Medical, Pharma, Engineering, Science, Technology and Business

Department of Civil Engineering, Erbil Technical Engineering College, Erbil Polytechnic University, Erbil, Iraq

- *Corresponding Author:
- Saad Essa,

Department of Civil Engineering

Erbil Technical Engineering College

Erbil Polytechnic University, Erbil, Iraq

**Tel:**9647504823149

**E-mail:**[email protected]

**Received date:** January 27, 2017; **Accepted date:** February 27, 2017; **Published date:** February 28, 2017

**Citation: **Essa S (2017) Analysis of Second Degree of Freedom with Second Degree of Stiffness Based on Broydenâ€™s Method. J Civil Environ Eng 7:266. doi:10.4172/2165-784X.1000266

**Copyright:** © 2017 Essa S, et al. This is an open-access article distributed under the terms of the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original author and source are credited.

**Visit for more related articles at** Journal of Civil & Environmental Engineering

The main purpose of this study is comparing two methods to get the convergence of two series nonlinear spring system. The key method is Broydenâ€™s method which based on the Jacobian matrix to update the inverse of the secant stiffness matrix and the results are compared with the Newtonâ€“Raphsonâ€™s method. A constant force is applied to the second node in the system of two degrees of freedom (DOF). The results are compared with the first and second degree of nonlinear springs displacements differences that serially connected. The displacements at the first node are smaller than the second node and the number of iterations to reach the convergence for the second degree of difference displacements are greater than for the first degree. The main disadvantage of Broydenâ€™s method is that it becomes unstable when the number of iterations increases.

Broyden’s method; Newton–Raphson’s method; Convergence; Iterations

In general, the stiffness matrix for solid mechanics is symmetric and positive definite. However, in sometimes the updated secant matrix its inverse is not symmetric. In order to make the updated matrix symmetric and positive definite, additional constraints are required. The Broyden’s method satisfies these properties and is effectively widely used for unconstrained optimization and very suitable for finite element analysis.

The algebraic equations based on nonlinear was solved using an iterative method by Saffari and Mansouri [1]. The nonlinear equations being linearized by evaluating the non-linear terms with the known solution from the preceding iteration. Papadrakakis [2] studied the application of two vector iteration methods for the large deflection behavior of spatial structures. An updated Lagrangian large rotation formulation for the governing equations based on the large deflection of nonlinear equilibrium behavior of space frames has been presented by Meek and Tan [3]. They algorithm results are vigorous and able to handle problems that exhibit several negative eigenvalues simultaneously. A new smoothing Broyden-like method for solving the nonlinear complementarity problem was proposed by Fan [4]. The method was based on a smoothing equation which considers the smoothing parameter as an independent variable to obtain the global convergence. Ma et al. [5] proposed a smoothing convergent Broyden-like method for solving nonlinear complementarity problem based on its equivalent the system of non-smooth equations. they showed that the iterates generated by the proposed method converge to a solution of the nonlinear complementarity problem globally. New semi-local convergence analysis was investigated by Argyros et al. [6] for an inverse free Broyden’s method in a Hilbert space setting. Gopalakrishna and Greiman [7] developed a method that evaluates the gradients of displacements and stresses for the structural parameters in a nonlinear finite element analysis. Lee and Park [8] presented an accurate numerical procedure for the generation of tangent stiffness matrices. They presented a procedure to reserve the free–free element self-equilibrium which is a criterion for convergence in the material nonlinear analysis. Kou et al. [8] showed a new modification of Newton method for solving nonlinear equations based on cubically convergent.

The idea of multivariable nonlinear equations (Broyden’s method) is based on the Jacobian matrix that only calculated at the first iteration, and it is updated at every iteration. The incremental solution for the ith iteration is:

(1)

where is the secant stiffness matrix and residual vector at ith iteration. Then, secant stiffness matrix is updated at two successive iterations, and . Eq (2). is the updated matrix equation.

