CN109033625B - Method for measuring and calculating saline soil settlement between piles at bottom of cutting foundation bed - Google Patents
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Abstract
A method for measuring and calculating the amount of saline soil subsidence between piles at the bottom of a cutting bed under a soaking condition is used for scientifically and reasonably determining the amount of saline soil subsidence between piles at the bottom of the cutting bed under the soaking condition, and can meet the actual engineering requirements. The method comprises the following steps: determining the influence depth l of water immersion and subsidence below the top surface of cutting bed 0 Calculating and determining the thickness h of the dissolution deformation of the bottom of the cutting bed 0 (ii) a Carrying out a load collapse test, a compression test, a water content test, a soil particle specific gravity test and a heavy test on the saline soil sample to determine the collapse index C of the ith layer of soil among the piles ri The like; determining the amount s of saline soil subsidence among piles at the bottom of the cutting bed by the following formula r ：
Description
Technical Field
The invention relates to the technical field of geotechnical engineering, in particular to a method for measuring and calculating the amount of saline soil subsidence between piles at the bottom of a cutting foundation bed.
Technical Field
The saline soil is easy to be sunk and deformed under the soaking condition, and the normal use function of the high-speed ballastless railway or the magnetic suspension cutting bed is easily influenced. At present, the amount of the saline soil is mostly determined by 'building code of saline soil region' (SY/T0317-2012), namely the amount of the saline soil is determined according to the following formula:
in the formula, S δ0 The total amount of the settlement of the saline soil foundation is in unit mm; delta i The coefficient of subsidence of the ith layer of soil is shown; h i The thickness of the i-th layer of soil is unit mm; n is the number of layers of the total collapsible saline soil below the bottom surface of the foundation.
In engineering construction, the saline soil at the bottom of the cutting bed is usually reinforced by adopting a pile foundation according to the deformation control requirement, wherein the amount of the saline soil in the bottom of the cutting bed is determined by adopting the calculation formula, and the technical defect that the formula cannot consider the influences of the self-weight stress of the soil in the piles, the cutting excavation unloading, the bed load and the side surface constraint action of the reinforced pile.
Disclosure of Invention
The invention aims to solve the technical problem of providing a method for measuring and calculating the amount of the saline soil collapse between the piles at the bottom of a cutting bed, so as to scientifically and reasonably determine the amount of the saline soil collapse between the piles at the bottom of the cutting bed under the soaking condition, and adapt to the actual engineering requirements.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the invention relates to a method for measuring and calculating the amount of saline soil settlement between piles at the bottom of a cutting bed, which comprises the following steps:
(1) determining the depth l of the influence of water immersion and water sinking below the top surface of the cutting bed through field investigation or data query 0 The unit m; determining the bottom collapse deformation of the cutting bed by the following formula to calculate the thickness h 0 ：
In the formula, h 0 Calculating the thickness in m for the dissolution deformation of the bottom of the cutting bed; l 0 The depth of the influence of water immersion and sinking below the top surface of the cutting bed is unit m; h is a Is the thickness of the surface layer of the foundation bed in m; h is d Is the thickness of the bottom layer of the foundation bed in m;
(2) the initial porosity e of the i-th layer soil among the piles is determined by carrying out a load collapse test, a compression test, a water content test, a soil particle specific gravity test and a heavy test indoors through on-site investigation and collection of saline soil samples 0i (ii) a Determining unloading resilience index C of ith layer of soil between piles si (ii) a Determining effective stress change delta sigma generated by cutting excavation - In kPa; determining effective self-weight stress sigma of ith layer soil between piles y0i In kPa; determining the downward tangential force f generated on the side surface of the reinforcing pile after the i-th layer soil between piles is collapsed when encountering water i In kPa;
(3) determining the saline soil settlement s between piles at the bottom of the cutting bed by the following formula r ：
