CN115062382A - Design method for sinking-reducing sparse pile by fully utilizing uplift and compression resistance - Google Patents
Design method for sinking-reducing sparse pile by fully utilizing uplift and compression resistance Download PDFInfo
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Abstract
The invention discloses a design method of a subsidence-reducing dredging pile by fully utilizing uplift and compression resistance, relates to the technical field of civil engineering, solves the problem that pile foundation waste is easily caused by the design of the existing pile foundation, and fully exerts the uplift and compression resistance of the pile foundation, and specifically comprises the following steps: primarily selecting the thickness of the raft and constructing a raft model according to the site environment and anti-floating requirements; calculating the minimum number of anti-floating piles required under the anti-floating working condition according to the anti-floating water level, the self weight and the weight of the upper structure and the anti-floating stability safety coefficient; preliminarily determining the thickness of the column pier, and establishing a relevant column pier model and a relevant anti-floating pile model by combining the raft model; carrying out anti-floating calculation on the anti-floating pile model, modifying the number of piles and/or the length of the piles when the anti-floating pile model does not meet the anti-floating requirement, rearranging anti-floating piles, determining the thickness of the pier and carrying out anti-floating calculation until the anti-floating requirement is met; carrying out pressure checking calculation on the pile foundation, adjusting the model which does not meet the layout requirement, and carrying out checking calculation again until the model meets the layout requirement; and (5) configuring a steel bar model.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a design method of a subsidence-reducing sparse pile by fully utilizing the resistance to pulling and compression.
Background
The statements herein merely provide background information related to the present disclosure and may not necessarily constitute prior art.
For a single-layer or multi-layer ground reservoir which is positioned on a soft soil foundation and connected with a high-rise tower, when pile foundation anti-floating is adopted, the fluctuation and precipitation of underground water level need to be considered, the conventional method is that the anti-floating working condition and the anti-compression working condition are all borne by piles, the average pressure of the structural substrate is not large, and the bearing capacity of a natural foundation can usually meet or is slightly deficient; counter-force and atrial appendage counter-force are inhomogeneous under the post, and the possibility of exceeding the foundation bearing capacity is big under the post, and raft arrangement of reinforcement is inhomogeneous.
The inventor finds that the pile number required by the pressure-resistant working condition is more than that required by the uplift working condition by utilizing the pile bearing load anti-floating and pressure-resistant working conditions, so that the waste of the pile foundation is caused; if the pile foundation is only used for resisting floating and is not considered when resisting pressure, the stress and deformation of the foundation can have larger deviation at low water head.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a method for designing a subsidence-reducing sparse pile by fully utilizing uplift and compression resistance, wherein the stress of a pile foundation and a raft is adjusted by adjusting the pile spacing and the foundation bed coefficient under a pier to ensure that the effect coefficient of a bearing platform is in a reasonable range, so that the uplift and compression resistance of the pile foundation can be fully exerted, the bending moment of the raft can be reduced, and the problem that the pile foundation is easily wasted by the existing pile foundation design method is solved.
In order to achieve the purpose, the invention is realized by the following technical scheme:
in a first aspect, the invention provides a method for designing a subsidence-reducing sparse pile by fully utilizing the pulling resistance and the compression resistance, which comprises the following steps:
primarily selecting the thickness of the raft and constructing a raft model according to the field environment and anti-floating requirements;
calculating the minimum number of anti-floating piles required under the anti-floating working condition according to the anti-floating water level, the self weight and the weight of the upper structure and the anti-floating stability safety coefficient;
preliminarily determining the thickness of the column pier, and establishing a relevant column pier model and a relevant anti-floating pile model by combining the raft model;
carrying out anti-floating calculation on the anti-floating pile model, modifying the number of piles and/or the length of the piles when the anti-floating pile model does not meet the anti-floating requirement, rearranging anti-floating piles, determining the thickness of the pier and carrying out anti-floating calculation until the anti-floating requirement is met;
carrying out pressure checking calculation on the pile foundation, adjusting the model which does not meet the layout requirement, and carrying out checking calculation again until the model meets the layout requirement;
and (5) configuring a steel bar model.
As a further implementation mode, the anti-floating pile models are intensively arranged below the pier models, and the distance between piles is 4-6 times of the pile diameter.
As a further implementation, the anti-floating calculation is performed at the highest head, regardless of live and fitment loads.