(2)

Updating the stiffness matrix with minimizing its solution to the secant equation which is called Broyden’s method as:

(3)

where and . By updating the stiffness matrix, the new increment is gotten with using Eq. (1) to solve it. Later, the solution is updated based on:

(4)

The processes are repeated until the convergence criterion in Eq. (5) is satisfied.

(5)

Eq. (4) saves computational time throughout calculating the stiffness matrix at every iteration by updating the inverse of the secant stiffness matrix equation. Eq. (1) can be rewritten as:

(6)

where, is the inverse matrix that updated directly. Inverse of the secant stiffness matrix:

(7)

**Numerical example 1**

For two nonlinear springs serially connected, as shown in **Figure 1**. The stiffness of both springs is and with *u* is the elongation of the spring. The spring element equation is defined in Eq. (8) :

(8)

Only free DOFs are used for assembly while the fixed degree of freedom (DOF) is deleted. The two stiffness of spring are assembled in matrix form in Eq. (9) :

(9)

*u*_{1}and *u*_{2} are displacement of springs at first and second node respectively. *F* is applied load at the second node while the first node hasn’t any load. Eq. (10) represents a multiplying of the stiffness matrix with the unknown’s vector which leads to the system of two nonlinear equations.

(10)

By solving these equations for two DOF using Broyden’s method, the results of displacements are presented in **Table 1** that shows each iteration with their convergence. The iteration halts when the convergence reaches to zero for five digits.

Iteration | u_{1} |
u_{2} |
Convergence |
---|---|---|---|

0 | 0.10000 | 0.10000 | 1.01000 |

1 | 0.70000 | 1.70000 | 4.0396 |

2 | 0.30000 | 0.63333 | 0.19949 |

3 | 0.37273 | 0.82727 | 0.01766 |

4 | 0.40353 | 0.90941 | 0.00032 |

5 | 0.39989 | 0.89971 | 0.00000 |

**Table 1: **Iteration numbers with displacements and convergence for initial displacement for load *F* = 100 *N* using Broyden’s method.

If we used the Newton-Raphson method to compare the results, the results tabulated in **Table 2** which shows the precision of this method to use it instead of others.

Iteration | u_{1} |
u_{2} |
Convergence |
---|---|---|---|

0 | 0.10000 | 0.10000 | 1.01000 |

1 | 0.70000 | 1.70000 | 4.04000 |

2 | 0.46000 | 1.06000 | 0.10340 |

3 | 0.40353 | 0.90941 | 0.00032 |

4 | 0.40001 | 0.90004 | 0.00000 |

**Table 2: **Iteration numbers with displacements and convergence for initial displacement for load *F* = 100 *N *using Newton-Raphson’s method.

Using the second degree of the stiffness with a function instead of in the assembled matrix equation, the stiffness matrix can be written as:

(11)

The system of two nonlinear equations becomes after multiplication the stiffness matrix in Eq. (11) with unknown’s vector of displacements:

(12)

Using the same procedures, the number of iteration to reach the same convergence is increased as shown in **Table 3**. **Figures 2** and **3** show the differences between them.

Iteration | u_{1} |
u_{2} |
Convergence |
---|---|---|---|

0 | 0.10000 | 0.10000 | 1.01000 |

1 | 0.70000 | 1.70000 | 4.03960 |

2 | 0.30000 | 0.63333 | 0.38822 |

3 | 0.34468 | 0.86979 | 0.03667 |

4 | 0.44722 | 1.00209 | 0.11766 |

5 | 0.35503 | 1.01547 | 0.23989 |

6 | 0.40518 | 0.97788 | 0.00830 |

7 | 0.39848 | 0.98888 | 0.00008 |

8 | 0.39967 | 0.99016 | 0.00002 |

9 | 0.39997 | 0.98977 | 0.00000 |

**Table 3:**Iteration numbers with displacements and convergence for initial displacement for load *F* = 100 *N* or the second degree of stiffness using Broydenâ€™s method.

