CN114091164A - Method for judging local stability of water-rich soft soil stratum - Google Patents

Method for judging local stability of water-rich soft soil stratum Download PDF

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CN114091164A
CN114091164A CN202111431195.1A CN202111431195A CN114091164A CN 114091164 A CN114091164 A CN 114091164A CN 202111431195 A CN202111431195 A CN 202111431195A CN 114091164 A CN114091164 A CN 114091164A
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soil
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sliding body
interlayer
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冯师
盛华
吴东鹏
吴伟文
罗赛楠
祝强
戴咏
刘晓东
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Shanghai Tunnel Foundation Enginering Co ltd
Shanghai Tunnel Engineering Co Ltd
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Shanghai Tunnel Engineering Co Ltd
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Abstract

The invention relates to a method for judging local stability of a water-rich soft soil stratum, which comprises the following steps: determining soil layer parameters of a position to be constructed, and determining construction parameters of the underground continuous wall to be constructed; calculating to obtain moment M according to soil layer parameters and construction parameterssMoment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiong(ii) a According to moment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongCalculating to obtain the total moment M of the local sliding body0(ii) a Comparing the total moment M0And moment MsIf moment MsGreater than or equal to total moment M0The mud pressure energy of the underground continuous wall to be constructedSupporting the partial slide. The method effectively solves the problem that the local instability of the weak interlayer in the water-rich stratum is not easy to be perceived, judges whether the mud pressure of the underground continuous wall is enough to support the local sliding body in the weak interlayer or not by calculating each moment value of the stratum, and has guiding significance for the construction of the underground continuous wall.

Description

Method for judging local stability of water-rich soft soil stratum
Technical Field
The invention relates to the field of building construction, in particular to a method for judging local stability of a water-rich soft soil stratum.
Background
With the continuous advance of the urbanization process, the ground space available for development in cities is less and less, more and more vehicles bring huge pressure to urban traffic, in order to solve the development problem, people begin to aim at the underground space with huge potential, the development of urban rail transit greatly relieves the pressure of urban ground traffic, and with the development of the underground space of large cities being faster and faster, underground engineering gradually changes from shallow to deep, and deep foundation pit engineering is more and more.
For deep foundation pit engineering, the underground continuous wall is the most appropriate enclosure structure type, but in coastal cities, the stratum type is mainly a water-rich soft soil stratum and can be provided with a weak interlayer, when the excavation depth is too large, the local instability of the weak interlayer is easy to occur, when the underground continuous wall with a deeper soft soil stratum is excavated, the local instability of the weak interlayer is easy to occur due to the complexity of the stratum, and the underground continuous wall has greater potential safety hazard.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a method for judging the local stability of a water-rich soft soil stratum, solves the problem that the local instability of a weak interlayer in the water-rich stratum is not easy to detect, judges whether the mud pressure of an underground continuous wall is enough to support a local sliding body in the weak interlayer or not by calculating the torque of each factor of the stratum, has guiding significance for the construction of the underground continuous wall, and ensures the construction quality and the construction safety.
The technical scheme for realizing the purpose is as follows:
the invention provides a method for judging local stability of a water-rich soft soil stratum, which comprises the following steps:
determining soil layer parameters of a position to be constructed according to the geological survey report, and determining construction parameters of the underground continuous wall to be constructed;
calculating the moment M of the mud pressure of the underground continuous wall to the local sliding body in the soft interlayer according to the soil layer parameters and the construction parameterssMoment M of soil pressure above soft interlayer to local sliding bodyaMoment M of groundwater pressure on local sliding bodywShear force moment M of soil around the local sliding body to the local sliding bodytThe anti-shearing force moment M of the soil around the local sliding body to the local sliding bodyfAnd the dead weight moment M of the partial sliding bodyg；
According to moment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongCalculating to obtain the total moment M of the local sliding body0；
Comparing the total moment M0And moment MsIf moment MsGreater than or equal to total moment M0The mud pressure of the underground diaphragm wall to be constructed can support the local sliding body.
