Composite methods for structural dynamics
Composite methods are an approach applied in structural dynamics and related fields. They combine various methods in each time step, in order to acquire the advantages of different methods. The existing composite methods show satisfactory accuracy and powerful numerical dissipation, which is particularly useful for solving stiff problems and differential-algebraic equations.
After spatial discretization, structural dynamics problems are generally described by the second-order ordinary differential equation:
Here , and denote the displacement[disambiguation needed], velocity and acceleration vectors respectively, is the mass matrix, is the damping matrix, collects the internal force, and is the external load. At the initial time , the initial displacement and velocity are supposed to be given as and , respectively, and the initial acceleration can be solved as
For numerical analysis, the overall time domain is divided into a series of time steps by , , , , , . Taking the step ( is the step size), the main concept of composite methods is to subdivide the current step to several sub-steps , , , and to use different numerical methods in each sub-step.
Although there are lots of available methods, see the review, the existing composite methods basically employ the combination of the trapezoidal rule and linear multistep methods. However, to acquire at least second-order accuracy and unconditional stability[disambiguation needed], the scalar parameters of each method and the division of sub-steps need to be determined carefully.
Two examples of composite methodEdit
Two-sub-step Bathe methodEdit
In the second sub-step ( ), the 3-point Euler backward method is employed as
For nonlinear dynamics, that is, the internal force is a nonlinear function with respect to , the Newton-Raphson iterations can be used to solve the nonlinear equations per step. The parameter is usually set as and in practice.
The Bathe method is second-order accurate and unconditionally stable from linear analysis. Besides, this method can provide strong numerical dissipation for high-frequency content, which is helpful to damp out the stiff components and enhance the stability for nonlinear dynamics.
On this basis, to acquire prescribed degree of numerical dissipation, the -Bathe method  was developed by replacing the 3-point Euler backward method in the second sub-step with a general formula:
The parameters are selected as recommended
With the set of parameters, the -Bathe method can also achieve second-order accuracy and unconditional stability. Moreover, by adjusting the parameter , this method can provide tunable degree of numerical dissipation. The method with a smaller shows stronger numerical dissipation, but lower accuracy in the low-frequency content. When , it is equivalent to the original Bathe method with .
Three-sub-step composite methodEdit
Following the idea of the Bathe method, the three-sub-step composite methods that use the trapezoidal rule in the first two sub-steps were also discussed. They divides the current step into , and , and generally, the first two sub-steps are set as equal size, that is . In the first two sub-steps, the trapezoidal rule is used, as
In the last sub-step, a general formula is utilized as
For this method, Li et al. offered two optimal set of parameters, as
Here is assumed, and is the minimum value that satisfies .
The resulting two sub-families are all second-order accurate, unconditionally stable, and can provide tunable numerical dissipation by adjusting . They become the same when . When , the sub-family with shows better amilitude and period accuracy than the -Bathe method under the same computational costs, and the sub-family with further improves the period accuracy at the cost of lower amplitude accuracy.
In structural dynamics, the test model for property analysis is the single degree-of-freedom homogeneous equation, as
Here and is the amplitude matrix, which governs the properties of a method. Generally, has one zero characteristic root and a pair of conjugate complex roots , which can be solved from
Here is the trace of and is the sum of second-order principal minors of . They are functions of , , and the parameters of the method.
From the compact scheme, the difference equation only with respect to the displacement can be written as
The local truncation error is defined as
The method is called th-order accurate if .
For physically stable systems ( , ), the method can give stable solutions if the spectral radius . A method is called unconditionally stable if the condition is satisfied for any , otherwise it is called conditionally stable. The spectral radius at the high-frequency limit, i.e. , is denoted as , which is usually employed to indicate the degree of numerical dissipation, as used above.
Amplitude decay ratio and period elongation ratioEdit
In addition to the accuracy order, the amplitude decay ratio and period elongation ratio are also usually evaluated to measure the amplitude and period accuracy in the low-frequency content. The exact solution of the test model is
Here and are constants determined by the initial conditions. The numerical solution can be also expressed as a similar form, as
Likewise, and are also determined by the initial conditions and they should be close to and respectively for a convergent method. The damping ratio and frequency can be obtained from the norm and phase , as
Here is called the amplitude decay ratio, and ( ) is called the period elongation ratio.
Consider the Bathe method, and have the form as
Here the undamped case, i.e. , is considered for simplicity. One can check that this method can satisfy the conditions of second-order accuracy and unconditional stability. With and , the spectral radius, amplitude decay ratio, and period elongation ratio are shown here. It can be observed that this method can provide good amplitude and period accuracy in the low-frequency content, while strong numerical dissipation, as , in the high-frequency content.
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