In the formula, s r The saline soil settlement between piles at the bottom of the cutting bed is measured in mm; n is the deformation of the solutionCalculating the number of divided soil layers in the thickness range; Δ s ri The settlement of the i-th layer of soil between piles is expressed in unit mm; c ri The subsidence index of the ith layer of soil between piles is shown; Δ z i The thickness of the i-th layer of soil between piles is expressed in unit mm; e.g. of the type 0i The initial pore space ratio of the ith layer of soil among the piles is obtained; sigma y0i The unit is the effective dead weight stress of the ith layer of soil among the piles in kPa; c si The unloading resilience index of the ith layer of soil between piles is obtained; delta sigma - Effective stress change generated for cutting excavation is in unit of kPa; delta sigma yi The effective stress change of the i-th layer soil between piles under the action of the foundation bed load is expressed in unit of kPa; sigma fi Endowing the reinforcing piles with the sinking constraint force of the ith layer of soil among the piles in unit of kPa; chi is a non-quantitative rigidization coefficient and is taken as 1 kPa;
reinforcing pile endows i-th layer soil between piles with settlement constraint force sigma fi Determined by the following formula:
in the formula, σ fi Endowing the reinforcing piles with the sinking constraint force of the ith layer of soil among the piles in unit of kPa; d is the pile diameter of the reinforcing pile, unit m; s is the pile spacing of the reinforcing piles, and the unit m; f. of i The unit of downward tangential force is kPa (kPa) generated on the side surface of the reinforcing pile after the i-th layer soil between piles is collapsed when meeting water;
collapse index C of i-th layer soil between piles ri The average slope of the soil body water immersion and dissolution e-logp curve in a certain pressure range is determined according to the following formula:
in the formula e j The pore ratio is generated by soaking and leaching after the soil body is compressed and stabilized under the j-th level pressure; p is a radical of j Is the j stage pressure; e.g. of the type j+1 The pore ratio is generated by soaking and leaching after the soil body is compressed and stabilized under the j +1 th level pressure; p is a radical of j+1 Is the j +1 th stage pressure.
The method has the advantages that on the basis of considering the dead weight stress of soil among piles, the unloading of cutting excavation, the load of a foundation bed and the constraint effect of a side surface of a reinforced pile, the method for measuring and calculating the amount of the saline soil subsidence among piles at the bottom of the cutting foundation bed is established, the technical defects of the existing 'construction specification of saline soil regions' (SY/T0317-2012) are overcome, the measuring and calculating method is convenient and fast, few in required calculation parameters and clear in flow, and the actual engineering requirements can be met.
Drawings
FIG. 1 is a schematic cross-sectional view of a saline soil reinforcing pile at the bottom of a cutting bed.
The figures show the components and corresponding references: a foundation bed surface layer 1, a foundation bed bottom layer 2, reinforced piles 3, saline soil D between piles, and a foundation bed surface layer thickness h a Thickness of the bottom layer of the foundation bed h d Pile diameter d of reinforcing pile, pile spacing s of reinforcing pile, depth of influence l of water immersion and water sinking below cutting bed top surface 0 。
Detailed Description
The invention is further illustrated by the following specific examples in conjunction with the accompanying drawings.
Referring to fig. 1, the method for measuring and calculating the saline soil settlement between piles at the bottom of a cutting bed comprises the following steps:
(1) determining the depth l of the influence of water immersion and water sinking below the top surface of the cutting bed through field investigation or data query 0 The unit m; determining the bottom collapse deformation of the cutting bed by the following formula to calculate the thickness h 0 ：
In the formula, h 0 Calculating the thickness in m for the dissolution deformation of the bottom of the cutting bed; l 0 The depth of the influence of water immersion and sinking below the top surface of the cutting bed is unit m; h is a Is the thickness of the surface layer of the foundation bed in m; h is d Is the thickness of the bottom layer of the foundation bed in m;
(2) the method comprises the steps of carrying out a load caving test, a compression test, a water content test, a soil particle specific gravity test and a heavy test indoors by surveying and collecting saline soil samples on site, and determining the initial void ratio e of the ith layer of soil among piles 0i (ii) a Determining unloading resilience index C of ith layer of soil between piles si (ii) a Determining effective stress change delta sigma generated by cutting excavation - In kPa; determining effective self-weight stress sigma of ith layer soil between piles y0i In kPa; determining the downward tangential force f generated on the side surface of the reinforcing pile after the i-th layer soil between piles is collapsed when encountering water i， Units kPa;