The invention provides a method for judging local stability of a water-rich soft soil stratum, which is characterized in that a moment M is calculated according to soil layer parameters and construction parameterssMoment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongAnd then according to the moment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongCalculating to obtain total moment M0Total moment M0And moment MsComparing if the moment MsGreater than or equal to total moment M0The mud pressure of the underground continuous wall to be constructed can support the local sliding body, and if the moment M is adopted, the local sliding body can be supportedsLess than total moment M0If the underground continuous wall is not supported by the local sliding body, the pressure of the slurry needs to be increased, namely the gravity of the slurry is increased, the problem that the local instability of the weak interlayer in the water-rich stratum is not easy to detect is solved, whether the pressure of the slurry of the underground continuous wall is enough to support the local sliding body in the weak interlayer is judged by calculating the torque of each factor of the stratum, the underground continuous wall has guiding significance for the construction of the underground continuous wall, and the construction quality and the construction safety are ensured.
The method for judging the local stability of the water-rich soft soil stratum is further improved in that the moment M is calculatedsWhen, still include:
Figure BDA0003380271820000021
wherein M issThe moment of mud pressure on the local sliding body, a is the thickness of the soft interlayer, H is the thickness of the soil layer above the soft interlayer, HsFor the level elevation, gamma, of the slurry used for casting the diaphragm wallsThe weight of the mud used for pouring the underground continuous wall.
The method for judging the local stability of the water-rich soft soil stratum is further improved in that the moment M is calculatedaWhen, still include:
Figure BDA0003380271820000022
wherein M isaThe moment of the soil body pressure above the weak interlayer to the local sliding body, a is the thickness of the weak interlayer, L is the width of the underground continuous wall to be formed, gamma' is the average effective gravity of the soil layer above the weak interlayer, and c is the weak interlayerThe cohesive force of the soil layer above, q is the additional load of the earth surface,
Figure BDA0003380271820000023
the inner friction angle of the soil layer above the soft interlayer is shown, e is an irrational number, and H is the thickness of the soil layer above the soft interlayer.
The method for judging the local stability of the water-rich soft soil stratum is further improved in that the moment M is calculatedwWhen, still include:
Figure BDA0003380271820000031
wherein M iswThe moment of the underground water pressure on the local sliding body, a is the thickness of the soft interlayer, and hFIs the elevation of the pressure-bearing water head, H is the thickness of the soil layer above the soft interlayer, HsFor the level elevation, gamma, of the slurry used for casting the diaphragm wallwThe weight of the confined water.
The method for judging the local stability of the water-rich soft soil stratum is further improved in that the shearing force moment M is calculatedtWhen, still include:
Figure BDA0003380271820000032
Figure BDA0003380271820000033
Figure BDA0003380271820000034
wherein M istThe shearing force moment of the soil around the local sliding body to the local sliding body is defined, a is the thickness of the soft interlayer, KaIs the active earth pressure coefficient, delta1Vertical earth pressure to which the partial slide is subjected, c0Is cohesive force of soft interlayer soil body, L is underground connection to be formedThe width of the continuous wall, gamma' is the average effective gravity of the soil layer above the soft interlayer, c is the cohesive force of the soil layer above the soft interlayer, q is the surface additional load,
Figure BDA0003380271820000039
is the internal friction angle of the soil layer above the soft interlayer, e is an irrational number, H is the thickness of the soil layer above the soft interlayer,
Figure BDA0003380271820000035
the inner friction angle of the weak interlayer soil body.
The method for judging the local stability of the water-rich soft soil stratum is further improved in that the anti-shearing force moment M is calculatedfWhen, still include:
Figure BDA0003380271820000036
wherein M isfThe anti-shearing force moment of the soil body around the local sliding body to the local sliding body is shown, a is the thickness of the soft interlayer, KaIs the active earth pressure coefficient, delta1Vertical earth pressure to which the partial slide is subjected, c0Is the cohesive force of the weak interlayer soil body,
Figure BDA0003380271820000037
the internal friction angle of the weak interlayer soil body is shown, and pi is 3.14.
The method for judging the local stability of the water-rich soft soil stratum is further improved in that the moment M of the dead weight action is calculatedgWhen, still include:
Figure BDA0003380271820000038
wherein M isgThe moment of the local sliding body due to the dead weight, a is the thickness of the soft interlayer, and gamma0' is the effective gravity of the weak interlayer soil body.
