CN107435345B - Method for predicting settling volume of ultra-long pile group by adopting stress diffusion mode - Google Patents
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Abstract
The invention discloses a method for predicting settling volume of an ultralong pile group by adopting a stress diffusion mode, which comprises the following steps: calculating the additional stress of each soil layer in the thickness range of the compressive layer of the super-long pile group considering stress diffusion; and comparing the additional stress with the early-stage consolidation pressure, selecting a corresponding soil layer compression calculation formula according to the comparison result of the additional stress and the early-stage consolidation pressure to calculate the compression, and calculating the compression according to a layering summation method, thereby predicting and obtaining the settlement of the ultra-long pile group. The method has the advantages that the influence of the soil stress history such as natural soil deposition, deep foundation pit earthwork excavation and the like on the deposition of the ultra-long grouped piles is fully considered, the additional stress is calculated from the soil layer of which the pile body considers stress diffusion by taking the peripheral area of the grouped piles as a reference, the compression amount is calculated according to the layered summation method, the calculation process is simplified, and the process of calculating by adopting a complex formula is avoided; the difference between the calculated result and the actually measured settlement is small, and the calculated result does not need to be subjected to any experience correction, so that the practical engineering application is facilitated.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering, and particularly relates to a method for predicting settlement of an overlong pile group by adopting a stress diffusion mode in consideration of soil stress history.
Background
At present, research on ultra-long pile group settlement analysis methods in geotechnical engineering is less, and the conventional pile foundation settlement analysis methods are generally referred. Most of conventional pile group settlement analysis methods are based on an equivalent pier foundation method or a linear superposition method for inducing additional stress by load action in elastic half-space, the obvious compressive deformation of a pile body and the load sharing action of soil among piles of an overlong pile group are not considered, the influence of soil stress historical factors caused by geological causes or foundation pit excavation unloading and the like on overlong pile group settlement calculation is not considered, the calculated settlement is generally larger than an actual result, and the calculation method is complex and is not convenient for engineering application.
Disclosure of Invention
The invention aims to provide a method for predicting settlement of an ultra-long pile group by adopting a stress diffusion mode according to the defects of the prior art, which fully considers the influence of soil stress history such as natural soil deposition, deep foundation pit earthwork excavation and the like on the settlement of the ultra-long pile group, calculates additional stress from a soil layer of a pile body considering stress diffusion by taking the peripheral area of the ultra-long pile group as a reference, and calculates the compression amount according to a layered summation method so as to obtain the settlement of the ultra-long pile group.
The purpose of the invention is realized by the following technical scheme:
a method for predicting settling volume of ultra-long pile groups by adopting a stress diffusion mode is characterized by comprising the following steps:
(1) calculating the additional stress delta P of each soil layer in the compressed layer thickness range of the ultra-long grouped piles considering stress diffusioniWherein i is 1, 2, 3 … n;
(2) adding stress delta p to each soil layeriWith earlier consolidation pressure p in the respective earth layerciAnd initial effective stress poiComparing the difference;
if Δ pi＜pci-p0iThen the compression amount of the soil layer is:
if Δ pi＞pci-p0iThen the compression amount of the soil layer is:
wherein,
pcithe early consolidation pressure on a soil body compression curve e-lgp of the ith layer of soil is the maximum effective pressure historically suffered by the soil body;
p0ithe initial effective stress on a soil body compression curve e-lgp of the ith layer of soil is taken as the initial effective stress, and when the excavation unloading effect of the foundation pit is considered, the effective stress state of the soil body after excavation unloading and bottom plate load application is taken as the initial effective stress;
hithe thickness of the ith layer of soil;
e0iis the corresponding p on the soil body compression curve e-lgp of the ith layer soil0iAn initial porosity ratio of the value;
Csithe rebound index of the ith layer of soil;
Ccithe compression index of the i-th layer soil;
(3) calculating the settlement S of the ultra-long group of piles according to the compression amount of each soil layer, wherein the calculation formula is as follows:
the additional stress delta P of each soil layer in the step (1)iThe calculation method comprises the following steps:
(a) selecting an initial soil layer of the ultra-long pile group for stress diffusion, and respectively calculating the base area of each soil layer downwards diffused from the initial soil layer, wherein the calculation formula is as follows:
wherein,
Aishowing the base area of the i-th layer of soil after diffusion;
ai-1the length of the substrate after the diffusion of the i-1 th layer of soil;
bi-1the width of the substrate after the diffusion of the i-1 th layer of soil;
hithe thickness of the ith layer of soil;
(b) according to the base area A after diffusion of different soil layersiCalculating the additional stress delta P of the i-th layer soil bodyiThe calculation formula is:
ΔPi＝ΔPi-1*Ai-1/Ai
the thickness range of the compressed layer is formed by the super-long pile groupsCalculating the additional stress delta P after the stress diffusion from the soil layer considering the stress diffusioniEqual to 20% of the self-weight pressure depth of the soil body.