(3) determining the saline soil settlement s between piles at the bottom of the cutting bed by the following formula r ：
In the formula, s r The saline soil settlement between piles at the bottom of the cutting bed is measured in mm; n is the number of divided soil layers in the calculated thickness range of the subsidence deformation; Δ s ri The settlement of the i-th layer of soil between piles is expressed in unit mm; c ri The subsidence index of the ith layer of soil between piles is shown; Δ z i The thickness of the i-th layer of soil between piles is expressed in unit mm; e.g. of the type 0i The initial pore space ratio of the ith layer of soil among the piles is obtained; sigma y0i The effective self-weight stress of the i-th layer of soil between piles is expressed in unit of kPa; c si The unloading resilience index of the ith layer of soil between piles is obtained; delta sigma - Effective stress change generated by cutting excavation is carried out in unit of kPa; delta sigma yi The effective stress change of the i-th layer soil between piles under the action of the foundation bed load is expressed in unit of kPa; sigma fi Endowing the reinforcing piles with the sinking constraint force of the ith layer of soil among the piles in unit of kPa; chi is a non-quantitative rigidifying coefficient and can be 1 kPa;
reinforcing pile endows i-th layer soil between piles with settlement constraint force sigma fi Determined by the following formula:
in the formula sigma fi Endowing the reinforcing piles with the sinking constraint force of the ith layer of soil among the piles in unit of kPa; d is the pile diameter of the reinforcing pile, unit m; s is the pile spacing of the reinforcing piles, and the unit m; f. of i Is generated on the side surface of the reinforcing pile after the i-th layer soil between piles is collapsed when meeting waterIn kPa.
Collapse index C of i-th layer soil between piles ri The average slope of the soil body water immersion and dissolution e-logP curve in a certain pressure range under the loaded condition is determined according to the following formula:
in the formula e j The pore ratio is generated by soaking and leaching after the soil body is compressed and stabilized under the j-th level pressure; p is a radical of j Is the j stage pressure; e.g. of the type j+1 The pore ratio is generated by soaking and leaching after the soil body is compressed and stabilized under the j +1 th level pressure; p is a radical of j+1 Is the j +1 th stage pressure.
In the step (2), the effective dead weight stress sigma of the ith layer soil between the piles y0i Can be determined by a hierarchical summation method.
In the steps (2) - (3), the ith layer of soil between the piles is located in the calculation thickness range of the dissolution deformation of the bottom of the cutting bed.
In the steps (2) - (3), the reinforcing pile has acid and alkali corrosion resistance and comprises a CFG pile, a tubular pile, a plain concrete pile and a reinforced concrete pile;
and (3) in the step (3), the saline soil collapse amount between the piles at the bottom of the cutting foundation bed is the saline soil collapse deformation amount between the piles caused by external water immersion and leaching after the unloading of cutting excavation, the pile foundation reinforcement and the reloading of replacement load are stabilized in deformation.
In the step (3), the effective stress change generated by the i-th layer soil among the piles under the load action of the foundation bed can be calculated by adopting a Boussinesq theory, and the load sharing ratio of the soil among the piles of the foundation of the roadbed is considered according to 30-60%.
In the step (3), the reinforcing piles are arranged at equal intervals according to the square, and the pile length of each reinforcing pile is not less than the thickness h calculated by the subsidence deformation of the saline soil foundation 0 。
In the step (3), the effective stress change delta sigma generated by cutting excavation - Effective stress changes generated from excavation of the earth surface to the bottom of the foundation bed.
Example (b):
referring to fig. 1, a cutting bed is built in a saline soil area of a certain high-speed railway, the cutting depth is 6.8m (the depth from the earth surface at the center of a roadbed to the bottom surface of the bed), the slope ratio is 1:1.75, the width of the top surface of the bed is 13.4m, the thickness of the surface layer of the bed is 0.4m, and the thickness of the bottom layer of the bed is 1.9 m. This cutting foundation bed bottom salinized soil can take place the deformation of dissolving in the water in the process of leaching, for reducing ground dissolving deformation, adopts reinforcing pile 3 to carry out the ground processing, and 3 footpaths 0.5m of reinforcing pile, pile interval 1.4m, the long 5m of pile.
