CN101845815A - Method for calculating and processing uprush plastic failures of confined water foundation pits of soft soil strata - Google Patents
Method for calculating and processing uprush plastic failures of confined water foundation pits of soft soil strata Download PDFInfo
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Abstract
The invention relates to a method for calculating and processing uprush plastic failures of confined water foundation pits of soft soil strata. The method comprises the following steps of: selecting a model calculation range; 2) defining the attribute of pit subsoil materials in the calculation range; 3) establishing a geometric entity model by using a finite element program, and performing cell discretization; 4) setting model boundary conditions; 5) applying confined water head load on the model and solving the confined water head load; and 6) working out a confined water foundation pit subsoil uprush plastic failure distribution diagram according to a calculation result, and judging whether the foundation pits rush. Compared with the prior art, the method gives consideration to the shearing strength, the anisotropism and the elastoplasticity of the pit subsoil of the foundation pits, and has the advantages of wide application range, simple calculation, easy acquisition of calculation parameters and the like.
Description
Technical field
The present invention relates to a kind ofly contain that the artesian water foundation ditch is prominent to gush the destruction computation processing method, especially relate to a kind of foundation pit containing confined water of soft soil layer and gush the plastic failure computation processing method.
Background technology
In recent years, along with developing rapidly of infrastructure such as China urban subway, highrise building, civil air defense constructions and installations, deep-foundation pit engineering is increasing, and the geological conditions of deep-foundation pit engineering excavation construction and environment are also complicated day by day, and its engineering accident rate and loss are also increasing.In deep-foundation pit engineering, work that concerns the overall situation is exactly the underground water control, and particularly in coastal soft clay area, underground water is the natural enemy of deep-foundation pit engineering, is to cause one of the most direct reason of base pit engineering accident.According to relevant document statistics, the foundation ditch accident relevant with underground water accounts for 45%～70% of total accident.
Underground water in the base pit engineering generally comprises this three class of perched water, diving and artesian water by its mode of occurence.Wherein, artesian water is the gravity water that riddles below the face of land in the aquifer of bearing hydrostatic pressure between two stable water barriers, contain the artesian water foundation ditch and in excavation construction, easily produce prominent gushing, protuberance is out of shape and space enclosing structure distortion increase at the bottom of easily causing foundation ditch, it is stable to influence foundation ditch, easily produces piping, quicksand or stream soil.Therefore, for soft soil layer contain the artesian water foundation ditch, when the excavation of foundation pit degree of depth cross dark or artesian head too high, foundation ditch anti-prominent gushed stability when being not being met, and then must take certain measure to prevent instability of foundation pit.
But, how to judge that anti-prominent to gush stable be a problem that is worth research to the artesian water foundation ditch, at present, for the prominent discriminatory analysis method of gushing stability of artesian water foundation ditch, no matter be existing base pit engineering standard, still all adopt pressure balance method in general textbook and the engineering design construction handbook, this method has only been considered the drag that the artesian aquifer top water barrier soil body causes from gravity, the shear strength of having ignored the water barrier soil body, and this drag is also bigger in the pan soil water barrier, and its result of calculation is obviously unreasonable.Although some scholar studies exploring other method, as: Liang Yongran (1996) and Lee homogeneous continuous beam, the plate analysis method that adopt (1998) of establishing diplomatic relations, band prestressing force homogeneous continuous beam, the plate analysis method that adopt Du Guicheng (1998) and horse city (2004), the homogeneous non-individual body method that Tan Songlin (2002) adopts etc.But in these researchs, they will cheat the end water barrier soil body and be assumed to homogeneous, continuous elastomeric.In the actual engineering, soft clay area artesian water foundation ditch hole end water barrier is the elasticoplastic body that heterogeneous body, stratification distribute, the soil body does not have anti-bending strength, it is obviously reasonable inadequately to be simplified to beam or template die type analysis with anti-bending strength, and when water barrier soil body thickness and foundation ditch span bigger, be simplified to beam or template die type analysis and beam, the plate definition is not inconsistent yet.