The invention relates to a method for judging local stability of a water-rich soft soil stratumThe method is further improved in that the total moment M is calculated0When, still include:
M0＝Ma+Mw+Mt-Mf+Mg
wherein M is0For total moment applied to the partial slide body, MaMoment of pressure of the soil body above the weak interlayer on the local sliding body, MwMoment of groundwater pressure on local sliding body, MtShear force moment of the soil around the partial slide body on the partial slide body, MfFor the anti-shearing force moment of the soil body around the local sliding body to the local sliding body, MgThe moment is acted on by the dead weight of the partial sliding body.
The method for judging the local stability of the water-rich soft soil stratum is further improved in that the total moment M is compared0And moment MsIf moment MsLess than total moment M0The weight of the slurry used to cast the diaphragm wall is increased.
The method for judging the local stability of the water-rich soft soil stratum is further improved in that when the gravity of mud for pouring the underground continuous wall is increased, the method further comprises the following steps:
calculating minimum mud weight
Figure BDA0003380271820000041
And according to minimum mud weight
Figure BDA0003380271820000042
The method comprises the following steps of adjusting the gravity of slurry for pouring the underground continuous wall, wherein the calculation formula is as follows:
Figure BDA0003380271820000043
wherein,
Figure BDA0003380271820000044
for minimum mud weight, a is the thickness of the weak interlayer, H is the thickness of the soil layer above the weak interlayer, HsFor placing underground connectionsLevel of slurry in wall, M0Is the total moment applied to the partial sliding body.
Drawings
Fig. 1 is a flow chart of the method for judging the local stability of the water-rich soft soil stratum.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
The invention provides a method for judging local stability of a water-rich soft soil stratum, which is characterized in that a moment M is calculated according to soil layer parameters and construction parameterssMoment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongAnd then according to the moment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongCalculating to obtain total moment M0Total moment M0And moment MsComparing if the moment MsGreater than or equal to total moment M0The mud pressure of the underground continuous wall to be constructed can support the local sliding body, and if the moment M is adopted, the local sliding body can be supportedsLess than total moment M0If the underground continuous wall is not supported by the local sliding body, the pressure of the slurry needs to be increased, namely the gravity of the slurry is increased, the problem that the local instability of the weak interlayer in the water-rich stratum is not easy to detect is solved, whether the pressure of the slurry of the underground continuous wall is enough to support the local sliding body in the weak interlayer is judged by calculating the torque of each factor of the stratum, the underground continuous wall has guiding significance for the construction of the underground continuous wall, and the construction quality and the construction safety are ensured. The method for judging the local stability of the water-rich soft soil stratum is described below with reference to the accompanying drawings.
Fig. 1 is a flow chart of the method for judging the local stability of the water-rich soft soil stratum of the invention. The method for determining the local stability of the water-rich soft soil stratum according to the present invention will be described with reference to fig. 1.
As shown in fig. 1, the invention provides a method for judging local stability of a water-rich soft soil stratum, which comprises the following steps:
determining soil layer parameters of a position to be constructed according to the geological survey report, and determining construction parameters of the underground continuous wall to be constructed;
calculating the moment M of the mud pressure of the underground continuous wall to the local sliding body in the soft interlayer according to the soil layer parameters and the construction parameterssMoment M of soil pressure above soft interlayer to local sliding bodyaMoment M of groundwater pressure on local sliding bodywShear force moment M of soil around the local sliding body to the local sliding bodytThe anti-shearing force moment M of the soil around the local sliding body to the local sliding bodyfAnd the dead weight moment M of the partial sliding bodyg；
According to moment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongCalculating to obtain the total moment M of the local sliding body0；
Comparing the total moment M0And moment MsIf moment MsGreater than or equal to total moment M0The mud pressure of the underground diaphragm wall to be constructed can support the local sliding body.
As a preferred embodiment of the present invention, the moment M is calculatedsWhen, still include:
Figure BDA0003380271820000051
wherein M issThe moment of mud pressure on the local sliding body, a is the thickness of the soft interlayer, H is the thickness of the soil layer above the soft interlayer, HsFor the level elevation, gamma, of the slurry used for casting the diaphragm wallsThe weight of the mud used for pouring the underground continuous wall.
