CN107085632A - Underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum - Google Patents

Underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum Download PDF

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Publication number
CN107085632A
CN107085632A CN201710225179.4A CN201710225179A CN107085632A CN 107085632 A CN107085632 A CN 107085632A CN 201710225179 A CN201710225179 A CN 201710225179A CN 107085632 A CN107085632 A CN 107085632A
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water
engineering
underground
numerical
weak
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周继凯
林成欢
赵夕瑶
梁远志
张伦超
何旭
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Hohai University HHU
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Hohai University HHU
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    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00Computer-aided design [CAD]
    • G06F30/10Geometric CAD
    • G06F30/13Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads

Abstract

The present invention discloses underground engineering water buoyancy computational methods under the conditions of a kind of weak/impermeable stratum, and step is:Step 1, reported according to geotechnical engineering investigation, obtain the physico-mechanical properties parameter of each rock-soil layer;The type and stored condition of underground water;Each water-bearing layer water level, the regularity of distribution and supply excretion feature;Step 2, being combined local engineering experience by place hydrologic condition and analyzed influences the unexpected factor of level of ground water luffing in underground engineering total life cycle;Step 3, the engineering geological data sorted out according to step 1 generally changes place physical model, sets up corresponding numerical model, with reference to the unexpected factor of step 2, is that numerical model sets corresponding boundary condition;Step 4, by numerical methods of solving numerical model, the distribution situation of place pore water pressure is obtained, the water buoyancy suffered by underground engineering is calculated.Such a method can improve the reasonability of underground engineering water buoyancy calculating, solve the deficiency of underground engineering Anti-floating design method under the conditions of existing weak/impermeable stratum.