Summary of the invention
Purpose of the present invention is exactly to provide a kind of soft soil foundation pit hole subsoil characteristic of can considering from many aspects in order to overcome the defective that above-mentioned prior art exists, and have applied widely, calculate foundation pit containing confined water of soft soil layer simple, that calculating parameter obtains easily and gush the plastic failure computation processing method.
Purpose of the present invention can be achieved through the following technical solutions:
A kind of foundation pit containing confined water of soft soil layer gushes the plastic failure computation processing method, it is characterized in that, may further comprise the steps:
1) chooses the model computer capacity;
2) hole subsoil material properties in the definition computer capacity;
3) create the geometry entity model with finite element program, carry out cell discretization;
4) setting model fringe conditions;
5) model is applied the artesian head load, and find the solution;
6) draw the end, artesian water foundation ditch hole sudden soil flooding plastic failure distribution map according to result of calculation, judging whether foundation ditch dashes forward gushes.
The selection principle of the model computer capacity in the described step 1) is:
Along the foundation ditch cross-sectional direction, the model width is taken between two space enclosing structures;
Vertical along foundation ditch, model length is got the length that the end, foundation ditch hole exposes fully;
Vertical along foundation ditch, the model height is got hole end impermeable layer thickness.
Described step 2) the hole subsoil material processed in is the elasticoplastic body of heterogeneous body, isotropism, stratification distribution, and soil body plastic yielding meets the Drucker-Prager criterion, and its surrender expression formula is:
In the formula: I
1, J
2-be respectively stress tensor first invariant and deviatoric tensor of stress second invariant; C,
-be respectively and cheat subsoil cohesion and angle of internal friction.
Geometry entity model in the described step 3) adopts the 3D solid unit to carry out discretization.
Model boundary in the described step 4) is treated to:
With the contactless side of space enclosing structure, the border is assumed to vertical slip;
A side that contacts with space enclosing structure, border are assumed to solid constraint.
Artesian head load in the described step 5) is uniform head pressure load.
Compared with prior art, the present invention has the following advantages:
1, the present invention has considered artesian water foundation ditch hole end water barrier soil body cohesion and the frictional force resistancing action to artesian water, has considered the elastoplasticity of soft soil layer foundation ditch hole subsoil.
2, the present invention selects ideal elastic-plastic Drucker-Prager model for use to the constitutive model of hole subsoil material, considered the influence of hydrostatic pressure on the one hand to the weak soil surrender, work hardening when it does not consider weak soil generation plastic strain on the other hand, security standpoint from hole subsoil plastic failure analysis, it more is applicable to the destruction calculating of weak soil, and calculate simply, calculating parameter obtains easily.
3, the present invention is that the water barrier that distributes of non-homogeneity, stratification is suitable equally for the hole subsoil; And it can simulate the prominent breakoff phenomenon that gushes of artesian water foundation ditch hole subsoil three dimensions.
Description of drawings
Fig. 1 is artesian water foundation ditch section of the present invention and the prominent computer capacity schematic diagram that gushes;
Fig. 2 gushes the graphic schematic diagram of plastic failure limited element calculation model for artesian water foundation ditch of the present invention is prominent;
Fig. 3 is the Shanghai Underground station deep foundation ditch cross-sectional drawing of the embodiment of the invention 1;
Fig. 4 is the prominent computation model profile that gushes of the Shanghai Underground station deep foundation ditch of the embodiment of the invention 1;
Fig. 5 is the plastic failure distribution map of water barrier under the effect of 28m artesian head at the bottom of the Shanghai Underground station Deep Foundation Pit of the embodiment of the invention 1;
Fig. 6 is the plastic failure distribution map of water barrier under the effect of 24m artesian head at the bottom of the Shanghai Underground station Deep Foundation Pit of the embodiment of the invention 1;
Fig. 7 is the plastic failure distribution map of water barrier under the effect of 20m artesian head at the bottom of the Shanghai Underground station Deep Foundation Pit of the embodiment of the invention 1;
Fig. 8 is foundation ditch hole, the RLH building end water barrier plastic failure distribution map of the embodiment of the invention 2;
Fig. 9 is that the Beihuan of the embodiment of the invention 3 is mended dwelling house I foundation ditch hole end water barrier plastic failure distribution map;
Figure 10 is that the Beihuan of the embodiment of the invention 4 is mended dwelling house II foundation ditch hole end water barrier plastic failure distribution map;
Figure 11 is the candied fruit factory workshop foundation ditch hole end water barrier plastic failure distribution map of the embodiment of the invention 5;
Figure 12 is 1# foundation ditch hole, Changzhou end water barrier plastic failure distribution map of the embodiment of the invention 6;
Figure 13 is 2# foundation ditch hole, Changzhou end water barrier plastic failure distribution map of the embodiment of the invention 7;
Figure 14 is 3# foundation ditch hole, Changzhou end water barrier plastic failure distribution map of the embodiment of the invention 8.