As a further implementation mode, during pressure checking, the characteristic value of the pressure-resistant bearing capacity of the anti-floating pile model is determined according to the pile length under the anti-floating working condition, and the number of piles is not increased any more.
As a further implementation manner, the pressure-bearing checking calculation includes selection of calculation parameters and calculation of pile reaction force and foundation reaction force within a range of a bearing platform according to the calculation parameters, and when a calculation result meets the layout requirement, a steel bar model of the raft is configured.
As a further implementation, when the calculation result does not meet the layout requirement, the bed coefficient in the range of the pier model needs to be readjusted and subjected to pressure checking calculation until the calculation result meets the layout requirement, and the raft steel bar model is configured according to the model passing through adjustment.
As a further implementation, the calculation parameters include a foundation coefficient outside a pier model range preset in advance according to foundation soil conditions, a foundation coefficient within the pier model range obtained by artificial assumption, and a pile stiffness coefficient obtained according to the slope of the load-settlement curve at the corresponding point in the test pile report.
As a further implementation, the bed coefficients within the pier model range are smaller than the bed coefficients outside the pier model range.
As a further implementation, the layout requirement is:
the vertical average pile counterforce under the column pier model is not greater than the characteristic value of the vertical bearing capacity of the single pile;
the average foundation counterforce in the range of the pier model is not greater than the product of the first bearing capacity characteristic value and the bearing platform effect coefficient;
the average foundation reaction force outside the range of the pier model is not greater than the first bearing capacity characteristic value;
the foundation settlement meets the construction requirements.
As a further implementation mode, the value of the bearing platform effect coefficient is between 0.2 and 0.4.
The beneficial effects of the invention are as follows:
(1) the invention adjusts the stress of the pile foundation and the raft by calculating and adjusting the model to ensure that the effect coefficient of the bearing platform is in a reasonable range, so that the pile foundation can fully exert the resistance to plucking and compression, simultaneously the bending moment of the raft can be reduced, the anti-floating and compression requirements can be met by the least quantity of the pile foundations, the bearing capacity of the natural soil layer can be reasonably exerted, the reinforcement peak value of the raft can be reduced, and the reasonable balance of safety, economy and stress can be achieved.
(2) In the checking calculation process, the characteristic value of the compressive bearing capacity of the pile is determined according to the pile length under the anti-floating working condition, and meanwhile, the number of the piles is not increased, so that the aim of minimizing the number of the piles can be fulfilled.
(3) The piles are arranged under the pier in a centralized mode, the distance between the piles is 4-6 times of the diameter of the piles, the calculated span of the plate can be reduced under the anti-floating working condition, and the play effect of bottom soil of the bearing platform can be increased under the anti-compression working condition.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate exemplary embodiments of the invention and together with the description serve to explain the invention and not to limit the invention.
FIG. 1 is a schematic flow diagram of a design method according to one or more embodiments of the present disclosure;
fig. 2 is a schematic structural view of a pile foundation arrangement according to one or more embodiments of the present invention;
in the figure: the mutual spacing or size is exaggerated to show the position of each part, and the schematic diagram is only used for illustration;
wherein, 1, raft board; 2. pillar piers; 3. anti-floating piles; 4. a frame post.
Detailed Description
It is to be understood that the following detailed description is exemplary and is intended to provide further explanation of the invention as claimed. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs.
As introduced in the background art, the pile bearing anti-floating and anti-compression working conditions can cause the number of piles required by the anti-compression working conditions to be more than that of the anti-pulling working conditions, so that the waste of the pile foundation is caused; if the pile foundation is only used for resisting floating and is not considered during pressure resistance, the stress and deformation of the foundation can have larger deviation during low water head, and in order to solve the technical problems, the invention provides a method for designing the sinking-reducing sparse pile by fully utilizing the pulling resistance and the pressure resistance.
