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本帖最后由 jovebird123 于 2009-11-14 03:01 编辑
程序编完了,论文也发表了。 为了感谢在这个论坛得到的帮助,请大家分享我的子程序(包括子程序,ABAQUS验证模型,报告,和论文)。我在写程序时,也向别人要过子程序参考,但是结果往往是失望。这也是我共享这个子程序和文档的原因之一,希望能节省大家的时间,避免重复劳动。
本子程序是基于三维粘弹塑模型(参见论文如下),主要应用于岩土方面的基坑开挖变形,(基础,堆载,路基)沉降,蠕变和应力松弛等研究和分析,也可以和固结做耦合分析。 利用ABAQUS强大的功能,用户可以很容易的建立相关模型进行分析。用户应该有一般的关于土的本构模型的背景知识(Cam-clay或Cap-model)。
本子程序经作者在多个模型层面验证。在单个单元分析,基础蠕变(次固结)变形分析,和大型挡土墙固结耦合分析中表现稳定。 唯一值得注意的是在某些极端加荷条件(快速加荷或者突然施加排水边界条件)下,用户应当调整合适的时间步长以得到稳定收敛解。 参数输入和程序流程图参见报告(附件),但是我强烈建议先读报告和文献,再使用本子程序
欢迎大家提意见和作出自己的修改。如果用户作出了改进或者发现了错误,还请告知作者。作者会尽量及时更新程序,并在程序中注明改进和作出贡献的用户。希望我们一起完善这个子程序。
本子程序只供研究使用。
本人不承担任何关于此子程序的任何责任。
另:benchmark model 和相关文档太大,不能上传。 请谅。
如果管理员感兴趣,我可以发给他,然后他可以上传。
普通会员请勿给我直接发邮件,我也不会回复,谢谢。
如果使用,请注意注明出处并引用相关文献。
1.
Qu,G. (2008)
AN ABAQUS USER SUBROUTINE INCORPORATINGELASTIC-VISCOPLASTIC CONSTITUTIVE MODEL, Geotechnical Research Centre ReportNo. GEOT2008-15, the University of Western Ontario, London, Ontario.
Qu, G., Hinchberger S.D., and Lo, K.Y. (2009)Evaluation of the viscous behaviour of natural clay using a generalized viscoplastictheory. Geotechnique, In press
1.
Hinchberger, S.D. and Qu, G.(2009) Viscoplasticconstitutive approach for structured rate-sensitive natural clays. CanadianGeotechnical Journal, 46(6): 609–626
Hinchberger, S.D. and Qu, G. (2007) Discussion:the Influence of structure on the time-dependent behaviour of a stiffsedimentary clay. Geotechnique. 57(9), 783-787
注意:
It should be noted that this is not a commercial subroutine. The user is assumed to understand the EVP theory and it is necessary to adjust the time-step to obtain a stable solution (You may check the benchmark models).
You are welcome to give comment and further modification on this subroutine.
下载页面:
http://www.eng.uwo.ca/research/grc/software.htm
简要说明(来自上面链接):
(Free Download for Research Purposes)
A user-defined subroutine in ABAQUS for viscous soils. Introduction:
The ABAQUS subroutine is for viscous soils, which usually have the following characteristics.
- Rate-sensitivity. The stress-strain behaviour of viscous soils is rate-dependent. Specifically, Two important engineering parameters, i.e., undrained shear strength and preconsolidation pressure , typically increase with loading rate.
- Time-dependence, including creep and relaxation.
A general 3D elasto-viscoplastic (EVP) constitutive model has been implemented in the user-defined subroutine in ABAQUS. The objective of developing the subroutine is to make users easily take account of soil’s viscous behaviours.
The report of AN ABAQUS USER SUBROUTINE INCORPORATING ELASTIC-VISCOPLASTIC CONSTITUTIVE MODEL here provides more detailed information about the subroutine and its application. This report first reviews the theoretical background the EVP constitutive model. The next section introduces the numerical solution algorithm adopted in the subroutine. The following section illustrates how to determine the input parameters according the given viscous soil. Finally, the appendix of this report provides a series of verification numerical tests in a format of ABAQUS Benchmark problem and evaluates the obtained numerical results in reference to the corresponding theoretical solution.
- Benchmark problem 1 - CIU compression tests on NC soil at various strain rates
- Benchmark problem 2 - CIU compression tests on OC soil at various strain rates
- Benchmark problem 3 - CIU compression tests on NC soil at step-changed strain rates
- Benchmark problem 4 – CID (Drained) compression tests at various strain rates
- Benchmark problem 5 - ISO compression creep test
This user-defined subroutine is now free to download for research purposes.
For inquiries, please contact:
Dr. G. Qu
E-mail: guangfengqu@hotmail.com |
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