Further, calculating the moment MaWhen, still include:
Figure BDA0003380271820000052
wherein M isaIs softThe moment of the soil pressure above the weak interlayer to the partial sliding body, a is the thickness of the weak interlayer, L is the width of the underground continuous wall to be formed, gamma' is the average effective weight of the soil layer above the weak interlayer, c is the cohesive force of the soil layer above the weak interlayer, q is the additional load of the earth surface,
Figure BDA0003380271820000055
the inner friction angle of the soil layer above the soft interlayer is shown, e is an irrational number, and H is the thickness of the soil layer above the soft interlayer.
Further, calculating the moment MwWhen, still include:
Figure BDA0003380271820000053
wherein M iswThe moment of the underground water pressure on the local sliding body, a is the thickness of the soft interlayer, and hFIs the elevation of the pressure-bearing water head, H is the thickness of the soil layer above the soft interlayer, HsFor the level elevation, gamma, of the slurry used for casting the diaphragm wallwThe weight of the confined water.
Further, a shear force moment M is calculatedtWhen, still include:
Figure BDA0003380271820000054
Figure BDA0003380271820000061
Figure BDA0003380271820000062
wherein M istThe shearing force moment of the soil around the local sliding body to the local sliding body is defined, a is the thickness of the soft interlayer, KaIs the active earth pressure coefficient, delta1In order to locally withstand the vertical earth pressure to which the sliding body is subjected,c0is cohesive force of soil body of the weak interlayer, L is width of the underground continuous wall to be formed, gamma' is average effective gravity of soil layer above the weak interlayer, c is cohesive force of soil layer above the weak interlayer, q is surface additional load,
Figure BDA00033802718200000611
is the internal friction angle of the soil layer above the soft interlayer, e is an irrational number, H is the thickness of the soil layer above the soft interlayer,
Figure BDA0003380271820000063
the inner friction angle of the weak interlayer soil body.
In particular, the shear moment M is calculatedfWhen, still include:
Figure BDA0003380271820000064
wherein M isfThe anti-shearing force moment of the soil body around the local sliding body to the local sliding body is shown, a is the thickness of the soft interlayer, KaIs the active earth pressure coefficient, delta1Vertical earth pressure to which the partial slide is subjected, c0Is the cohesive force of the weak interlayer soil body,
Figure BDA0003380271820000065
the internal friction angle of the weak interlayer soil body is shown, and pi is 3.14.
Further, the deadweight moment M is calculatedgWhen, still include:
Figure BDA0003380271820000066
wherein M isgThe moment of the local sliding body due to the dead weight, a is the thickness of the soft interlayer, and gamma0' is the effective gravity of the weak interlayer soil body.
Further, the total moment M is calculated0When, still include:
M0＝Ma+Mw+Mt-Mf+Mg
wherein M is0For total moment applied to the partial slide body, MaMoment of pressure of the soil body above the weak interlayer on the local sliding body, MwMoment of groundwater pressure on local sliding body, MtShear force moment of the soil around the partial slide body on the partial slide body, MfFor the anti-shearing force moment of the soil body around the local sliding body to the local sliding body, MgThe moment is acted on by the dead weight of the partial sliding body.
Further, the total moment M is compared0And moment MsIf moment MsLess than total moment M0The weight of the slurry used to cast the diaphragm wall is increased.
Specifically, when the weight of mud used for pouring the underground continuous wall is increased, the method further comprises the following steps:
calculating minimum mud weight
Figure BDA0003380271820000067
And according to minimum mud weight
Figure BDA0003380271820000068
The method comprises the following steps of adjusting the gravity of slurry for pouring the underground continuous wall, wherein the calculation formula is as follows:
Figure BDA0003380271820000069
wherein,
Figure BDA00033802718200000610
for minimum mud weight, a is the thickness of the weak interlayer, H is the thickness of the soil layer above the weak interlayer, HsFor the level of the slurry used for casting the diaphragm wall, M0Is the total moment applied to the partial sliding body.