Description

Underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum
Technical field
The invention belongs to field of civil engineering, underground engineering water buoyancy meter under the conditions of more particularly to a kind of weak/impermeable stratum Calculation method.
Background technology
With economic growth, urban underground space has obtained a large amount of exploitation, emerges many super larges, the underground of ultra-deep Room.All kinds of underground structures can undoubtedly be acted on by buoyancy force of underground water during use, can be to the safe and stable of underground structure Impact.But, it is careful that calculating of the current few people to underground engineering water buoyancy under the conditions of weak/impermeable stratum was carried out Research, it is relatively conservative in value.For example, Wuhu Certain Project is located at area of bordering on the river, completed 3 years in superstructure, underground In the case that room bottom plate is not done, infiltration phenomenon is not occurred, and designer surveys the hydrostatic water table that report is provided with finding Very high, the buoyancy force of underground water calculated is very big.
By《Code for geological investigation of water resources and hydropower engineering》The infiltrative criteria for classification of Rock And Soil is understood, weak/impermeable stratum Refer to coefficient of permeability K and be less than 10-4Cm/s, and permeability rate q is less than 10Lu Rock And Soil.China is vast in territory, and engineering geological condition is more Sample, complexity, are commonly encountered this engineering geological condition.《Skyscraper geotechnical engineering investigation code》Defining " anti-uplift ground water level " is " evaluation of basement anti-floating calculate needed for, ensure to set up defences safety and the place level of ground water of economical rationality." still, this definition How do not indicate determines anti-uplift ground water level, and the calculating to underground engineering water buoyancy under the conditions of weak/impermeable stratum is brought Inconvenience.
《Skyscraper geotechnical engineering investigation code》Propose " as caused by the interim high water level produced by factors such as heavy rains Buoyancy, when basement is located at Clayey Soil Ground and good surface water Escape condition, can multiply 0.6~0.8 reduction coefficient, other Under the conditions of unsuitable reduction.”《Code for investigation of geotechnical engineering》Regulation " rock and clay to joint agensis and have local experience or , can be empirically determined during measured data.”
From above specification provision, underground engineering water buoyancy is implicitly present in some reductions under the conditions of weak/impermeable stratum, but It is and the reduction method that provides is not known, therefore needs to propose underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum.
The content of the invention
The purpose of the present invention, is to provide underground engineering water buoyancy computational methods under the conditions of a kind of weak/impermeable stratum, it can The reasonability that underground engineering water buoyancy is calculated is improved, underground engineering Anti-floating design method under the conditions of existing weak/impermeable stratum is solved Deficiency.
In order to reach above-mentioned purpose, solution of the invention is:
Underground engineering water buoyancy computational methods under the conditions of a kind of weak/impermeable stratum, comprise the following steps:
Step 1, reported according to geotechnical engineering investigation, obtain following information:The physico-mechanical properties parameter of each rock-soil layer;Ground The type and stored condition of lower water;Each water-bearing layer water level, the regularity of distribution and supply excretion feature;
Step 2, being combined local engineering experience by place hydrologic condition and analyzed in underground engineering total life cycle influences underground water The unexpected factor of level amplitude;
Step 3, the engineering geological data sorted out according to step 1 generally changes place physical model, sets up corresponding Numerical-Mode Type, is that numerical model sets corresponding boundary condition with reference to the unexpected factor of the influence level of ground water luffing proposed in step 2;
Step 4, by numerical methods of solving numerical model, the distribution situation of place pore water pressure is obtained, is counted according to the following formula Calculate the water buoyancy suffered by underground engineering:
F1=pA
Wherein, F1It is underground engineering water buoyancy, p is the average pore water pressure on underground structure bottom plate, and A is pore water pressure The base areas of power effect.
In above-mentioned steps 2, unexpected factor includes:Especially big rainfall, surrounding Other Engineering foundation construction, riverine, along the lakely Flood is broken out in area, and reservoir discharges water, distruting water transregionally.
In above-mentioned steps 3, the physics mould in place where the engineering geological data sorted out according to step 1 generally changes underground engineering Type, corresponding numerical model is set up using the SEEP/W modules in GeoStudio softwares.
In above-mentioned steps 4, underground structure bottom plate buried depth determines the average pore water pressure on bottom plate respectively when different.
In above-mentioned steps 4, the numerical model set up is solved using the SEEP/W modules in GeoStudio.
After such scheme, the present invention reports that the physico-mechanical properties for obtaining each rock-soil layer is joined according to geotechnical engineering investigation Number, being combined local engineering experience by place hydrologic condition and analyzed influences the accident of level of ground water luffing in underground engineering total life cycle Factor, generalization place physical model simultaneously sets up corresponding numerical model, solves numerical model, obtains point of place pore water pressure Cloth situation, calculates the water buoyancy suffered by underground engineering.
The present invention is it is determined that during underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum, consider place Hydrogeologic condition, the SEA LEVEL VARIATION in underground engineering usage cycles and weak/influence of the impermeable stratum property to level of ground water, are protected Hinder the safe and reliable of underground engineering anti-floating, compared to it is conventional using survey and report the hydrostatic water table generally proposed and calculate underground water Buoyancy is more reasonable, economical.
Brief description of the drawings
Fig. 1 is underground storehouse schematic diagram in the embodiment of the present invention;
Fig. 2 is underground storehouse numerical model schematic diagram in the embodiment of the present invention;
Fig. 3 is place pore water pressure distribution map in the embodiment of the present invention.
Embodiment
Below with reference to accompanying drawing, technical scheme is described in detail.
It is a kind of specific implementation case of the present invention shown in Fig. 1, Certain Project is the medium and small of two story frame structure Type underground storehouse, its basement part long 20m, wide 18m, buried depth 10m.Have no that there is surface water in place during geotechnical investigation, Place underground water influential on this engineering is diving, and diving preservation is in 2. layer soil.Wherein, 1. layer miscellaneous fill is loosely organized, close Solidity is poor, and rainy season and rainy day water yield are big, and infiltration coefficient is 0.10cm/s, average thickness 2m;2. layer clay is weak/waterproof Layer, infiltration coefficient is 5 × 10-7Cm/s, average thickness is more than 18m.Construction measures diving underground water initial water level depth before starting For 8.00~8.20m, fixed level buried depth is in 7.90~8.10m.Underground water year luffing 0.50m or so, underground water mainly receives Atmospheric precipitation, is drained with vertical evaporation mode.Although groundwater level is relatively low, place summer can meet with typhoon day heavy rain day Gas, rainwater is often impregnated with earth's surface, and exploration report suggestion is considered as unfavorable, and peak level buried depth is flattened by building year in design reference period Grade ± 0.00m is used afterwards.
The present invention provides underground engineering water buoyancy computational methods under the conditions of a kind of weak/impermeable stratum, comprises the following steps:
Step 1, reported according to geotechnical engineering investigation, obtain following information:1. layer miscellaneous fill infiltration coefficient is 0.10cm/s, Average thickness 2m;2. layer clay pervasion coefficient is 5 × 10-7Cm/s, average thickness is more than 18m;On underground engineering influentially Lower water is diving, and fixed level buried depth is in 7.90~8.10m, year luffing 0.50m or so;Underground water mainly receives Atmospheric precipitation, Drained with vertical evaporation mode.
Step 2, being combined local engineering experience by place hydrologic condition and analyzed in the underground engineering total life cycle influences underground The unexpected factor of range of stage is mainly especially big rainfall, takes rainfall to be 1.67 × 10 by local meteorological data-5M/s, rainfall Duration is set to 3 days, takes into full account the influence of unfavorable factor.
Step 3, the physical model in place where the engineering geological data sorted out according to step 1 generally changes underground engineering, profit Corresponding numerical model is set up with the SEEP/W modules in GeoStudio softwares, initial water level is located at buried depth 8.0m;With reference to step The rainstorm weather of the influence level of ground water luffing proposed in rapid 2, is that numerical model sets corresponding rainfall intensity, it is assumed that earth's surface is arranged Water condition is good, and no ponding, numerical model is as shown in Figure 2.
Step 4, the numerical model set up is solved using the SEEP/W modules in GeoStudio, place pore water pressure is obtained The distribution situation of power calculates underground engineering institute as shown in figure 3, extract the pore water pressure force value on underground engineering bottom plate according to the following formula The water buoyancy received:
F1=pA=19.614 × 103× (20 × 18)=7.061 × 106(N)
Wherein, F1It is underground engineering water buoyancy, p is the average pore water pressure on underground structure bottom plate, and A is pore water pressure The base areas of power effect.
Underground structure bottom plate buried depth should determine underground in the average pore water pressure on bottom plate, the present embodiment respectively when different Engineering bottom plate buried depth is consistent, is not required to determine respectively.
If using the suggestion of exploration report, in design reference period, peak level buried depth is by grade after building leveling year ± 0.00m is used, and calculates buoyancy according to Archimedes'law, under rainstorm condition, earth's surface water level has reached terrace, therefore recognizes All it is immersed in for underground storehouse in underground water, then the water buoyancy being subject to can be calculated by following formula and obtained:
F2l·g·Vl=1 × 103× 9.8 × (20 × 18 × 10)=3.528 × 107(N)
In formula, F2It is the underground engineering water buoyancy calculated according to Archimedes'law, ρlIt is the density of underground water, g is Acceleration of gravity, VlIt is the volume that basement is immersed in underground water.
The buoyancy force of underground water that above-described embodiment is calculated is much smaller compared with the buoyancy force of underground water that conventional method is drawn, is only it 20.02%, it is primarily due under rainstorm weather, although earth's surface is soaked, but rainfall infiltration does not cause hydraulic communication, it is not right Bottom plate produces buoyancy, and conventional method lacks research to the buoyancy force of underground water under the conditions of weak/impermeable stratum, generally thinks underground water Position reaches grade ± 0.00m, and the reduction degree of water buoyancy is mainly judged by rule of thumb.As can be seen here, it is comprehensive using energy of the invention The hydrogeologic condition, the SEA LEVEL VARIATION in underground engineering usage cycles and the weak/impermeable stratum property that consider place are closed to underground The influence of water level, more rationally, economical.
The technological thought of above example only to illustrate the invention, it is impossible to which protection scope of the present invention is limited with this, it is every According to technological thought proposed by the present invention, any change done on the basis of technical scheme each falls within the scope of the present invention Within.