The number of iterations will decrease when the initial displacement is greater than so that the accuracy displacements will increase as tabulated in **Table 4**.

Iteration | u_{1} |
u_{2} |
Convergence |
---|---|---|---|

0 | 0.20000 | 0.20000 | 1.09000 |

1 | 0.48000 | 1.48000 | 6.58500 |

2 | 0.42046 | 0.66105 | 1.21700 |

3 | 0.36919 | 0.86826 | 0.07768 |

4 | 0.43827 | 0.99136 | 0.09476 |

5 | 0.37589 | 1.03282 | 0.15880 |

6 | 0.39826 | 0.98540 | 0.00006 |

7 | 0.39999 | 0.98948 | 0.00000 |

**Table 4: **Iteration numbers with displacements and convergence for initial

displacement for load *F* = 100 *N* for the second degree of stiffness

using Broydenâ€™s method.

**Numerical example 2**

To show the consistency and efficiency of this method mathematically for second degree of a function, the second polynomial of equation is taken and the results are compared between the Newton- Raphson method and Broyden’s method. The function is:

(13

where, *f* (*u*) is the force varied with the displacement in one dimensional system. To determine the root of equation where the load function *f *(*u*) = 0 , the value of *u* = 2.56155 is satisfying the Eq. (13).

Based on Newton’s method, the function and fixing the initial value of displacement . The first column in Table 5 shows the number of iterations which required to get the sufficient point for this one dimensional of force-displacement system. In addition, the third column of **Table 5** represents the error up to get the actual intersection value (*u* = 2.56155 ). The last column of the same table is which indicates the order of convergence. With implementing the Broyden’s method for the same function starting with and by applying the equation:

(14)

No. of Iteration | Newton xn | en Newton | Convergence order |
---|---|---|---|

1 | 3.000000 | 0.438447 | -1.850015 |

2 | 2.800000 | 0.238447 | 1.738726 |

3 | 2.686957 | 0.125404 | 1.448247 |

4 | 2.626052 | 0.064500 | 1.320236 |

5 | 2.594292 | 0.032739 | 1.247380 |

6 | 2.578050 | 0.016497 | 1.200446 |

7 | 2.569834 | 0.008281 | 1.167908 |

8 | 2.565702 | 0.004149 | 1.144178 |

9 | 2.563629 | 0.002077 | 1.126192 |

10 | 2.562592 | 0.001039 | 1.112134 |

11 | 2.562072 | 0.000520 | 1.100867 |

12 | 2.561813 | 0.000260 | 1.091646 |

13 | 2.561683 | 0.000130 | 1.083967 |

14 | 2.561618 | 0.000065 | 1.077480 |

15 | 2.561585 | 0.000032 | 1.071935 |

16 | 2.561569 | 0.000016 | 1.067156 |

17 | 2.561561 | 0.000008 | 1.063019 |

18 | 2.561557 | 0.000004 | 1.059451 |

19 | 2.561555 | 0.000002 | 1.056435 |

**Table 5: **Iteration numbers and convergence for the second degree offunction using Newton’s method with initial displacement

with and . **Table 6** shows the number of iterations required to achieve the same point of zero load based on the displacement results and the accuracy reaching at each step of calculation with convergence.

No. of Iteration | Broydenâ€™s Method p _{n} |
Broydenâ€™s Method |
Convergence order |
---|---|---|---|

