Three-dimensional Site Response Analysis Based on Equivalent-Linear Behavior of Foundation Soil
-
摘要: 随着核电厂选址条件的日趋复杂化,土-结构相互作用(SSI)成为核电厂抗震分析需要考虑的重要因素之一。目前经典的自由场厂址反应分析采用的是一维层状地基土的分析,比如SHAKE91、EERA和SASSI等,很难考虑土层的非均质层状因素。因此随着核电安全的监管要求越来越高,抗震的精细化分析成为趋势。本文采用有限元程序ABAQUS编写的UMAT材料子程序,实现了基于地基土材料的等效线性,开展均质层状土的三维自由场厂址反应分析。其计算分析结果与SHAKE91计算结果进行对比表明,在均质层状土条件下吻合较好。因此,本研究为求解复杂非均质地基条件的SSI分析提供了良好的工程适用性。
-
关键词:
- 土-结构相互作用(SSI) /
- 厂址反应分析 /
- 均质层状土
Abstract: With the increasing complexity of nuclear power plant's siting conditions, soil-structure interaction (SSI) has become an important issue to be considered in the seismic analysis. At present, the classical free-field site response analysis uses the analysis of one-dimensional layered foundation soil, such as SHAKE91, EERA and SASSI, so it is difficult to consider the heterogeneous layer factors of the soil layer. Therefore, with the increasing regulatory requirements for nuclear power safety, the refined analysis of earthquake resistance has become a trend. In this paper, the UMAT material subprogram written by the finite element program ABAQUS is used to realize the equivalent linearity of the foundation soil material and carry out the three-dimensional free-field site response analysis of the homogeneous layered soil. Comparing the calculation and analysis results with SHAKE91 calculation results, it shows that it is in good agreement under the condition of homogeneous layered soil. Therefore, this study provides a good engineering applicability for the SSI analysis of complex heterogeneous foundation conditions. -
表 1 土层剖面参数
Table 1. Soil Profile Parameters
土层序号 土体材
料类型层厚/
ft重度/
pcf剪切波速/
(ft·s−1)纵波波速/
(ft·s−1)表面 1 砂石 5.0 125.00 1000 1870 2 砂石 5.0 125.00 900 1690 3 砂石 10.0 125.00 900 1690 4 砂石 10.0 125.00 950 1780 5 粘土 10.0 125.00 1000 1870 6 粘土 10.0 125.00 1000 1870 7 粘土 10.0 125.00 1100 2060 8 粘土 10.0 125.00 1100 2060 9 砂石 10.0 130.00 1300 2450 10 砂石 10.0 130.00 1300 2450 11 砂石 10.0 130.00 1400 2620 12 砂石 10.0 130.00 1400 2620 13 砂石 10.0 130.00 1500 2800 14 砂石 10.0 130.00 1500 2800 15 砂石 10.0 130.00 1600 3000 16 砂石 10.0 130.00 1800 3400 基岩 17 — — 140.00 4000 7500 1 ft=30.48 cm;1 pcf=16 kg/m3;“—”—无数据,下同 表 2 粘土的刚度和阻尼材料属性
Table 2. Stiffness and Damping Material Properties of Clay
剪应变/% G/Gmax 阻尼比/% 0.0001 1 0.24 0.0003 1 0.42 0.001 1 0.8 0.003 0.981 1.4 0.01 0.941 2.8 0.03 0.847 5.1 0.1 0.656 9.8 0.3 0.438 15.5 1 0.238 21 3 0.144 — 3.16 — 25 10 0.11 28 表 3 砂土的刚度和阻尼材料属性
Table 3. Stiffness and Damping Material Properties of Sand
剪切应变/% G/Gmax 阻尼比/% 0.0001 1 0.24 0.0003 1 0.42 0.001 0.99 0.8 0.003 0.96 1.4 0.01 0.85 2.8 0.03 0.64 5.1 0.1 0.37 9.8 0.3 0.18 15.5 1 0.08 21 3 0.05 25 10 0.035 28 -
[1] DRUCKER D C, GIBSON R E, HENKEL D J. Soil mechanics and work-hardening theories of plasticity[J]. Transactions of the American Society of Civil Engineers, 1957, 122(1): 338-346. doi: 10.1061/TACEAT.0007430 [2] ROSCOE K H, SCHOFIELD A N, WROTH C P. On the yielding of soils[J]. Géotechnique, 1958, 8(1): 22-53. [3] ROSCOE K H, SCHOFIELD A N, THURAIRAJAH A. Yielding of clays in states wetter than critical[J]. Géotechnique, 1963, 13(3): 211-240. [4] DUNCAN J M, CHANG C Y. Nonlinear analysis of stress and strain in soils[J]. Journal of the Soil Mechanics and Foundations Division, 1970, 96(5): 1629-1653. doi: 10.1061/JSFEAQ.0001458 [5] ROSCOE K H, BURLAND J B. On the generalized stress-strain behaviour of ‘wet’ clay[M]. Cambridge: Cambridge University Press, 1968: 535-609. [6] LADE P V, DUNCAN J M. Elastoplastic stress-strain theory for cohesionless soil[J]. Journal of the Geotechnical Engineering Division, 1975, 101(10): 1037-1053. doi: 10.1061/AJGEB6.0000204 [7] 沈珠江. 土的三重屈服面应力应变模式[J]. 固体力学学报,1984(2): 163-174. [8] HARDIN B O, DRNEVICH V P. Shear modulus and damping in soils: measurement and parameter effects (Terzaghi Leture)[J]. Journal of the Soil Mechanics and Foundations Division, 1972, 98(6): 603-624. doi: 10.1061/JSFEAQ.0001756 [9] HARDIN B O, DRNEVICH V P. Shear modulus and damping in soils: design equations and curves[J]. Journal of the Soil Mechanics and Foundations Division, 1972, 98(7): 667-692. doi: 10.1061/JSFEAQ.0001760 [10] SEED H B, IDRISS I M. Soil moduli and damping factors for dynamic response analysis: UCB/EERC-70/10[R]. Berkeley: Earthquake Engineering Research Center, 1970. [11] MARTIN P P, SEED H B. One-dimensional dynamic ground response analyses[J]. Journal of the Geotechnical Engineering Division, 1982, 108(7): 935-952. doi: 10.1061/AJGEB6.0001316 [12] IDRISS I M. Response of soft soil sites during earthquakes[C]. Berkeley, California: Proceedings of Memorial Symposium to honor Professor Harry Bolton Seed, 1990 [13] 谢伦武,熊峰,姚梓渝,等. 基于MATLAB和ABAQUS的土体等效线性化方法二次开发[J]. 地震工程与工程振动,2015, 35(1): 135-142.