The specific embodiment of the invention is as follows:
the water-rich soft soil stratum is internally provided with a weak interlayer, the weak interlayer has a certain distance with the surface of the stratum, a local sliding body is formed in the weak interlayer, and when a groove wall is excavated in the water-rich soft soil stratum and cement is poured to form the underground continuous wall, the local sliding body is possibly subjected to local instability, so that the construction is greatly influenced;
determining soil layer parameters according to the geological survey report, and determining construction parameters of the underground continuous wall to be constructed;
calculating the moment M of the mud pressure of the underground continuous wall to the local sliding body in the soft interlayer according to the soil layer parameters and the construction parameterssMoment M of soil pressure above soft interlayer to local sliding bodyaMoment M of groundwater pressure on local sliding bodywShear force moment M of soil around the local sliding body to the local sliding bodytThe anti-shearing force moment M of the soil around the local sliding body to the local sliding bodyfAnd the dead weight moment M of the partial sliding bodyg；
According to moment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongCalculating to obtain the total moment M of the local sliding body0；
Comparing the total moment M0And moment MsIf moment MsGreater than or equal to total moment M0The mud pressure of the diaphragm wall to be constructed can support the local sliding body, if the moment M issLess than total moment M0If the mud pressure of the underground continuous wall to be constructed can not support the local sliding body, the weight of the mud needs to be adjusted;
according to moment MsCalculating to obtain the minimum mud weight, and calculating to obtain the minimum mud weight
Figure BDA0003380271820000071
Determining the weight of cement for pouring the underground continuous wall, wherein the weight of the cement can be selected to be slightly larger than the minimum weight of mud
Figure BDA0003380271820000072
To enable casting to formThe underground continuous wall can support a local sliding body, thereby maintaining the stability of the underground structure.
While the present invention has been described in detail and with reference to the embodiments thereof as illustrated in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the scope of the invention is to be determined by the appended claims.

Claims (10)

1. A method for judging local stability of a water-rich soft soil stratum is characterized by comprising the following steps:
determining soil layer parameters of a position to be constructed according to the geological survey report, and determining construction parameters of the underground continuous wall to be constructed;
calculating the moment M of the mud pressure of the underground continuous wall to the local sliding body in the weak interlayer according to the soil layer parameters and the construction parameterssThe moment M of the soil body pressure above the weak interlayer to the local sliding bodygMoment M of groundwater pressure on the local sliding bodywA shear force moment M of the soil around the local sliding body to the local sliding bodytThe anti-shearing force moment M of the soil body around the local sliding body to the local sliding bodyfAnd the dead weight moment M of the partial sliding bodyg；
According to moment MaMoment MwShear force moment MtAnti-shearing force moment MfAnd a moment M of self-weight actiongCalculating to obtain the total moment M of the local sliding body0；
Comparing the total moment M0And moment MsIf moment MsGreater than or equal to total moment M0The partial sliding body can be supported by the mud pressure of the underground diaphragm wall to be constructed.
2. The method for determining local stability of a water-rich soft soil formation of claim 1, wherein the moment M is calculatedsWhen, still include:
Figure FDA0003380271810000011
wherein M issThe moment of mud pressure on the local sliding body, a is the thickness of the soft interlayer, H is the thickness of the soil layer above the soft interlayer, HsFor the level elevation, gamma, of the slurry used for casting the diaphragm wallsThe weight of the mud used for pouring the underground continuous wall.
3. The method for determining local stability of a water-rich soft soil formation of claim 1, wherein the moment M is calculatedaWhen, still include:
Figure FDA0003380271810000012
wherein M isaThe moment of the soil pressure above the weak interlayer to the local sliding body, a is the thickness of the weak interlayer, L is the width of the underground continuous wall to be formed, gamma' is the average effective gravity of the soil layer above the weak interlayer, c is the cohesive force of the soil layer above the weak interlayer, q is the additional load of the earth surface,
Figure FDA0003380271810000013
the inner friction angle of the soil layer above the soft interlayer is shown, e is an irrational number, and H is the thickness of the soil layer above the soft interlayer.
4. The method for determining local stability of a water-rich soft soil formation of claim 1, wherein the moment M is calculatedwWhen, still include:
Figure FDA0003380271810000014
wherein M iswThe moment of the groundwater pressure to the local sliding body,a is the thickness of the weak interlayer, hFIs the elevation of the pressure-bearing water head, H is the thickness of the soil layer above the soft interlayer, HsFor the level elevation, gamma, of the slurry used for casting the diaphragm wallwThe weight of the confined water.