1 | 2.000000 | 0.561553 | -1.294760 |

2 | 2.333333 | 0.228220 | 2.560348 |

3 | 2.415385 | 0.146168 | 1.301567 |

4 | 2.476697 | 0.084856 | 1.282789 |

5 | 2.509349 | 0.052204 | 1.196935 |

6 | 2.529757 | 0.031796 | 1.167929 |

7 | 2.541986 | 0.019567 | 1.140787 |

8 | 2.549512 | 0.012041 | 1.123426 |

9 | 2.554126 | 0.007427 | 1.109336 |

10 | 2.556970 | 0.004583 | 1.098454 |

11 | 2.558723 | 0.002830 | 1.089506 |

12 | 2.559805 | 0.001748 | 1.082105 |

13 | 2.560473 | 0.001080 | 1.075840 |

14 | 2.560885 | 0.000667 | 1.070476 |

15 | 2.561140 | 0.000412 | 1.065824 |

16 | 2.561298 | 0.000255 | 1.061750 |

17 | 2.561395 | 0.000158 | 1.058152 |

18 | 2.561455 | 0.000097 | 1.054949 |

19 | 2.561493 | 0.000060 | 1.052077 |

20 | 2.561516 | 0.000037 | 1.049486 |

21 | 2.561530 | 0.000023 | 1.047132 |

22 | 2.561539 | 0.000014 | 1.044980 |

**Table 6: **Iteration numbers and convergence for the second degree of function using Broydenâ€™s method with initial displacement *p*^{0} = {1.0} .

Generally, the stiffness matrix in solid mechanics is symmetric and positive definite. However, the updated secant matrix not appears to be symmetric in Eq. (3) and its inverse in Eq. (7). In this paper, two nonlinear stiffness matrices are taken and compared. At the first, the nonlinear stiffness is first degree while in the other is second degree. Two methods are applied to get the displacements at the nodes based on Broyden’s method, the number of iterations in the first degree of stiffness system less than for that second degree to get the same convergence under the same applied load and initial displacements.

1) With increasing the number of iterations, the consistent of this method to get the final displacement is more fluctuated for the second degree of nonlinear stiffness if compared with the first degree as shown in **Tables 1** and **3** with applying the Newton-Raphson’s method, the number of iteration is minimized if compared with the Broyden’s method for the same applied load and initial displacements to get the same convergence criteria that in Eq. (5). In addition, the displacements at the second node are more than for that first node in the given stiffness system.

2) With changing the initial displacements from 0.1 to 0.2, the number of iteration is reduced to get the same convergence under the identical load using Broyden’s method as shown in **Table 4**. If we notice the second example in section 4, the number of iterations required to achieve the same point of displacement based on the Newton-Raphson method require less number of iteration if compared with Broyden’s method.

In addition, the accuracy of the system in the second column of **Table 5** is higher than for the calculated in **Table 6** based on Broyden’s method. On the other hand, the order convergence of Table 5 that is based on Newton-Raphson method and the other method that is calculated in Table 6 is close to each other with the first order. Also, the key point in the Broyden’s method is that required to define the first two points at the beginning to process the function evaluations if compared with the Newton-Raphson method that is required only the first point of displacement.

- Saffari H, Mansouri I (2011)Non-linear analysis of structures using two-point method. International Journal of Non-Linear Mechanics 46:834â€“840.
- Papadrakakis M(1981) Post-buckling analysis of spatial structures by vector iteration methods. Computers and Structures.14:393-402.
- Meek JL, Tan HS(1984) Geometrically nonlinear analysis of space frames by an incremental iterative technique. Computer Methods in Applied Mechanics and Engineering47:261-282.
- Fan B(2015) Asmoothing Broyden-like method with a non-monotone derivative-free line search for non-linear complementarity problems. Journal of Computational and Applied Mathematics. 290:641-655.
- Ma C, Chen L, Wang D (2008) A globally and superlinearly convergent smoothing Broyden-like method for solving non-linear complementarity problem. Applied Mathematics and Computation. 198:592â€“604
- Argyros IK, Cho YJ, Khattri SK (2014) On the convergence of Broydenâ€™s method in Hilbert spaces. Applied Mathematics and Computation. 242:945â€“951
- Lee Y, Park KC (2002) Numerically generated tangent stiffness matrices for non-linear structural analysis. Computer Methods in Applied Mechanics and Engineering.191:5833â€“5846
- Kou J, Li Y, Wang X(2006) A modification of Newton method with third-order convergence. Applied Mathematics and Computation. 181:1106â€“1111.

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