CN111625886B - Estimation method for pile cutting quantity and forced landing quantity in inclination correcting process of high-rise building - Google Patents
Estimation method for pile cutting quantity and forced landing quantity in inclination correcting process of high-rise building Download PDFInfo
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Abstract
The invention discloses a method for estimating the quantity of cut piles and forced drop amount in the course of rectifying a story building, which comprises the steps of firstly determining forced drop target values of different positions according to the building inclination condition and the rectifying requirement, determining a Q-s curve until a pile is damaged based on a load test of a single pile, and determining a vertical load value when the pile top settlement amount of the single pile drops steeply in the curve; then, according to the measured values and the simulated values, establishing Q (n) -S (n) curves of pile foundations at different settlement positions, reflecting the Q curves-S (n) curves into an integral model of the piles and the superstructure, and establishing a mechanical analysis model; and loading the specific numerical value when the settlement amount drops steeply in the mechanical analysis model, estimating the number and the position of pile cutting, performing batch pile cutting on the side with smaller settlement of the building, and correcting the Q (n) -S (n) relation curve and the mechanical analysis model until the rectification process is completed. The method improves the prediction precision of the pile cutting quantity and deformation in the rectification process, and is convenient for engineering application.
Description
Technical Field
The invention relates to the field of building rectification, in particular to a method for estimating the number of cut piles and the forced landing amount in the rectification process of a high-rise building.
Background
The soft soil area has complex field, uneven soil layer distribution and deep soft soil layer, and the factors of design, construction and the like cause insufficient bearing capacity of the engineering piles and distribution difference of the bearing capacity among the engineering piles, so that uneven settlement is easily caused, and the upper building is inclined. Particularly, on the basis of the friction pile and the friction end bearing friction pile in a quasi-extreme state, the settlement difference caused by insufficient vertical bearing capacity is difficult to control, and the safe and normal use of the building is seriously influenced. In order to recover the use function of the building, measures such as reinforcement and pile cutting can be taken for the building, and the deviation can be corrected in a mode that the side with smaller sedimentation generates piercing deformation.
After the upper structure is inclined and before pile cutting and inclination correction, pile control and sinking are required to be additionally arranged in a region with larger settlement; in addition, in order to avoid unexpected situations such as sudden settlement in the pile cutting process, a part of active control pile sinking is required to be additionally arranged in the pile cutting area with smaller settlement. Pile cutting and inclination correction belong to emergency rescue engineering, the construction period is short, the speed is high, the disturbance of driving and controlling the sinking pile for controlling the sinking is obvious, and the specific influence is difficult to predict; in addition, after pile cutting, the pile foundation is penetrated and deformed mostly, the main deformation of the pile foundation is mainly instantaneous settlement and main consolidation settlement, and local settlement monitoring data and settlement empirical coefficients are difficult to reference. Therefore, the effect of adopting the ground survey parameters when the foundation design is adopted in pile cutting and inclination correction is not ideal. In addition, the existing settlement calculation in the soft soil area generally considers secondary consolidation settlement, and obviously differs from the actual project of pile cutting and inclination rectification.
Due to the difference of geological conditions and hydrological conditions, the building rectification project has strong regionality. The uncertainty of the bearing capacity of the engineering pile and the change of the stress of the foundation soil influence the local and overall inclined states of the house in the deviation rectifying process, thereby bringing great difficulty to forced landing deviation rectifying.
In addition, the inclination of the building is generally caused by the integral defect of the bearing capacity of the pile foundation, the main reason is not the defect of an individual pile, and the inclination correction process cannot discriminate which parts of the pile foundation have defects and which parts have insufficient bearing capacity; in the pile cutting process, due to the combined action of soil and a basement bottom plate, the Q-S based on the single-pile load test is difficult to reflect the influence.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides the estimation method of the pile cutting quantity and the forced drop amount in the inclination correction process of the high-rise building, and the method can better predict the pile cutting quantity and the settlement generated in the pile cutting process.