The specific embodiment
The present invention is described in detail below in conjunction with the drawings and specific embodiments.
Embodiment 1
As shown in Figure 1 and Figure 2, a kind of foundation pit containing confined water of soft soil layer gushes the plastic failure computation processing method, may further comprise the steps:
1) chooses the model computer capacity;
2) hole subsoil material properties in the definition computer capacity;
3) with finite element program model of creation geometry entity, carry out cell discretization;
4) setting model fringe conditions;
5) model is applied the artesian head load, and find the solution;
6) draw the end, artesian water foundation ditch hole sudden soil flooding plastic failure distribution map according to result of calculation, judging whether foundation ditch dashes forward gushes.
The long 13.8m of Shanghai Underground station end well section deep foundation ditch, wide 19.0m, dark 16.7m, foundation ditch section and computation model section are as shown in Figure 3, Figure 4.Foundation ditch place ground belongs to Quaternary system river mouth-strand shallow-sea facies sedimentary deposit, mainly form by saturated cohesive soil, silty soil and sand, wherein, the end, hole the 7. the sand layer be artesian aquifer, artesian water head height 28.0m before the precipitation, the 6. a layer farinose argillic horizon be the pan soil water barrier, the physical and mechanical parameter of hole each clay distribution of the end and soil sees Table 1.
Adopt the prominent plastic failure ANALYSIS OF CALCULATING of gushing of above-mentioned artesian water foundation ditch, water barrier plastic failure under different artesian head effects distributes as accompanying drawing 5, Fig. 6, Fig. 7 at the bottom of the station Deep Foundation Pit that calculates, and the square district that lacks among the figure is a yield-stress ratio greater than 1 plastic failure district.Table 2 be according to The model calculation to the following estimate of situation of hole end sudden soil flooding stability (prominent gush criterion be that water barrier top board and base plate are run through in the plastic failure district) of different artesian head effects, and model calculated judged result and traditional pressure balance method, centrifugal test and field observation result compare.
Table 1 soil layer mechanical calculation parameter
Table 2 is dashed forward and is gushed plastic failure The model calculation and pressure balance method, centrifugal model test and field observation result contrast
| Artesian water head height | Pressure balance method | The prominent plastic failure computation model that gushes | Centrifugal model test | On-the-spot actual |
| ??28m | Prominent gushing | There is not prominent gushing | The end, hole is stable, nothing is prominent gushes | Not observation |
| ??24m | Prominent gushing | There is not prominent gushing | The end, hole is stable, nothing is prominent gushes | There is not prominent gushing |
| ??20m | There is not prominent gushing | There is not prominent gushing | The end, hole is stable, nothing is prominent gushes | Not observation |
Embodiment 2
The long L=72.8m of certain RLH building foundation ditch, wide B=14.0m, dark H=6.0m, hole end water proof bed thickness h=1.7m, severe γ=19.0kN/m
3, elastic modulus E=76.0kN/m
2, poisson's ratio μ=0.32, cohesion C=76.0kPa, angle of internal friction
Artesian water head height H
w=4.5m.