The ultra-long pile group refers to a building pile foundation with the length of the engineering pile being not less than 50m and the length-diameter ratio being not less than 60 in a soft soil area, or a bridge pile foundation and a port pile foundation with the length of the engineering pile being not less than 50m in the soft soil area by a pointer.
The method has the advantages that the influence of the soil stress history such as natural soil deposition, deep foundation pit earthwork excavation and the like on the deposition of the ultra-long grouped piles is fully considered, the additional stress is calculated from the soil layer of which the pile body considers stress diffusion by taking the peripheral area of the grouped piles as a reference, the compression amount is calculated according to the layered summation method, the calculation process is simplified, and the process of calculating by adopting a complex formula is avoided; the method can determine the initial depth of stress diffusion according to the specific conditions of the ultra-long grouped piles during settlement estimation, does not distinguish the compression in the pile length range from the soil mass compression amount under the pile end, is suitable for rapid estimation of settlement of conventional grouped piles and ultra-long grouped piles, has small difference between the calculated result and the actually-measured settlement, does not need to perform any empirical correction on the calculated result, has simple and easily-mastered calculating process, and is convenient for practical engineering application.
Drawings
FIG. 1 is a schematic diagram of the calculation method of the present invention;
FIG. 2 is a schematic diagram of a soil compression curve in consideration of the soil stress history according to the present invention;
FIG. 3 is a schematic diagram of the construction steps from the construction of an ultra-long pile group to the pouring of a raft plate of a foundation pit in the invention;
fig. 4 is a schematic view showing the construction steps of the superstructure of the present invention.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the following drawings to facilitate understanding by those skilled in the art:
referring to fig. 1-4, the labels 1-3 in the figures are: superstructure 1, bottom plate 2, overlength grouser 3.
Example 1: the method considers the soil body hyperconjugation state formed by the soil body sedimentation history in a soft soil area, deep foundation pit excavation unloading and other factors, estimates additional stress according to a certain diffusion angle according to engineering experience and soil body engineering properties, avoids the process of calculating by adopting a complex formula, simplifies the process to the utmost extent, does not need to introduce an experience correction coefficient, and reduces the difficulty of parameter selection and the complexity of the calculation process. The initial depth of stress diffusion can be determined according to the specific conditions of the ultra-long grouped piles during settlement estimation, the soil mass compression amount and the soil mass compression amount under the pile end in the ultra-long grouped pile length range are not distinguished, and the method is suitable for rapid settlement estimation of conventional grouped piles and ultra-long grouped piles. The method specifically comprises the following steps:
fully analyzing the stress history influence of the ultra-long pile foundation soil body in the soft soil area
1) Affected by geological causes, as shown in Table 1, the Shanghai regions No. ②, No. ⑥, No. ⑧, No. ⑩,
Isocohesive soils have significant hypercuring characteristics. As shown in FIG. 2, for the super-consolidation soil, if the current stress is less than p under the action of the additional stresscThe stressed deformation state of the elastic component is in a rebound recompression section on an e-lgp curve; if the current stress exceeds p under the action of the additional stresscThen entering a normal compression section on an e-lgp curve; at the same additional stress increment Δ PiUnder the action, the soil body compression amount calculated according to the normal compression curve is much larger than the result calculated according to the rebound curve, so the soil body stress history influence is fully considered for the settlement estimation of the super consolidated soil.