The specific technical scheme of the invention is as follows:
a method for estimating the number of cut piles and forced drop amount in the inclination correction process of a high-rise building specifically comprises the following steps:
s1: determining forced landing target values of different parts according to the inclination condition of the building and the requirement of inclination correction;
s2: determining a vertical load value of a single pile when the pile top settlement of the single pile in a Q-s curve is suddenly reduced based on a Q-s curve obtained by a load test of the single pile in an original field by taking design test pile data before construction of the engineering pile as a basis; q represents a vertical load value borne by a single pile, and S represents the pile top settlement of the single pile;
s3: according to the actual load of the pile body obtained by the on-site actual measurement of settlement data and numerical simulation calculation, comparing Q-S relation curves determined by a pile loading test before engineering construction, and establishing Q (n) -S (n) curves of pile foundations at different settlement positions through the ratio relation of the Q-S relation curves and the Q-S relation curves;
s4: reflecting Q (n) -S (n) curves of pile foundations at different settlement positions to an integral model of the pile and the superstructure, and establishing a mechanical analysis model with the synergistic effect of the defected foundation and the superstructure in an inclined state;
s5: loading the specific numerical value of the site with larger settlement deformation determined in the S2 into the mechanical analysis model, and estimating the pile cutting quantity and position through multiple pile cutting trial simulation calculation based on the forced landing target values of different parts determined in the S1;
s6: according to the quantity and the position of the cut piles obtained in the step S5, carrying out batch pile cutting on one side with smaller building settlement, calculating the counter force and settlement deformation of each engineering pile after pile cutting, correcting the data into a Q (n) -S (n) relation curve, and simultaneously adjusting the mechanical analysis model;
s7: and repeating S5-S6 until the forced landing target value of the building is realized, the building inclination meets the requirements of the specification and design, and the inclination correction process is finished.
Further, the step S1 is specifically realized by the following substeps:
s1.1: obtaining inclination data of each point of the building and a floor inclination value and a height difference through actual measurement;
s1.2: according to the national regulation requirement, the inclination of the building cannot exceed 3.0 per thousand, so that the value of the inclination correction of the building can be determined;
s1.3: and determining the forced landing target value required by the higher side of the building below according to the required tilt-back angle.
Further, S2 specifically is:
if the load test is not carried out before the construction of the high-rise building, the pile needs to be supplemented and tested before the deviation correction, and a Q-s curve is reestablished until the pile is damaged based on the load test of the single pile in the original field;
if the high-rise building construction is carried out before the load test is carried out but the high-rise building construction is stopped without damage, the pile supplement test is also carried out before the deviation correction, but the damaged data of the Q-s curve load test is supplemented only according to actual measurement at the moment, and iterative correction is carried out according to the monitoring data of the pile cutting process.
Further, the concrete steps of the supplementary test pile are as follows:
pile trial driving is carried out on a building site, after the strength of concrete of a pile body reaches the design strength, graded loading is carried out on the pile in a pile loading mode until a pile foundation is damaged; and in each stage of loading process, respectively recording a loading value Q and a pile top settlement S, wherein in the loading process, the load corresponding to the pile foundation damage is the ultimate bearing capacity.
Further, the step S6 is specifically realized by the following substeps:
s6.1: determining a batch pile cutting scheme according to the pile cutting quantity and position obtained in the step S5;
s6.2: carrying out underpinning and cutting off of foundation piles in batches;
s6.3: step unloading, synchronously monitoring the forced falling value and the pile top counter force;
s6.4: analyzing whether the monitoring result is close to the calculated value, if so, performing pile cutting and rectification according to a preset scheme, and executing S6.5; if not, correcting the Q (n) -S (n) relation curve, adjusting the mechanical analysis model, recalculating the number and position of the post-cutting piles, and returning to the step S6.1;
s6.5: judging whether the rectification amount meets the requirement, if not, returning to S6.2; if so, rectification is complete.