Adopt above-mentioned artesian water foundation ditch to dash forward and gush the plastic failure ANALYSIS OF CALCULATING, water barrier plastic failure under different artesian head effects distributes as shown in Figure 8 at the bottom of the station Deep Foundation Pit that calculates, and gushes the analysis of plastic failure distribution map according to dashing forward, and foundation ditch does not have prominent gushing; The employing pressure balance method is analyzed, and foundation ditch produces prominent gushing, and on-the-spot actual be that foundation ditch does not have prominent gushing.Analysis result sees Table 3.
Embodiment 3
Certain Beihuan is mended the long L=12.0m of dwelling house I foundation ditch, wide B=3.2m, dark H=3.0m, hole end water proof bed thickness h=1.1m, severe γ=18.8kN/m
3, elastic modulus E=48.0kN/m
2, poisson's ratio μ=0.32, cohesion C=42.0kPa, angle of internal friction
Artesian water head height H
w=3.5m.
Adopt above-mentioned artesian water foundation ditch to dash forward and gush the plastic failure ANALYSIS OF CALCULATING, water barrier plastic failure under different artesian head effects distributes as shown in Figure 9 at the bottom of the station Deep Foundation Pit that calculates, and gushes the analysis of plastic failure distribution map according to dashing forward, and foundation ditch is prominent to be gushed; The employing pressure balance method is analyzed, and foundation ditch produces prominent gushing, and on-the-spot actual be that foundation ditch does not have prominent gushing.Analysis result sees Table 3.
Embodiment 4
Certain Beihuan is mended the long L=12.0m of dwelling house II foundation ditch, wide B=3.6m, dark H=3.4m, hole end water proof bed thickness h=0.7m, severe γ=19.0kN/m
3, elastic modulus E=60.0kN/m
2, poisson's ratio μ=0.32, cohesion C=48.0kPa, angle of internal friction
Artesian water head height H
w=3.5m.
Adopt above-mentioned artesian water foundation ditch to dash forward and gush the plastic failure ANALYSIS OF CALCULATING, water barrier plastic failure under different artesian head effects distributes as shown in figure 10 at the bottom of the station Deep Foundation Pit that calculates, and gushes the analysis of plastic failure distribution map according to dashing forward, and foundation ditch produces prominent gushing; The employing pressure balance method is analyzed, and foundation ditch produces prominent gushing, and on-the-spot actual to be that foundation ditch is prominent gush.Analysis result sees Table 3.
Embodiment 5
The long L=13.0m of certain candied fruit factory workshop foundation ditch, wide B=4.6m, dark H=6.1m, hole end water proof bed thickness h=3.3m, severe γ=19.4kN/m
3, elastic modulus E=80.0kN/m
2, poisson's ratio μ=0.36, cohesion C=70.0kPa, angle of internal friction
Artesian water head height H
w=8.7m.
Adopt above-mentioned artesian water foundation ditch to dash forward and gush the plastic failure ANALYSIS OF CALCULATING, water barrier plastic failure under different artesian head effects distributes as shown in figure 11 at the bottom of the station Deep Foundation Pit that calculates, and gushes the analysis of plastic failure distribution map according to dashing forward, and foundation ditch is prominent to be gushed; The employing pressure balance method is analyzed, and foundation ditch produces prominent gushing, and on-the-spot actual be that foundation ditch does not have prominent gushing.Analysis result sees Table 3.
Embodiment 6
The long L=67.5m of Changzhou 1# foundation ditch, wide B=24.1m, dark H=5.1m, hole end water proof bed thickness h=2.3m, severe γ=20.1kN/m
3, elastic modulus E=104.0kN/m
2, poisson's ratio μ=0.32, cohesion C=154.0kPa, angle of internal friction
Artesian water head height H
w=5.0m.
Adopt above-mentioned artesian water foundation ditch to dash forward and gush the plastic failure ANALYSIS OF CALCULATING, water barrier plastic failure under different artesian head effects distributes as shown in figure 12 at the bottom of the station Deep Foundation Pit that calculates, and gushes the analysis of plastic failure distribution map according to dashing forward, and foundation ditch is prominent to be gushed; The employing pressure balance method is analyzed, and foundation ditch produces prominent gushing, and on-the-spot actual be that foundation ditch does not have prominent gushing.Analysis result sees Table 3.