The method of the invention is adopted to determine the D dissolution amount s of the saline soil between the piles at the bottom of the cutting bed during soaking and leaching r (the position is the center of the roadbed), and the concrete steps are as follows:
(1) determining the depth l of the influence of water immersion and water sinking below the top surface of the cutting bed through field investigation or data query 0 Is 4.3 m; determining the bottom collapse deformation of the cutting bed by the following formula to calculate the thickness h 0 ：
Reason l 0 ＝4.3m＞h a +h d 2.3m, so h 0 ＝l 0 -h a -h d ＝4.3-0.4-1.9＝2.0(m)。
Accordingly, the thickness h is calculated by the sinking deformation of the bottom of the cutting bed 0 2.0m was taken.
(2) The initial porosity e of the i-th layer soil among the piles is determined by carrying out a load collapse test, a compression test, a water content test, a soil particle specific gravity test and a heavy test indoors through on-site investigation and collection of saline soil samples 0i (ii) a Determining unloading resilience index C of ith layer of soil between piles si (ii) a Determining effective stress change delta sigma generated by cutting excavation - In kPa; determining effective self-weight stress sigma of ith layer soil between piles y0i In kPa; determining the downward tangential force f generated on the side surface of the reinforcing pile 3 after the i-th layer soil between piles is collapsed when encountering water i In kPa; c ri 、e 0i 、C si 、Δσ - 、σ y0i 、f i The results of the determination are shown in Table 1.
(3) Determining the amount of salt-affected soil D in the bottom pile of the cutting bed by the following formula r ：
The load sharing ratio of soil between foundation piles of the roadbed is calculated and considered according to 50 percent. Then, the i-th layer soil between the piles at the bottom of the cutting bed is dissolved and sunk by the amount deltas ri The detailed calculation process of (A) is shown in Table 1.
Saline soil D settlement between piles at the bottom of cutting foundation bed (center of roadbed):
therefore, the dissolving amount of the saline soil D between the piles at the bottom of the cutting bed (the center of the roadbed) in soaking and leaching is 24.8 mm.
TABLE 1 calculation of i-th layer soil subsidence between piles
| i | Δz i | C ri | e 0i | C si | σ y0i | Δσ yi | Δσ - | f i | σ fi | Δs ri |
| 1 | 200 | 0.019 | 0.61 | 0.011 | 130.5 | 31.3 | 128.5 | 42.3 | 33.9 | 0 |
| 2 | 200 | 0.019 | 0.61 | 0.011 | 134.4 | 31.3 | 128.5 | 42.3 | 33.9 | 1.2 |
| 3 | 200 | 0.019 | 0.61 | 0.011 | 138.4 | 31.3 | 128.5 | 42.3 | 33.9 | 2.0 |
| 4 | 200 | 0.019 | 0.61 | 0.011 | 142.4 | 31.2 | 128.5 | 42.3 | 33.9 | 2.5 |
| 5 | 200 | 0.019 | 0.61 | 0.011 | 146.3 | 31.2 | 128.5 | 42.3 | 33.9 | 2.8 |
| 6 | 200 | 0.019 | 0.61 | 0.011 | 150.3 | 31.1 | 128.5 | 42.3 | 33.9 | 3.0 |
| 7 | 200 | 0.019 | 0.61 | 0.011 | 154.2 | 30.9 | 128.5 | 42.2 | 33.9 | 3.2 |
| 8 | 200 | 0.019 | 0.61 | 0.011 | 158.2 | 30.8 | 128.5 | 42.2 | 33.8 | 3.4 |
| 9 | 200 | 0.0185 | 0.606 | 0.011 | 162.2 | 30.6 | 128.5 | 42.2 | 33.8 | 3.4 |
| 10 | 200 | 0.0175 | 0.602 | 0.011 | 166.1 | 30.4 | 128.5 | 42.2 | 33.8 | 3.3 |
The method for measuring and calculating the saline soil settlement between piles at the bottom of the cutting foundation bed is provided on the basis of considering the dead weight stress of soil between piles, the cutting excavation unloading, the foundation bed load and the side surface constraint effect of the reinforced pile, overcomes the technical defects of the conventional 'construction specification of saline soil regions' (SY/T0317-2012), is scientific and reasonable, is convenient and fast to measure and calculate, requires few calculation parameters, is clear in flow, can meet the actual engineering requirements, and has wide popularization and application prospects.
The above description is only used for illustrating some principles of the method for measuring and calculating the amount of saline soil subsidence between piles at the bottom of the cutting bed, and the invention is not limited to the specific method and the application range shown and described, so all the corresponding modifications and equivalents which may be utilized belong to the patent scope applied by the invention.