The invention has the following beneficial effects:
(1) The method of the invention considers the settlement characteristic of the pile cutting rectification process, and predicts the pile cutting quantity and deformation by establishing an equivalent Q (n) -S (n) curve based on the consideration of pile group effect, pile-soil interaction and pile foundation defects, thereby avoiding the search of specific defective piles and the establishment of the Q-S curve of defective single piles.
(2) The method corrects Q (n) -S (n) by establishing real-time monitoring, and improves the prediction precision of the pile cutting quantity and deformation in the rectification process.
(3) According to the Q (n) -S (n) curve, a determination standard based on the large deformation of the field is provided, the position and the number of the next batch of cut piles can be quickly estimated, and according to the judgment principle, the calculation process is simple and convenient, and the practical engineering application is facilitated.
Drawings
FIG. 1 is a flow chart of the method of the present invention.
FIG. 2 is a diagram of the number of cut piles and the batch layout in one embodiment of the present invention;
fig. 3 is a graph of Q (n) -S (n) curves for a pile prediction versus measured settlement for a rectification process in accordance with an embodiment of the present invention.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and preferred embodiments, and the objects and effects of the invention will become more apparent. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The method is based on a static load test pile Q-S curve of conventional geological survey data, firstly, the Q-S curve is adjusted and corrected through settlement monitoring, then, a Q (n) -S (n) curve based on consideration of pile group effect, pile-soil interaction and pile foundation defects is established, and the quantity of pile cutting and deformation are predicted through improvement of a Q (n) -S (n) curve model. The settlement prediction value of the method can keep higher correlation with actually measured settlement data, and can also effectively estimate the pile cutting quantity and parts, thereby providing a prediction method with wide applicability and high reliability for high-rise pile cutting rectification in soft soil areas.
As shown in fig. 1, the method of the present invention specifically includes the following steps:
s1: firstly, determining forced landing target values of different parts according to the building inclination condition and the inclination correction requirement.
(1) Obtaining inclination data of each point of the building and a floor inclination value and a height difference through actual measurement;
(2) According to the national regulation requirement, the inclination of the building cannot exceed 3.0 per thousand, so that the value of the inclination correction of the building can be determined;
(3) And determining the forced landing target value required by the higher side of the building below according to the required tilt-back angle.
S2: determining a vertical load value of a single pile when the pile top settlement of the single pile in a Q-s curve is suddenly reduced based on a Q-s curve obtained by a load test of the single pile in an original field by taking design test pile data before construction of the engineering pile as a basis; wherein Q represents the vertical load value borne by the single pile, and S represents the pile top settlement of the single pile.
Before the construction of a building pile foundation, pile trial is required to be carried out on site, and after the strength of pile body concrete reaches the design strength, graded loading is carried out on the pile in a pile loading mode until the pile is subjected to settlement mutation. In the loading process, the load corresponding to pile foundation damage (namely, settlement mutation) is the ultimate bearing capacity of the pile foundation. And respectively recording a loading value Q and a pile top settlement amount S in each stage of loading process, and drawing a corresponding Q-S relation curve.
The bearing capacity characteristic value of the pile foundation is generally 1/2 of the standard value of the ultimate bearing capacity, at present, most of domestic engineering test piles are not subjected to destructive tests, the design bearing capacity of the pile foundation is determined to be Ra according to geological survey data of a local area, and then the pile loading test is carried out by taking a 2-time value of the design bearing capacity of the pile foundation. And if the settlement mutation does not occur, the Ra is taken as the actual bearing capacity of the pile foundation. In addition, in the process of stacking, once the pile foundation is suddenly changed, the stacking test is stopped.
Therefore, if a load test is not carried out before the construction of the high-rise building, a supplementary pile test is required before deviation rectification, and a Q-s curve is reestablished until the pile is damaged based on the load test of the single pile in the original field;
if the high-rise building construction is carried out before the load test is carried out but the high-rise building construction is stopped without damage, the pile supplement test is also carried out before the deviation correction, but the damaged data of the Q-s curve load test is supplemented only according to actual measurement at the moment, and iterative correction is carried out according to the monitoring data of the pile cutting process.