Table 1: statistical table of super-consolidation parameters of representative cohesive soil layer in Shanghai region
2) In order to fully consider the soil stress history, as shown in fig. 3 and 4, the actual stress history of the ultra-long pile group in the embodiment is decomposed as follows: (a) completing construction of the ultra-long grouped piles 3, wherein earthwork is not excavated; (b) the foundation pit is excavated to the bottom to be unloaded, and the water falls to the lower part of the bottom surface of the bottom plate 2; (c) applying the dead weight load of the bottom plate 2; (d) applying a load compensation excavation unloading part of the superstructure 1; (e) the remaining load of the superstructure 1 continues to be applied.
The excavation unloading of the deep foundation pit generates unloading stress in a pit bottom soil body, the initial stress field of the soil body is changed, the cohesive soil body which is originally in a normal consolidation state is in a true hyperconcentration state, or the hyperconcentration ratio of the cohesive soil which is originally in the hyperconcentration state is increased, after the structural load is applied, the soil body below the pit bottom in an unloading influence range is in a rebound recompression state, and the research on the rebound problem of the deep foundation pit in the Shanghai region shows that the maximum influence depth of the unloading rebound of the foundation pit can reach 2.5-3 times of the excavation depth, the rigidity of ⑥ hard clay layers and ⑦ sandy soil layers inhibits the rebound influence depth to a certain extent, the extremely significant influence range is in 0.45 times of the excavation depth below the pit bottom, and the recompression deformation of the rebound is properly considered when the settlement amount of the ultralong pile group 3 is calculated.
Calculation of additional stress of (II) soil layer
As shown in fig. 1, 3 and 4, the ultra-long pile group 3 is arranged in the soil body, the upper part of the ultra-long pile group is a bottom plate 2, an upper structure 1 is arranged on the bottom plate 2, and the additional stress is estimated according to engineering experience and soil body engineering properties and a certain diffusion angle, and the method comprises the following specific steps:
1) as shown in fig. 1, determining an initial soil layer of the super-long pile 3 for stress diffusion, and calculating the base area of each soil layer downward from the initial soil layer after diffusion, wherein the calculation formula is as follows:
wherein,
Aishowing the base area of the i-th layer of soil after diffusion;
ai-1the length of the substrate after the diffusion of the i-1 th layer of soil;
bi-1the width of the substrate after the diffusion of the i-1 th layer of soil;
hithe thickness of the ith layer of soil;
table 2: suggested value of extra-long pile group stress diffusion angle of representative soil layer in Shanghai region
2) According to the base area A after diffusion of different soil layersiCalculating the additional stress delta P of the i-th layer soil bodyiThe calculation formula is:
ΔPi＝ΔPi-1*Ai-1/Ai
it should be noted that the depth of the stress diffusion of the pile body of the ultra-long pile group 3, that is, the thickness of the compression layer, is determined as follows: the thickness of the compression layer is calculated from the soil layer of the ultra-long pile group considering stress diffusion, and the additional stress delta P after the stress diffusion is calculatediEqual to 20% of the self-weight pressure depth of the soil body.
(III) adding stress delta p to each soil layeriWith earlier consolidation pressure p in the respective earth layerciAnd initial effective stress poiComparing the difference;
if Δ pi＜pci-p0iThen the compression amount of the soil layer is:
if Δ pi＞pci-p0iThen the compression amount of the soil layer is:
wherein,
pcithe early consolidation pressure on a soil body compression curve e-lgp of the ith layer of soil is the historical previous consolidation pressure of the soil bodyThe maximum effective pressure is obtained by inquiring the early consolidation pressure of different soil layers according to the physical and mechanical property parameter table of the soil layer of the survey report, namely the early consolidation pressure is a known value which can be inquired;
p0itaking the initial effective stress on soil body compression curves e-lgp of the ith layer of soil, taking the effective stress state of the soil body after excavation unloading and bottom plate load application as the initial effective stress when the excavation unloading effect of the foundation pit is considered, wherein the value of the initial effective stress can be obtained according to the soil body compression curves e-lgp provided in the earlier stage survey report, namely the initial effective stress is a numerical value which can be calculated;
hithe thickness of the ith layer of soil;
e0iis the corresponding p on the soil body compression curve e-lgp of the ith layer soil0iInitial porosity ratio of values, as shown in fig. 2;
Csithe rebound index of the ith layer of soil is shown in figure 2;
Ccithe compressibility index of the i-th layer soil is shown in figure 2;
and (IV) calculating the total compression amount of the compression layer according to the compression amount of each soil layer and a layering summation method, thereby obtaining the settlement amount S of the ultra-long pile group 3, wherein the calculation formula is as follows:
it should be noted that the ultra-long pile group referred to in this embodiment refers to a building pile foundation with a length of engineering piles not less than 50m and a length-diameter ratio not less than 60 in a soft soil area, or a bridge or a port pile foundation with a length of engineering piles not less than 50m in a soft soil area by using a pointer.