Claims (5)

1. underground engineering water buoyancy computational methods under the conditions of a kind of weak/impermeable stratum, it is characterised in that comprise the following steps:
Step 1, reported according to geotechnical engineering investigation, obtain following information:The physico-mechanical properties parameter of each rock-soil layer;Underground water Type and stored condition;Each water-bearing layer water level, the regularity of distribution and supply excretion feature;
Step 2, local engineering experience is combined by place hydrologic condition and analyzes influence level of ground water change in underground engineering total life cycle The unexpected factor of width;
Step 3, the engineering geological data sorted out according to step 1 generally changes place physical model, sets up corresponding numerical model, knot The unexpected factor of the influence level of ground water luffing proposed in step 2 is closed, is that numerical model sets corresponding boundary condition;
Step 4, by numerical methods of solving numerical model, the distribution situation of place pore water pressure is obtained, calculates ground according to the following formula Water buoyancy suffered by lower engineering:
F1=pA
Wherein, F1It is underground engineering water buoyancy, p is the average pore water pressure on underground structure bottom plate, and A is pore water pressure masterpiece Base areas.
2. underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum as claimed in claim 1, it is characterised in that:Institute State in step 2, unexpected factor includes:Especially big rainfall, surrounding Other Engineering foundation construction, outburst flood in area riverine, along the lake, And reservoir discharges water, distruting water transregionally.
3. underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum as claimed in claim 1, it is characterised in that:Institute State in step 3, the physical model in place where the engineering geological data sorted out according to step 1 generally changes underground engineering is utilized SEEP/W modules in GeoStudio softwares set up corresponding numerical model.
4. underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum as claimed in claim 1, it is characterised in that:Institute State in step 4, underground structure bottom plate buried depth determines the average pore water pressure on bottom plate respectively when different.
5. underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum as claimed in claim 1, it is characterised in that:Institute State in step 4, the numerical model set up is solved using the SEEP/W modules in GeoStudio.
CN201710225179.4A 2017-04-07 2017-04-07 Underground engineering water buoyancy computational methods under the conditions of weak/impermeable stratum Pending CN107085632A (en)

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Cited By (1)

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Publication number Priority date Publication date Assignee Title
CN110685302A (en) * 2019-09-30 2020-01-14 同济大学 Underground structure buoyancy test device capable of eliminating side wall friction resistance influence

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