Example 1
In a typical embodiment of the present invention, as shown in fig. 1-2, a method for designing a sinking-reducing sparse pile is proposed, which makes full use of the pulling-resistant and compressive-resistant properties, the anti-floating scheme is suitable for adopting a pile foundation, the bearing capacity of a natural foundation can satisfy the compressive bearing capacity of an upper structure, and a foundation soil layer cannot be liquefiable soil, collapsible soil, high-sensitivity soft soil, unconsolidated soil and the like;
the raft foundation is adopted, so that the bearing capacity of the soil layer is fully exerted, the compression resistance and the floating resistance are comprehensively considered, and the lower column pier raft is more economical and reasonable;
friction piles or end-bearing friction piles are adopted, and pile ends can enter a relatively good soil layer but cannot be located in rocks or a hard soil layer; the control peg length is not too long. The steel bar increase caused by crack resistance control of the uplift pile is considered, and a better effect can be obtained by adopting the prestressed precast pile;
the piles are arranged under the pier 2 in a centralized mode, the distance between the piles is enlarged, and the diameter of the piles is preferably 4-6 times, so that the calculated span of the plate can be reduced under the anti-floating working condition, and the effect of bottom soil of the bearing platform can be increased under the anti-compression working condition;
the method specifically comprises the following steps:
step 1: according to the column network arrangement, the load condition and the properties of a base soil layer, the thickness of a raft 1 is primarily selected by comprehensively considering the anti-floating requirement, and a raft model is constructed on the basis of modeling software;
the modeling software can be one of AutoCAD, Solidworks, 3Ds Max and other modeling software, and specific modeling software can be selected according to actual requirements without excessive limitation.
Step 2: according to the anti-floating water level, the self weight and the weight of the upper structure and the anti-floating stability safety coefficient specified by the building engineering anti-floating design standard, calculating and determining the selection type of the anti-floating piles 3 and the minimum number of the anti-floating piles 3 required under the anti-floating working condition;
the specific calculation formula is as follows:
wherein, n: the number of the anti-floating piles 3 is minimum; f Floating body : the standard value of the water buoyancy at the bottom of the raft plate 1; g k : the dead weight and the weight standard value of the structure above the raft plate; tuk: the standard value of the uplift bearing capacity of the foundation pile (the anti-floating stability safety factor) when the pile group is not integrally damaged;
and step 3: preliminarily determining the thickness of the pier 2, and establishing a pier column model and an anti-floating pile model which are associated with each other by combining the raft model;
constructing a frame column 4 model on the raft model by using modeling software, and constructing a related column pier 2 model below the frame column 4 model, so that the column pier 2 model is arranged on the raft model and an anti-floating pile model is arranged, the anti-floating pile model is positioned below the column pier model, and the pile distance is controlled to be 4-6 times of the pile diameter;
the thickness of the pier 2 meets the requirements of punching, shearing and local compression resistance in the technical specification of building pile foundations (JGJ94-2008) and the design specification of building foundation foundations (GB 50007-2011);
and 4, step 4: considering live load and decoration load, performing anti-floating calculation on the anti-floating pile model under the highest water head, and verifying whether the bearing capacity of the anti-floating pile 3 model meets the requirements so as to judge whether the thicknesses of the raft 1 model and the pier 2 model are proper;
verifying the bearing capacity of the anti-floating pile 3 model according to the specification of 5.4.5-5.4.6 in technical Specification for building pile foundations (JGJ94-2008), and verifying whether the anti-pulling bearing capacity of the anti-floating pile 3 model meets the requirement or not;
specifically, the calculation method during anti-floating calculation should select a 'floor-reversing method', which is as follows: the raft foundation is regarded as an inverted flat slab. Dividing the base into a plate strip under the column and a plate strip across the middle on a plane during calculation, wherein the plate strip width under the side row of columns is taken as the sum of 1/4 of the distance between adjacent columns and the distance between the column axis and the edge of the base, and the rest of the belt width is 1/2 of the column distance; if the column distances are not equal, 1/2 of the average value of the adjacent column distances is taken, and then the internal force of the foundation is calculated according to the column load and the uniformly distributed net counter force of the foundation and the flat slab.
When the uplift resistance N of the foundation pile under the standard combination of the load effect is calculated according to the' method of falling the floor k And T is uk /2+G p (T uk Standard value of uplift bearing capacity of foundation pile when pile group is not integrally damaged, G p The self weight of the foundation pile and the floating weight below the underground water level) are compared, if N is reached k ＞T uk /2+G p If the bearing capacity of the anti-floating pile 3 model does not meet the requirement, returning to the step 3, modifying the pile number or the pile length of the anti-floating pile 3, and verifying again until the anti-floating requirement is met;
and 5: the pressure checking calculation of the pile foundation under the combined action of the pile and the soil when the water head or the water level is lower than the base;
it should be noted that, in the checking process, the characteristic value of the compressive bearing capacity of the model of the anti-floating pile 3 is determined according to the pile length under the uplift working condition, and the number of piles is not increased any more, so as to achieve the purpose of minimum number of piles.