Example 2: in this embodiment, a method for predicting settlement of an ultra-long pile group by using a stress diffusion mode in consideration of a soil stress history will be specifically described by taking a "building in a certain center" as an example.
Item overview
The building has 122 main buildings with height of 632m and total building area of 57.6 ten thousand m2Main buildingFloor area 8684m2Core tube structure of giant frame with area of about 1936m2The method adopts a piled raft foundation, the plane of a raft plate (namely a bottom plate) is octagonal, the thickness of the raft plate is 6m, and the burial depth is 30.5 m.
The ultra-long pile group is divided into A, B pile types, wherein the length of a pile A is 86m, the effective length is 56m, the pile number is 247 in the middle area of a core tube, the pile end is subjected to post-grouting, the length of a pile B is 82m, the effective length is 52m, the pile number is 700 in an expansion area, the pile end is subjected to post-grouting, the pile body is made of C45 reinforced concrete, the characteristic value of the bearing capacity of each pile is 10000KN, and the bearing capacity layer of the pile end is ⑨2-1A gray silt layer is formed. The core barrel is internally provided with piles A which are arranged in a quincunx manner, the pile spacing is 3D, the outer surface of the core barrel is provided with piles B, and the pile spacing is 3-4D.
The load that superstructure transmitted to raft top does: the constant load standard value is 6500000kN, the live load standard value is 1500000kN, and the raft dead weight pressure standard value is 150 kPa. And when calculating the settlement of the ultra-long pile group, adopting quasi-permanent combination of load effect. The building raft plate is approximately equilateral 8-shaped, can be treated according to equivalent circle, the diameter of the equivalent circle is 105m, namely the radius a of the load action range is 52.5m, and the equivalent distance-diameter ratio is Sathe/D is about 3.03.
Table 3: characteristic parameters of part of soil layer below pile end of certain central building
The excavation depth of the foundation pit is up to 30m at most, and the building settlement starts to be observed after the raft construction is finished, so the unloading effect caused by the raft load self-weight compensation foundation pit excavation is considered in the analysis, and the method is shown in attached figures 3 and 4.
Working condition 1: excavating the foundation pit to the bottom: lowering the water to the position below the bottom surface of the raft, wherein the total unloading capacity of the pit bottom is about 540 kPa;
working condition 2: applying the self weight load of the raft plates to be about 150 kPa;
working condition 3: applying a structural load to compensate for the excavated and unloaded part, wherein the structural load is applied at a rate of about 390 kPa;
working condition 4: the remaining superstructure load was applied at about 450 kPa.
Prediction of sedimentation amount by stress diffusion method
The settlement of the ultra-long pile group is estimated by using a stress diffusion method, which comprises the following steps:
the pile body of the super-long pile group enters ⑦ th2The additional stress after the layer is diffused under the action of side friction resistance of pile-soil interface, according to the engineering characteristics and related experience, ⑦ th of building in a certain center2The stress spread angle of the layers and the following soil layers can be obtained according to the following table:
table 4: stress diffusion angle of each soil layer
The stress diffusion method replaces the compression amount of the pile-soil complex with the compression amount of the sandy soil layer above the pile end, so that the compression amount of the pile body is not calculated, and the radius a of the load acting range is 52.5 m. And respectively calculating each soil layer according to a stress diffusion method.
Table 5: stress diffusion method estimation result (calculation from completion of raft construction)
From the above table, it can be seen that the total settlement at the center of the raft in the central building was 96.2mm by the settlement calculation method in example 1.
