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How does ideCAD design deep foundations according to ACI 318-19?

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According to ACI 13.4.2.1, ASCE/SEI Section 2.4, and allowable strength specified in ACI Table 13.4.2.1 can be used to design a depp deep foundation member.

Basic Combinations given in ASCE/SEI Section 2.4 are shown below;

It shall be permitted to design a deep foundation member using the allowable strength specified in ACI Table 13.4.2.1 if the two conditions given below are satisfied. If one of these two conditions is not satisfied, a depp deep foundation member should be designed using strength design in accordance with ACI 13.4.3.

• The deep foundation member is laterally supported for its entire height

• The applied forces cause bending moments in the deep foundation member to be less than the moment due to an accidental eccentricity of %5 of the member diameter or width

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According to ACI 13.4.2.2, the strength design of deep foundation members should be in accordance with Column Required and Design Strength per ACI 318-19 with ideCAD title using the compressive strength reduction factors of ACI Table 13.4.3.2 for axial load with no moment, and the strength reduction factors of ACI Table 21.2.1for tension, shear and combined axial force and moment.

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According to ACI 13.4.6.1, the overall depth of the pile cap should be selected such that the effective depth of bottom reinforcement is at least 12 inches.

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1. ϕV_n ≥ V_u, where V_n should be calculated in accordance with One-Way Shear Strength per ACI 318-19 with ideCAD title.

2. ϕv_n ≥ v_u, where v_n should be calculated in accordance with Two-Way Shear Strength per ACI 318-19 with ideCAD title.

According to ACI 13.4.6.5, the calculation of factored shear force one in any pile cap section should be in accordance with the conditions given below;

• Entire The entire reaction from any pile with its center located d_pile/2 or more outside the section shall be considered as producing shear on that section.

• Reaction from any pile with its center located d_pile/2 or more inside the section shall be considered as producing no shear on that section.

• For intermediate positions of the pile center, the portion of the pile reaction to be considered as producing shear on the section shall be based on a linear interpolation between full value at dpile/2 outside the section and zero value at d_pile/2 inside the section.

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