Embodiment 7
The long L=52.0m of Changzhou 2# foundation ditch, wide B=22.3m, dark H=6.0m, hole end water proof bed thickness h=1.7m, severe γ=19.6kN/m
3, elastic modulus E=96.0kN/m
2, poisson's ratio μ=0.32, cohesion C=115.0kPa, angle of internal friction
Artesian water head height H
w=4.3m.
Adopt above-mentioned artesian water foundation ditch to dash forward and gush the plastic failure ANALYSIS OF CALCULATING, water barrier plastic failure under different artesian head effects distributes as shown in figure 13 at the bottom of the station Deep Foundation Pit that calculates, and gushes the analysis of plastic failure distribution map according to dashing forward, and foundation ditch produces prominent gushing; The employing pressure balance method is analyzed, and foundation ditch produces prominent gushing, and on-the-spot actual be that foundation ditch produces prominent gushing.Analysis result sees Table 3.
Embodiment 8
The long L=40.0m of Changzhou 3# foundation ditch, wide B=2.0m, dark H=6.2m, hole end water proof bed thickness h=0.9m, severe γ=19.9kN/m
3, elastic modulus E=84.0kN/m
2, poisson's ratio μ=0.32, cohesion C=67.0kPa, angle of internal friction
Artesian water head height H
w=5.0m.
Adopt above-mentioned artesian water foundation ditch to dash forward and gush the plastic failure ANALYSIS OF CALCULATING, water barrier plastic failure under different artesian head effects distributes as shown in figure 14 at the bottom of the station Deep Foundation Pit that calculates, and gushes the analysis of plastic failure distribution map according to dashing forward, and foundation ditch is prominent to be gushed; The employing pressure balance method is analyzed, and foundation ditch produces prominent gushing, and on-the-spot actual to be that foundation ditch is prominent gush.Analysis result sees Table 3.
The foregoing description result of calculation shows: the judged result that adopts pressure balance method to obtain is quite different with on-the-spot reality, gush the plastic failure ANALYSIS OF CALCULATING and adopt the artesian water foundation ditch to dash forward, the judged result that obtains is identical consistent with on-the-spot reality and result of the test, thereby has verified the correctness of technical solution of the present invention.
The prominent plastic failure computational methods application example analytical table that gushes of table 3 artesian water foundation ditch
Claims (6)
1. a foundation pit containing confined water of soft soil layer gushes the plastic failure computation processing method, it is characterized in that, may further comprise the steps:
1) chooses the model computer capacity;
2) hole subsoil material properties in the definition computer capacity;
3) create the geometry entity model with finite element program, carry out cell discretization;
4) setting model fringe conditions;
5) model is applied the artesian head load, and find the solution;
6) draw the end, artesian water foundation ditch hole sudden soil flooding plastic failure distribution map according to result of calculation, judging whether foundation ditch dashes forward gushes.
2. a kind of foundation pit containing confined water of soft soil layer according to claim 1 gushes the plastic failure computation processing method, it is characterized in that, the model computer capacity selection principle in the described step 1) is:
Along the foundation ditch cross-sectional direction, the model width is taken between two space enclosing structures;
Vertical along foundation ditch, model length is got the length that the end, foundation ditch hole exposes fully;
Vertical along foundation ditch, the model height is got hole end impermeable layer thickness.
3. a kind of foundation pit containing confined water of soft soil layer according to claim 1 gushes the plastic failure computation processing method, it is characterized in that, described step 2) the hole subsoil material properties in is the elasticoplastic body of heterogeneous body, isotropism, stratification distribution, and soil body plastic yielding meets the Drucker-Prager criterion.
4. a kind of foundation pit containing confined water of soft soil layer according to claim 1 gushes the plastic failure computation processing method, it is characterized in that, the geometry entity model in the described step 3) adopts the 3D solid unit to carry out discretization.
