths of the two ends of the column, lb
Vn = nominal shear strength, lb
Vs = nominal shear strength provided by shear reinforcement, lb
Vu = factored shear force at section, lb
W = wind load
ϕ = strength reduction factor
o = overstrength factor for the lateral-force-resisting system given in ASCE Table 12.2-1.


Required strength

Required strength is calculated in accordance with the factored load combinations in Load Factors and Combinations title. Required shear strengths of a column Vu ,is obtained from Load Combinations given in ACI Table 5.3.1.

Design strength

Design strength at all sections should be satisfy all conditions given below;

  • ϕPn ≥ Pu

  • ϕMn ≥ Mu

  • ϕVn ≥ Vu

  • ϕTn ≥ Tu

Strength reduction factors ϕ is determined according to using ACI Table 21.2.1. Interaction between load effects is considered.

Nominal one-way shear strength at a column, Vn, is calculated by:

The nominal shear strength Vn, is calculated as the sum of the nominal shear strength provided by concrete, Vc and nominal shear strength provided by shear reinforcement Vs as shown in ACI Eq.(22.5.1.1).

The nominal shear strength Vn for a column is calculated in accordance with One-Way Shear Strength title. In addition, Vs and Vc calculations are also described in the same title.

At each section of a column where Vu > ϕVc, transverse reinforcement is provided such that ACI Eq. (22.5.8.1) should be satisfied.

For a column reinforced with transverse reinforcement, Vs is calculated using ACI Eq. (22.5.8.5.3).

Av is the effective area of all bar legs or wires within spacing s, for each rectangular tie, stirrup, hoop, or crosstie. For each circular tie or spiral, Av is two times the area of the bar or wire within spacing s.

Using equations ACI Eq. (22.5.8.1) and ACI Eq. (22.5.8.5.3), the required area of shear reinforcement, Av and its spacing, s can be calculated as follows.

According to ACI 10.6.2; If shear reinforcement is required, Av,min is equlat to the greater of the following relations;

A minimum area of shear reinforcement, (Av)min should be provided in all sections where Vu > 0.5ϕVc.

Strength reduction factors ϕ is determined according to using ACI Table 21.2.1.

Columns of Earthquake Reistant Structures must satisfy (Av)min condition.


Shear Design for Columns of Earthquake Reistant Structures

Ordinary moment frames

Columns having unsupported length ln≤5c1 shall have ϕVn at least the lesser of two condition given below;

  1. The shear associated with development of nominal moment strengths of the column at each restrained end of the unsupported length due to reverse curvature bending. Column flexural strenght shall be calculated for factored axial force, consistent with direction of the lateral forces considered, resisting in the highest flexural strength.

  2. The maximum shear force obtained from deisgn load combinations that include E, with oE substituted for E. Overstrength factor Ωo given ACSE 7.16, is determined in accordance with According to Section 12.2 - Design Coefficients and Factors by Type of Structural System title.


Intermediate moment frames

Design shear strength of column, ϕVn should be at least the lesser of two conditions given below;

  1. The shear associated with development of nominal moment strengths of the column at each restrained end of the unsupported length due to reverse curvature bending. Column flexural strenght shall be calculated for factored axial force, consistent with direction of the lateral forces considered, resisting in the highest flexural strength.

  2. The maximum shear force obtained from design load combinations that include E, with oE substituted for E. Overstrength factor Ωo given ACSE 7.16, is determined in accordance with According to Section 12.2 - Design Coefficients and Factors by Type of Structural System title.

According to Condition 1, the factored shear force is determined from a free-body diagram obtaines by cutting the column ends. In addition, the moments at the column ends are assumed to be nominal moment strengths acting in reverse curvature bending, both clockwise and counterclockwise. ACI Figure R18.4.2 demonstrates only one of the two options that are to be considered for every column. This process is applied in all load combinations.

Transverse reinforcement at the ends of columns is required to be spirals or hoops.


Special moment frames

The design shear force Ve, is calculated from considering the maximum forces that can be generated at the faces of the joints at each end of the column. These joint forces is calculated using the maximum probable flexural stregth, Mpr. There are two different capacity shear force calculated using Mpr for each direction (major and minor).

  • The first is based on the maximum probable moment strength of the column (Vec).

  • The second is computed from the maximum probable moment strengths of the beams framing into the column (Veb).

The design shear force Ve,is taken as the minimum of these two values, but never less than the factored shear obtained from the design load combination.
Moment strengths are to be determined using a strength reduction factor, ϕ of 1.0 and reinforcement with an effective yield stress equal to 1.25fy.

When calculating the capacity shear of the column, Vec , the maximum possible flexural strength at the two ends of the column is calculated for the existing factored axial load, Pu. As shown in ACI Figure R18.6.5, Counter-clockwise rotation of the joint at one end and the associated clockwise rotation of the other joint produces one shear force. In other words the shear force is determined from a free-body diagram obtaines by cutting the column ends, with end moments assumed equal to the nominal moment strengths. This situation is calculated for both clockwise and counter-clockwise direction and the maximum value obtained from these two shear forces is taken as Vec.

The maximum possible positive and negative moment strengths of the column, Mpr3+ and Mpr4- in a particular direction under the effect of the axial force Pu is calculated using the three-dimensional interaction surface in the corresponding direction. Mpr3 and Mpr4 are calculated by using a strength reduction factor, ϕ of 1.0 and longitudinal reinforcement with an effective yield stress equal to 1.25fy.

When calculating the capacity shear of the column based on the flexural strength of the beams framing into it, Veb, the maximum possible positive and negative moment forces of each beam frame to the upper joint of the column are calculated. Then the sum of the beam moments considered separately for both clockwise and counter-clockwise rotations are calculated as a resistance to joint rotation.

Possible Mpr values that can occur at a joint are shown in the picture above. In this case, the capacity shear of the column based on the flexural strength of the beams framing into it, Veb, is calculted as follows.

Mpr1 and Mpr2 values are beam moment resistance values with clockwise or counter-clockwise joint rotations.

According to ACI 18.7.6.2.1, if both two conditions given below occur, transverse reinforcement over the lenghts lo should be designed to resist shear assuming Vc=0.

  • The earthquake-induced shear force, calculated in accordance with ACI 18.7.6.1, is at least one-half of the maximum required shear strength within lo.

  • The factored axial compressive force Pu including earthquake effects is less than Agfc′/10.