(III) comparative analysis of results calculated by different methods
In order to perform a comparative analysis on the settlement results calculated by different methods, a Butterfield (1984) settlement ratio method, a Skempton (1953) settlement ratio method and geotechnical engineering investigation report estimation results are introduced, and the settlement results calculated by different methods are summarized as shown in the following table:
table 6: summary of settlement calculations for different estimation methods
Note: and the measured value node is the top sealing of the core tube structure of the tower, and the final settlement of the center of the raft is estimated to be about 105 mm.
It should be noted that, the following methods are respectively adopted in the geotechnical engineering investigation report of the central building for settlement estimation: (1) the final settlement of the tower pile foundation is estimated to be 120mm after correction by a similar engineering correction coefficient of 0.2-0.25 by a method of project construction specification of Shanghai city foundation design Specification (DGJ 08-11-1999); (2) according to a method of an industry standard building pile foundation technical specification (JGJ94-2008), a final settlement of a tower pile foundation is estimated to be 100mm after correction by a similar engineering correction coefficient of 0.32; (3) the industrial standard 'high-rise building geotechnical engineering investigation regulation' is similar to engineering pile side soil property correction coefficient 0.7 and pile end soil property correction coefficient 0.8, and the final settlement of the tower pile foundation estimated by the finite element method is 100mm (4) and 106 mm.
As can be seen from table 6 above, the calculation result of the calculation method in this embodiment is very ideal, and substantially consistent with the final settlement amount of the center of the raft presumed from the measured data and the finite element method. It should be noted that the calculation methods used in this embodiment are not modified by empirical coefficients. In the calculation results given by the survey report, except that the finite element method can be processed in the calculation process to be more complex with the actual situation, the standard method adopts an empirical coefficient correction mode.
Claims (2)
1. A method for predicting settling volume of ultra-long pile groups by adopting a stress diffusion mode is characterized by comprising the following steps:
(1) calculating additional stress △ P of each soil layer within the thickness range of the compressive layer of the super-long pile group considering stress diffusioniWherein i =1, 2, 3 … n, and the thickness range of the compressive layer is calculated from the soil layer of the ultra-long pile group considering stress diffusion to the additional stress △ P after diffusioniEqual to 20% of the self-weight pressure depth of the soil body, and additional stress △ P of each soil layeriThe calculation method comprises the following steps:
(a) selecting an initial soil layer of the ultra-long pile group for stress diffusion, and respectively calculating the base area of each soil layer downwards diffused from the initial soil layer, wherein the calculation formula is as follows:
Ai=(ai-1+2hi*tanφ)(bi-1+2hi*tanφ)
wherein,
Aishowing the base area of the i-th layer of soil after diffusion;
ai-1the length of the substrate after the diffusion of the i-1 th layer of soil;
bi-1the width of the substrate after the diffusion of the i-1 th layer of soil;
hithe thickness of the ith layer of soil;
φempirically suggested values for the additional stress spread angle for the ith layer of soil;
(b) according to the base area A after diffusion of different soil layersiAnd calculating additional stress △ P of the i-th layer soil bodyiThe calculation formula is:
△Pi=△Pi-1* Ai-1/Ai；
(2) stress △ p is added to each soil layeriWith earlier consolidation pressure p in the respective earth layerciAnd initial effective stress poiComparing the difference;
if △ pi＜pci-p0iThen the compression amount of the soil layer is:
if △ pi＞pci-p0iThen the compression amount of the soil layer is:
wherein,
pcithe early consolidation pressure on a soil body compression curve e-lgp of the ith layer of soil is the maximum effective pressure historically suffered by the soil body;
p0iis the initial effective stress on the soil body compression curve e-lgp of the ith layer of soil,when the excavation unloading effect of the foundation pit is considered, the effective stress state of the soil body after excavation unloading and bottom plate load application is used as initial effective stress;
hithe thickness of the ith layer of soil;
e0iis the corresponding p on the soil body compression curve e-lgp of the ith layer soil0iAn initial porosity ratio of the value;
Csithe rebound index of the ith layer of soil;
Ccithe compression index of the i-th layer soil;
(3) calculating the settlement S of the ultra-long group of piles according to the compression amount of each soil layer, wherein the calculation formula is as follows:
2. the method according to claim 1, wherein the ultra-long piles are building pile foundations with a project pile length of 50m or more and a length-diameter ratio of 60 or more for soft soil areas, or bridge and harbor pile foundations with a project pile length of 50m or more for soft soil areas.
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