5. a kind of foundation pit containing confined water of soft soil layer according to claim 1 gushes the plastic failure computation processing method, it is characterized in that, the model boundary condition in the described step 4) is treated to:
With the contactless side of space enclosing structure, the border is assumed to vertical slip;
A side that contacts with space enclosing structure, border are assumed to solid constraint.
6. a kind of foundation pit containing confined water of soft soil layer according to claim 1 gushes the plastic failure computation processing method, it is characterized in that, the artesian head load in the described step 5) is uniform head pressure load.
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Cited By (7)
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|---|---|---|---|---|
| CN102322078A (en) * | 2011-06-17 | 2012-01-18 | 同济大学 | Method for calculating and processing inrushing destruction of excavation and depressurization coupling effect of foundation pit with confined water |
| CN104900130A (en) * | 2015-06-10 | 2015-09-09 | 浙江大学 | Foundation pit pouring demonstrator and foundation pit pouring experiment research method thereof |
| CN105386474A (en) * | 2015-10-22 | 2016-03-09 | 上海交通大学 | Method for determining influences of leakage of waterproof curtain above foundation pit excavation face on surrounding environment |
| CN109580374A (en) * | 2019-01-03 | 2019-04-05 | 同济大学 | Evaluate the continuous wall trench underground of layer of sand containing artesian water Centrifugal Model Test for Stability device |
| CN112380594A (en) * | 2020-10-10 | 2021-02-19 | 上海市政工程设计研究总院（集团）有限公司 | Pit bottom confined water-based foundation pit wall bottom anti-uplift stability calculation method |
| CN115627746A (en) * | 2022-12-08 | 2023-01-20 | 山东建筑大学 | Confined water stratum foundation pit anti-surging safety assessment method based on in-situ test |
| CN117230842A (en) * | 2023-11-14 | 2023-12-15 | 青岛亿联建设集团股份有限公司 | Method for preventing coastal geological deep foundation pit from piping |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102322078A (en) * | 2011-06-17 | 2012-01-18 | 同济大学 | Method for calculating and processing inrushing destruction of excavation and depressurization coupling effect of foundation pit with confined water |
| CN102322078B (en) * | 2011-06-17 | 2013-07-17 | 同济大学 | Method for calculating and processing inrushing destruction of excavation and depressurization coupling effect of foundation pit with confined water |
| CN104900130A (en) * | 2015-06-10 | 2015-09-09 | 浙江大学 | Foundation pit pouring demonstrator and foundation pit pouring experiment research method thereof |
| CN104900130B (en) * | 2015-06-10 | 2017-06-20 | 浙江大学 | A kind of Foundation Pit Pouring demonstrator and its Foundation Pit Pouring experiment research |
| CN105386474A (en) * | 2015-10-22 | 2016-03-09 | 上海交通大学 | Method for determining influences of leakage of waterproof curtain above foundation pit excavation face on surrounding environment |
| CN105386474B (en) * | 2015-10-22 | 2017-05-10 | 上海交通大学 | Method for determining influences of leakage of waterproof curtain above foundation pit excavation face on surrounding environment |
| CN109580374A (en) * | 2019-01-03 | 2019-04-05 | 同济大学 | Evaluate the continuous wall trench underground of layer of sand containing artesian water Centrifugal Model Test for Stability device |
| CN112380594A (en) * | 2020-10-10 | 2021-02-19 | 上海市政工程设计研究总院（集团）有限公司 | Pit bottom confined water-based foundation pit wall bottom anti-uplift stability calculation method |
| CN112380594B (en) * | 2020-10-10 | 2024-08-16 | 上海市政工程设计研究总院（集团）有限公司 | Method for calculating stability of foundation pit wall bottom anti-uplift based on pit bottom pressure-bearing water |
| CN115627746A (en) * | 2022-12-08 | 2023-01-20 | 山东建筑大学 | Confined water stratum foundation pit anti-surging safety assessment method based on in-situ test |
| CN117230842A (en) * | 2023-11-14 | 2023-12-15 | 青岛亿联建设集团股份有限公司 | Method for preventing coastal geological deep foundation pit from piping |
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