Discussion of Parameters Setting for Pile Structural Element in Anti-slide Pile Simulation with FLAC3D
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摘要: FLAC3D桩（pile）结构单元具备模拟抗滑桩的潜力。桩结构单元参数众多，对桩结构单元主要参数进行了对比分析，为采用FLAC3D桩结构单元进行抗滑桩模拟提供参考。对比分析显示，桩结构单元的弹性模量对数值模拟结果基本无影响，耦合弹簧切向参数对抗滑桩加固边坡后的稳定系数影响甚微，对抗滑桩内力分布影响很小，而法向参数中黏聚力和摩擦角对抗滑桩模拟结果影响明显，参数取值越大，获得的边坡稳定性和抗滑桩最大剪力和最大弯矩均增加。在此基础上，基于传统的弹性地基梁法对比，给出了抗滑桩模拟时桩结构单元的参数取值建议。Abstract: As a professional geotechnical numerical software, FLAC3D contains various build-in structural elements, in which the pile element has a potential to simulate anti-slide pile in slope engineering. However, the pile element has too many parameters which have not clarified for anti-slide pile simulation yet. The main parameters used in pile simulation were comparatively analyzed. The comparative analysis shows that the elastic modulus of the pile structural element has little effect on the numerical simulation results, the tangential parameters of the coupling spring have little effect on the stability coefficient of the slope reinforced by anti-slide pile. The internal force distribution of the anti-slide pile is very small, while the cohesion and friction angle in the normal parameters have obvious effect on the simulation results of the anti-slide pile. The larger the parameter value, the greater the slope stability obtained, and the greater the maximum shear force and maximum bending moment of the anti-slide pile. Based on the comparison of the traditional elastic foundation beam method, the parameters of the pile structure element in the anti-slide pile simulation are proposed.
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Key words:
- FLAC3D /
- anti-slide pile /
- structural element /
- numerical simulation
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表 2 桩结构单元默认物理力学参数
几何参数 S L Iy Iz J 0.785 3.14 0.05 0.05 0.0 材料参数 E ν 30e9 0.2 耦合弹簧参数 ks cs φs kn cn φn 2.0e9 30e3 20 2.0e9 30e3 20 
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表 3 不同弹性模量数值计算结果
E/ （GN·m−2） SRF Mmax/(MN·m) Fmax/MN 20 1.379 1.388 0.509 30 1.379 1.388 0.508 60 1.379 1.389 0.507
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表 4 不同耦合弹簧参数数值计算结果
耦合弹簧参数 SRF Mmax/(MN·m) Fmax/MN ks/ (GN·m−2) 2 1.379 1.388 0.508 20 1.371 1.378 0.502 200 1.371 1.376 0.502 cs/(kN·m−1) 0 1.379 1.392 0.509 10 1.379 1.391 0.509 30 1.379 1.388 0.508 100 1.379 1.387 0.505 300 1.379 1.384 0.503 φs /(°) 0 1.383 1.422 0.530 10 1.379 1.403 0.518 20 1.379 1.388 0.508 30 1.400 1.379 0.502 40 1.400 1.378 0.501 kn/ (GN·m−2) 2 1.379 1.388 0.508 20 1.379 1.390 0.508 200 1.379 1.387 0.507 cn/(kN·m−1) 0 1.363 1.231 0.426 10 1.367 1.288 0.452 30 1.379 1.388 0.508 100 1.395 1.578 0.642 300 1.420 1.862 0.745 1000 1.445 2.189 0.966 φn /(°) 0 1.230 0.289 0.088 10 1.320 0.828 0.275 20 1.379 1.388 0.508 30 1.402 1.630 0.661 40 1.420 1.846 0.717
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表 5 不同法向黏聚力条件下桩身最大剪力和最大弯矩
cn/(kN·m) SRF Fmax/MN Mmax/(MN·m) A B A B 30 1.140 0.276 0.189 0.514 0.643 150 1.148 0.334 0.203 0.606 0.684 300 1.160 0.389 0.216 0.692 0.722
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