The checking calculation process comprises the following steps: a. selection of calculation parameters
Bed coefficient (k) outside the range of the pier 2 model 1 ) By manual designation, according to the projectSelecting geological experience in a program recommended data range, wherein the program recommended data range is data preset in advance according to foundation soil conditions in a computer program;
or the flat plate load test is an in-situ test for applying loads on a rigid bearing plate with a certain size in a grading manner and observing the natural foundation soil along with pressure and deformation under the action of loads at all levels.
Artificially assuming the bed coefficient (k) within the range of the pillar 2 model 2 ) Should ensure k 2 Less than the aforementioned bed coefficient (k) 1 ) Otherwise, the requirement is not met.
Pile stiffness coefficient (for calculating pile reaction and pile settlement value): the vertical stiffness coefficient of the pile foundation is the characteristic value of the bearing capacity (KN)/the corresponding pile top settlement (m), and can be obtained according to the slope of a Q-S curve (load settlement curve) in a test pile report at a corresponding point, namely
Kp＝R a /S (2)
R a The characteristic value of the bearing capacity of the single pile is S, and the corresponding pile top is settled;
b. calculation of pile reaction and foundation reaction within bearing platform range
At the above-mentioned calculation parameter (k) 1 、k 2 、k p ) After the determination, the spring stiffness applied to each unit can be obtained by adopting an elastic foundation beam slab method, and the vertical average pile reaction force Q under the pier model can be obtained through a finite element algorithm k Average foundation reaction force P outside the range of pier model k1 And the average counterforce P of foundation in the range of pier model k2 。
Specifically, the calculation formula adopts the vkel assumption, that is, P ═ KS (3), where P is pressure, S is sedimentation deformation, and K is a foundation bed coefficient, and the vertical average pile reaction force Q can be correspondingly obtained by only substituting the corresponding parameter values into the formula (3) k Average foundation reaction force P outside the range of the pillar model k1 And the average foundation counterforce P within the range of the pier model k2 。
It should be noted that the magnitude of the internal force of the foundation beam is influenced by the spring stiffness of the foundation soil, the influence of the whole bending deformation is considered, the stiffness of the upper structure needs to be considered during calculation and analysis, and the foundation type is a composite pile foundation.
Step 6: judging whether the step 5 meets the requirements or not;
according to the pile foundation settlement reducing and dredging calculation of 5.6.1 strips of building pile foundation technical specification and the bearing platform effect coefficient eta mentioned in the calculation of 5.2.5 composite foundation piles c The value range can be set according to the technical specification of the building pile foundation table 5.2.5, and the general eta is c The value is between 0.2 and 0.4, and if the calculation result meets the layout requirement, the step 7 can be carried out;
wherein, the layout requirement is as follows:
(1)Q k ≤R a ；Q k the average vertical force of the foundation pile or the composite foundation pile under the action of the vertical force of the standard combined axis of the load effect is the vertical average pile counter force under the column pier model; r a The characteristic value of the vertical bearing capacity of the single anti-floating pile can be determined through a single-pile static load test or determined according to empirical parameters;
(2) column pier 2 model range P k2 ≤η c f ak ，P k2 The average pressure value at the bottom surface of the soil corresponding to the standard combination of the load effect, namely the average counterforce of the foundation in the range of the column pier model; f. of ak Obtaining a first bearing capacity characteristic value according to a geological survey report;
(3) outside column pier model range P k1 ≤f ak ；
(4) The foundation settlement meets the construction requirements;
if the four conditions are not met, the step 5 is returned to modify k 2 Repeatedly adjusting the straight line and carrying out the pressed checking calculation again until the four layout requirements are met;
and 7: and according to the raft model, the pier model, the anti-floating pile model and the calculation parameters which are adjusted to pass through, enveloping and configuring the steel bar model of the raft according to the anti-floating working condition and the pressure-resistant working condition.