5. The method for determining local stability of a water-rich soft soil formation according to claim 1, wherein a shear force moment M is calculatedtWhen, still include:
Figure FDA0003380271810000021
Figure FDA0003380271810000022
Figure FDA0003380271810000023
wherein M istThe shearing force moment of the soil around the local sliding body to the local sliding body is defined, a is the thickness of the soft interlayer, KaIs the active earth pressure coefficient, delta1The soil pressure in the vertical direction on a local sliding body is applied, c0 is the cohesive force of the soil body of the weak interlayer, L is the width of the underground continuous wall to be formed, gamma' is the average effective gravity of the soil layer above the weak interlayer, c is the cohesive force of the soil layer above the weak interlayer, q is the additional load of the earth surface,
Figure FDA0003380271810000027
is the internal friction angle of the soil layer above the soft interlayer, e is an irrational number, H is the thickness of the soil layer above the soft interlayer,
Figure FDA0003380271810000028
the inner friction angle of the weak interlayer soil body.
6. The method for discriminating local stability of a water-rich soft soil formation according to claim 5, wherein the anti-shearing force moment M is calculatedfWhen, still include:
Figure FDA0003380271810000024
wherein M isfThe anti-shearing force moment of the soil body around the local sliding body to the local sliding body is shown, a is the thickness of the soft interlayer, KaIs the active earth pressure coefficient, delta1Vertical earth pressure to which the partial slide is subjected, c0Is the cohesive force of the weak interlayer soil body,
Figure FDA0003380271810000025
the internal friction angle of the weak interlayer soil body is shown, and pi is 3.14.
7. The method for discriminating local stability of a water-rich soft soil formation according to claim 1, wherein the deadweight moment M is calculatedgWhen, still include:
Figure FDA0003380271810000026
wherein M isgThe moment of the local sliding body due to the dead weight, a is the thickness of the soft interlayer, and gamma0' is the effective gravity of the weak interlayer soil body.
8. The method for discriminating local stability of a water-rich soft soil formation according to claim 1, wherein the total moment M is calculated0When, still include:
M0＝Ma+Mw+Mt-Mf+Mg
wherein M is0For total moment applied to the partial slide body, MaMoment of pressure of the soil body above the weak interlayer on the local sliding body, MwIs undergroundMoment of water pressure on local slide, MtShear force moment of the soil around the partial slide body on the partial slide body, MfFor the anti-shearing force moment of the soil body around the local sliding body to the local sliding body, MgThe moment is acted on by the dead weight of the partial sliding body.
9. The method of claim 1 for determining local stability of a water-rich soft soil formation, wherein the total moment M is compared0And moment MsIf moment MsLess than total moment M0The weight of the slurry used to cast the diaphragm wall is increased.
10. The method for determining local stability of a water-rich soft soil formation according to claim 9, wherein when the weight of the slurry for placing the underground continuous wall is increased, the method further comprises:
calculating minimum mud weight
Figure FDA0003380271810000031
And according to minimum mud weight
Figure FDA0003380271810000032
The method comprises the following steps of adjusting the gravity of slurry for pouring the underground continuous wall, wherein the calculation formula is as follows:
Figure FDA0003380271810000033
wherein,
Figure FDA0003380271810000034
for minimum mud weight, a is the thickness of the weak interlayer, H is the thickness of the soil layer above the weak interlayer, HsFor the level of the slurry used for casting the diaphragm wall, M0Is the total moment applied to the partial sliding body.
CN202111431195.1A 2021-11-29 2021-11-29 Method for judging local stability of water-rich soft soil stratum Pending CN114091164A (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114855748A (en) * 2022-05-24 2022-08-05 中交第四航务工程局有限公司 Output torque-based cement mixing pile soil layer identification method
CN115354650A (en) * 2022-08-29 2022-11-18 中国土木工程集团有限公司 Building foundation reinforcing method

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114855748A (en) * 2022-05-24 2022-08-05 中交第四航务工程局有限公司 Output torque-based cement mixing pile soil layer identification method
CN115354650A (en) * 2022-08-29 2022-11-18 中国土木工程集团有限公司 Building foundation reinforcing method

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