Granted Patent B2

US 12,216,968 · App. 18/732,451 · Granted Feb 4, 2025

Inventors: Chuntong Li (Shanghai, CN); Deyu Wang (Shanghai, CN); Guijie Shi (Shanghai, CN)

Assignee: SHANGHAI JIAO TONG UNIVERSITY

G06F30/20G06F30/10G06F2111/10

Abstract

Claims (199)

1. A method for implementing ultimate strength analysis of plate frame structure based on isogeometric analysis, comprising:

according to the plate frame structure, constructing an IGA model, wherein the IGA model comprises several plane shell elements;

carrying out a coordinate transformation on the plane shell elements;

carrying out a weak coupling on boundaries of transformed plane shell elements by a Nitsche method and carrying out a mesh refinement;

setting material properties, loads and boundary conditions of refined plane shell elements, and constructing a nonlinear equation according to setting results; and

solving the nonlinear equation by a Newton-Raphson iteration method, and carrying out a simulation analysis by an NX software to obtain an ultimate strength of the plate frame structure;

wherein the coordinate transformation is carried out through four kinds of coordinate systems, comprising global Cartesian coordinate system, local Cartesian coordinate system from control points, parametric coordinate system and local coordinate system at Gaussian integration;

a process of carrying out the simulation analysis by the NX software comprises:

according to the plate frame structure, obtaining element information and design information of a geometric model, wherein the element information of the geometric model comprises an order of basic functions, node vectors, control point coordinates and weights; the design information comprises node vectors, element number information, topological relationship between elements and nodes and normal vectors of the control points;

constructing the geometric model through the element information and the design information, and traversing the elements corresponding to all the node vectors of the geometric model circularly, and calculating an element stiffness matrix in a corresponding local Cartesian coordinate system;

obtaining a local coordinate system of Gaussian integral points of the nodes, calculating a global elastic coefficient matrix, obtaining a Jacobi matrix corresponding to the nodes, calculating a strain displacement matrix according to the global elastic coefficient matrix and the Jacobi matrix, and calculating and obtaining an element stiffness matrix in the global Cartesian coordinate system according to the strain displacement matrix;

connecting and assembling the element stiffness matrix in the global Cartesian coordinate system into an overall stiffness matrix; and

according to a material and the nonlinear equation of the plate frame structure, constructing a nonlinear solution algorithm by using an incremental step length dynamic calculation mode, and obtaining the ultimate strength of the plate frame structure by solving the nonlinear equation through the nonlinear solution algorithm;

the incremental step length dynamic calculation mode is:

according to an incremental step length, carrying out an incremental step length loop, then initializing related variables and matrices in an operation calculation of the NX software, and entering an iterative loop, wherein the incremental step length is obtained by presetting or calculating;

in the iterative loop, calculating the element stiffness matrix and an initial stress node force matrix in the global Cartesian coordinate system one by one in the geometric model, and connecting and assembling into the overall stiffness matrix and a global initial stress node force matrix respectively; wherein in a calculation process of the element stiffness matrix and the initial stress node force matrix, obtaining the element stiffness matrix and the initial stress node force matrix in the global Cartesian coordinate system by using reduced integral and based on the global elastic coefficient matrix and the strain displacement matrix obtained by the calculation;

according to the overall stiffness matrix and the global initial stress node force matrix, calculating displacement increments;

carrying out an isogeometric nonlinear iteration based on the nonlinear equation to judge whether convergence conditions are met, and if the convergence conditions are met, outputting all the displacement increments, namely the ultimate strength of the plate frame structure;

wherein the convergence conditions are: the incremental step length is equal to a maximum load, an iterations is less than a maximum iterations, and an incremental step length split time is less than a maximum split time.

2. The method for implementing the ultimate strength analysis of the plate frame structure according to claim 1 , wherein:

constructing the IGA model based on a B-spline curve, wherein the plane shell elements are constructed based on a Reissner-Mindlin shell theory;

wherein the B-spline curve is defined as:

C

⁡

(

ξ

)

=

∑

i

=

1

n

B

i

,

p

(

ξ

)

⁢

ω

i

⁢

P

i

∑

i

=

1

n

B

i

,

p

(

ξ

)

⁢

ω

i

=

∑

i

=

1

n

N

i

,

p

(

ξ

)

⁢

ω

i

⁢

P

i

⁢

0

≤

ξ

≤

1

wherein P i (i=1, 2, . . . , n) represents coordinates of a series of the control points, and ω i represents a corresponding control point weight; a geometric shape of a structure is modified by changing the coordinates or weights of the control points; B i,p (ξ) and N i,p (ξ) represent spline basis functions in a node vector Ξ={ξ 1 , ξ 2 , . . . , ξ m } respectively, and the node vector Ξ={ξ 1 , ξ 2 , . . . , ξ m } is a set of non-decreasing real number sequence; and

the plane shell elements comprise torsional degrees of freedom and have 6 degrees of freedom.

3. The method for implementing the ultimate strength analysis of the plate frame structure according to claim 1 , wherein:

when the boundary conditions are imposed by the Nitsche method, carrying out a correction by setting Lagrange multiplier and adding a penalty function, wherein the functional expression of the Nitsche method is defined as:

∏

*

=

-

∫

Γ

R

×

(

A

-

G

)

⁢

dS

+

r

2

⁢

∫

Γ

(

A

-

G

)

2

⁢

dS

;

wherein, R is generalized force on the boundaries, A is generalized displacement on the boundaries, G is boundary condition, r is stability coefficient, Γ is coupling boundary, and S is element area.

4. The method for implementing the ultimate strength analysis of the plate frame structure according to claim 1 , wherein:

the mesh refinement adopts h mesh refinement and is realized by adding the control points.

5. The method for implementing the ultimate strength analysis of the plate frame structure according to claim 1 , wherein:

the nonlinear equation comprises:

a unit displacement increment is: Δu=R e Δd e ;

R e is a shape function matrix, and Δd e is a displacement matrix of the control points:

a strain increment is ΔE=ΔE L +ΔE N ;

wherein ΔE L is a linear strain increment and ΔE N is a nonlinear strain increment; and

a stress increment is ΔT=C sh ΔE, and C sh is the global elastic coefficient matrix.

6. The method for implementing the ultimate strength analysis of the plate frame structure according to claim 1 , wherein:

when a boundary condition is Γ in a three-dimensional space Ω, a corresponding element stiffness matrix Ke and an element force vector matrix Fe are:

K

e

=

∫

Ω

e

B

T

⁢

DB

⁢

❘

"\[LeftBracketingBar]"

J

v

❘

"\[RightBracketingBar]"

⁢

d

⁢

Ω

e

⁢

F

e

=

∫

Ω

e

R

T

⁢

b

⁢

❘

"\[LeftBracketingBar]"

J

v

❘

"\[RightBracketingBar]"

⁢

d

⁢

Ω

e

+

∫

Γ

e

R

T

⁢

t

_

⁢

❘

"\[LeftBracketingBar]"

J

s

❘

"\[RightBracketingBar]"

⁢

D

⁢

Γ

e

wherein B is a displacement differential matrix, R is a local strain matrix, D is a fourth-order tensor of elastic modulus, B T and R T respectively denote a matrix transposition of the matrices B and R, and Jv and Js are Jacobi matrices of a body and a surface respectively, and b and t are given external force vectors.

Assignments (1)

Priority Claims (1)

Continuity (1)

References Cited (48)