Claims (3)
1. A method for measuring and calculating the amount of saline soil settlement between piles at the bottom of a cutting bed comprises the following steps:
(1) by on-site investigation or data-investigationInquiring and determining the immersion and sinking influence depth l below the top surface of the cutting bed 0 The unit m; determining the bottom collapse deformation of the cutting bed by the following formula to calculate the thickness h 0 ：
In the formula, h 0 Calculating the thickness in m for the dissolution deformation of the bottom of the cutting bed; l 0 The depth of the influence of water immersion and sinking below the top surface of the cutting bed is unit m; h is a Is the thickness of the surface layer of the foundation bed in m; h is d Is the thickness of the bottom layer of the foundation bed in m;
(2) the initial porosity e of the i-th layer soil among the piles is determined by carrying out a load collapse test, a compression test, a water content test, a soil particle specific gravity test and a heavy test indoors through on-site investigation and collection of saline soil samples 0i (ii) a Determining unloading resilience index C of ith layer of soil between piles si (ii) a Determining effective stress change delta sigma generated by cutting excavation - In kPa; determining effective self-weight stress sigma of ith layer soil between piles y0i In kPa; determining the downward tangential force f generated on the side surface of the reinforcing pile after the i-th layer soil between piles is collapsed when encountering water i In kPa;
(3) determining the saline soil settlement s between piles at the bottom of the cutting bed by the following formula r ：
In the formula, s r The saline soil settlement between piles at the bottom of the cutting bed is measured in mm; n is the number of divided soil layers in the calculated thickness range of the subsidence deformation; Δ s ri The settlement of the i-th layer of soil between piles is expressed in unit mm; c ri The subsidence index of the ith layer of soil between piles is shown; Δ z i The thickness of the i-th layer of soil between piles is expressed in unit mm; e.g. of the type 0i The initial pore space ratio of the ith layer of soil among the piles is obtained; sigma y0i The effective self-weight stress of the i-th layer of soil between piles is expressed in unit of kPa; c si Is the ith layer between pilesThe unloading resilience index of the soil; delta sigma - Effective stress change generated for cutting excavation is in unit of kPa; delta sigma yi The unit of the effective stress change is kPa (kPa) generated by the ith layer of soil between the piles under the action of the load of the foundation bed; sigma fi Endowing the reinforcing piles with the sinking constraint force of the ith layer of soil among the piles in unit of kPa; chi is a non-quantitative rigidization coefficient and is taken as 1 kPa;
reinforcing pile endows i-th layer soil between piles with settlement constraint force sigma fi Determined by the following formula:
in the formula, σ fi Endowing the reinforcing piles with the sinking constraint force of the ith layer of soil among the piles in unit of kPa; d is the pile diameter of the reinforcing pile, unit m; s is the pile spacing of the reinforcing piles, and the unit m; f. of i The unit of downward tangential force is kPa (kPa) generated on the side surface of the reinforcing pile after the i-th layer soil between piles is collapsed when meeting water;
collapse index C of i-th layer soil between piles ri The average slope of the soil body water immersion and dissolution e-logp curve in a certain pressure range is determined according to the following formula:
in the formula e j The pore ratio is generated by soaking and leaching after the soil body is compressed and stabilized under the j-th level pressure; p is a radical of j Is the j stage pressure; e.g. of the type j+1 The pore ratio is generated by soaking and leaching after the soil body is compressed and stabilized under the j +1 th level pressure; p is a radical of j+1 Is the j +1 th stage pressure.
2. The method for measuring and calculating the saline soil settlement between piles at the bottom of cutting bed according to claim 1, wherein the method comprises the following steps: and (3) in the step (3), the saline soil collapse amount between the piles at the bottom of the cutting foundation bed is the saline soil collapse deformation amount between the piles caused by external water immersion and leaching after the unloading of cutting excavation, the pile foundation reinforcement and the reloading of replacement load are stabilized in deformation.
3. The method for measuring and calculating the saline soil settlement between piles at the bottom of cutting bed according to claim 1, wherein the method comprises the following steps: in the step (3), the reinforcing piles are arranged at equal intervals according to the square, and the pile length of each reinforcing pile is not less than the thickness h calculated by the subsidence deformation of the saline soil foundation 0 。
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