G.17.2.1.1 PDelta Analysis – Large Delta and Small Delta
In STAAD.Pro, a procedure has been adopted to incorporate the PDelta effect into the analysis without reforming and factorizing the global stiffness matrix on each iteration. Actually, only the global stiffness matrix is formed and factorized; which must be done for any analysis. Only the relatively fast forward and backward substitution step for typically five to 25 iterations must be performed. This step is done simultaneously for however many cases are being solved. See G.17.2.1.2 PDelta Kg Analysis for an alternate formulation of PDelta that may be used in dynamics.
If a structure is heavily loaded it may become unstable for some load cases. It may take 10 to 30 iterations for this instability to become obvious by the maximum displacements or bending moment envelope values becoming very large or infinite or reported as NaN ("not a number").
 First, the primary deflections are calculated based on the provided external loading.

Primary deflections are used to calculate member axial forces and plate center membrane stresses. By default the small delta effects are calculated. To include only the large delta effects, enter the LARGEDELTA option on the PDELTA command. These forces and stresses are used to calculate geometric stiffness terms. These terms times the displacement results from the prior iteration create the PDelta secondary loading. This secondary loading is then combined with the originally applied loading to create the effective load vector for the next iteration.
The lateral loading must be present concurrently with the vertical loading for proper consideration of the PDelta effect. The REPEAT LOAD facility (see TR.32.11 Repeat Load Specification) has been created with this requirement in mind. This facility allows you to combine previously defined primary load cases to create a new primary load case.
 The revised load vector is used with the static triangular factorized matrix to generate new deflections.
 Element/Member forces and support reactions are calculated based on the new deflections.
Repeat steps 2 to 4 for several iterations. Three to 30 iterations are recommended. This procedure yields reasonably accurate results with small displacement problems. You are allowed to specify the number of iterations. If the Converged option is used, then set the displacement convergence tolerance by entering a SET PDELTATOL i_{9} command before the Joint Coordinates. If all changes in displacement dof from one iteration to the next is less than the specified tolerance value, i_{9}, then that case is converged.
The PDelta analysis is recommended by several design codes such as ACI 318, LRFD, IS4561978, etc. in lieu of the moment magnification method for the calculation of more realistic forces and moments.
PDelta effects are calculated for frame members and plate elements only. They are not calculated for solid elements. PDelta has the most effect in structures where there are vertical and horizontal loads in the same load case.
The maximum displacement should be reviewed for PDelta analyses because this analysis type permits large buckling displacements if the loads make the structure unstable. You may need to repeat the analysis with only one to five iterations in order to get a precollapse solution in order to view the large displacement areas.
The section moment due to tension and the section displacements due to shear/bending are added to the moment diagram, if small delta is selected. This is no iteration performed for this step.