The pile foundation and the raft stress are adjusted by means of adjusting the pile spacing and the foundation bed coefficient under the column pier, so that the pile foundation can fully play the anti-pulling and anti-compression performances, and simultaneously, the bending moment of the raft can be reduced, the anti-floating and anti-compression requirements can be met by the minimum pile foundation quantity, the bearing capacity of a natural soil layer can be reasonably played, the reinforcement peak value of the raft can be reduced, and the balance of safety, economy and reasonable stress is achieved.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A design method for a subsidence-reducing sparse pile fully utilizing the pulling resistance and the compression resistance is characterized by comprising the following steps:
primarily selecting the thickness of the raft and constructing a raft model according to the field environment and anti-floating requirements;
calculating the minimum number of anti-floating piles required under the anti-floating working condition according to the anti-floating water level, the self weight and the weight of the upper structure and the anti-floating stability safety coefficient;
preliminarily determining the thickness of the column pier, and establishing a relevant column pier model and a relevant anti-floating pile model by combining the raft model;
carrying out anti-floating calculation on the anti-floating pile model, modifying the number of piles and/or the length of the piles when the anti-floating pile model does not meet the anti-floating requirement, rearranging anti-floating piles, determining the thickness of the pier and carrying out anti-floating calculation until the anti-floating requirement is met;
carrying out pressure checking calculation on the pile foundation, adjusting the model which does not meet the layout requirement, and carrying out checking calculation again until the model meets the layout requirement;
and (5) configuring a steel bar model.
2. The method for designing the subsidence-reducing sparse pile by fully utilizing the pulling-resistant and pressure-resistant performances according to claim 1, wherein the anti-floating pile model is intensively arranged below the pier model, and the pile spacing is 4-6 times the pile diameter.
3. The method for designing a sinking-reducing sparse pile by making full use of the pulling-resistant and compressive-resistant properties as claimed in claim 1, wherein the anti-floating calculation is performed at the highest head without considering live load and finishing load.
4. The design method of the subsidence-reducing sparse pile fully utilizing the resistance to pulling and compression as claimed in claim 1, wherein the characteristic value of the compression bearing capacity of the anti-floating pile model is determined according to the pile length under the anti-floating working condition when the compression is checked, and the number of piles is not increased any more.
5. The design method of the subsidence dredging pile fully utilizing the resistance to plucking and compression as claimed in claim 1, wherein the compression checking calculation comprises the selection of calculation parameters and the calculation of pile reaction force and foundation reaction force within the range of a bearing platform according to the calculation parameters, and when the calculation result meets the layout requirement, a steel bar model of a raft is configured.
6. The method for designing the subsidence-reducing sparse pile by fully utilizing the pulling resistance and the compressive resistance of the claim 5 is characterized in that when the calculation result does not meet the layout requirement, the bed coefficient in the range of the pier model is required to be readjusted and subjected to compressive checking calculation until the calculation result meets the layout requirement, and the steel bar model of the raft is configured according to the model which is adjusted and the calculation parameters.
7. The method for designing a subsidence-reducing sparse pile making full use of the pulling-out and compressive resistance according to claim 5, wherein the calculation parameters comprise a foundation coefficient outside a pier model range preset in advance according to the foundation soil conditions, a foundation coefficient within the pier model range obtained by artificial assumption, and a pile stiffness coefficient obtained according to the slope of a load-subsidence curve at a corresponding point in a test pile report.
8. The method for designing a subsidence dredging pile making full use of the pulling-out and compressive resistance of claim 7, wherein the bed coefficient in the range of the pier model is smaller than the bed coefficient outside the range of the pier model.
9. The design method of the subsidence-reducing sparse pile fully utilizing the pulling resistance and the compression resistance as claimed in claim 1, wherein the layout requirement is as follows:
the vertical average pile counterforce under the column pier model is not greater than the characteristic value of the vertical bearing capacity of the single pile;
the average foundation counterforce in the range of the pier model is not greater than the product of the first bearing capacity characteristic value and the bearing platform effect coefficient;
the average foundation reaction force outside the range of the pier model is not greater than the first bearing capacity characteristic value;
the foundation settlement meets the construction requirements.
10. The method for designing the subsidence-reducing sparse pile by fully utilizing the pulling-resistant and compressive-resistant performances according to claim 9, wherein the value of the bearing platform effect coefficient is between 0.2 and 0.4.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117521459A (en) * | 2023-11-13 | 2024-02-06 | 中国建筑第五工程局有限公司 | Basic sedimentation difference control analysis method for high-fall integral main building-skirt building raft |
| CN117521459B (en) * | 2023-11-13 | 2024-05-28 | 中国建筑第五工程局有限公司 | Basic sedimentation difference control analysis method for high-fall integral main building-skirt building raft |
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