S3: and according to the actual load of the pile body obtained by the on-site actual measurement of settlement data and numerical simulation calculation, comparing a Q-S relation curve determined by a pile loading test before engineering construction, and establishing Q (n) -S (n) curves of pile foundations at different settlement positions through the ratio relation of the Q-S relation curve and the Q-S relation curve.
S4: reflecting Q (n) -S (n) curves of pile foundations at different settlement positions to an integral model of the pile and the superstructure, and establishing a mechanical analysis model with the synergistic effect of the defected foundation and the superstructure in an inclined state;
s5: loading the specific numerical value determined by S2 and having larger sedimentation deformation in the field into the mechanical analysis model, and estimating the pile cutting quantity and position through multiple pile cutting trial simulation calculation based on the forced landing target values of different parts determined by S1;
s6: according to the quantity and the position of the cut piles obtained in the step S5, batch pile cutting is carried out on the side with smaller building settlement, the reaction force and the settlement deformation of each engineering pile after pile cutting are calculated, the data are corrected into a Q (n) -S (n) relation curve, and meanwhile, the mechanical analysis model is adjusted;
s7: and repeating S5-S6 until the forced landing target value of the building is realized, the building inclination meets the requirements of the specification and design, and the inclination correction process is finished.
The process of the invention is illustrated below in a specific example. The high-rise dwelling house in the Shanghai comprises 17 floors above the ground and 1 floor below the ground, the roof structure elevation 49.30m and the elevator machine room roof structure elevation 53.90m. When the internal wall is constructed to 13 floors, uneven settlement is found, the whole house is inclined towards the north, the average settlement difference in the north and south directions is about 41.5mm, and the average settlement rate reaches 1.12mm/d.
According to the method, the rectification is predicted, and a scheme of cutting piles in 3 batches is determined. 28 truncated piles in the first batch, 11 truncated piles in the second batch and 2 truncated piles in the third batch successfully rectify the house.
Fig. 1 is a diagram of the number of cut piles and the arrangement of batches implemented by the case. Before pile cutting, the static pressure anchor rod piles are supplemented to the settlement side for reinforcement and reinforcement, and then cutting is carried out in three batches. Figure 2 is a comparison of pile prediction and measured settlement for a batch pile cutting process. As can be seen from the figure, the trend of the prediction curve obtained by the method is very close to that of the measured curve, so that guidance can be provided for making an actual pile cutting scheme.
It will be understood by those skilled in the art that the foregoing is only a preferred embodiment of the present invention, and is not intended to limit the invention, and although the invention has been described in detail with reference to the foregoing examples, it will be apparent to those skilled in the art that various changes in the form and details of the embodiments may be made and equivalents may be substituted for elements thereof. All modifications, equivalents and the like which come within the spirit and principle of the invention are intended to be included within the scope of the invention.
Claims (3)
1. A method for estimating the quantity of cut piles and the forced landing quantity in the inclination correction process of a high-rise building is characterized by comprising the following steps:
s1: determining forced landing target values of different parts according to the building inclination condition and the inclination correction requirement; the step S1 is specifically realized by the following substeps:
s1.1: obtaining inclination data of each point of the building and a floor inclination value and a height difference through actual measurement;
s1.2: according to the national regulation requirement, the inclination of the building cannot exceed 3.0 per thousand, so that the value of the inclination correction of the building can be determined;
s1.3: determining a forced landing target value required by the higher side of the building below according to the required tilt-back angle;
s2: determining a vertical load value of a single pile when the pile top settlement of the single pile in a Q-s curve is suddenly reduced based on a Q-s curve obtained by a load test of the single pile in an original field by taking design test pile data before construction of the engineering pile as a basis; q represents a vertical load value borne by a single pile, and S represents the pile top settlement of the single pile;
s3: according to the actual load of the pile body obtained by the on-site actual measurement of settlement data and numerical simulation calculation, comparing Q-S relation curves determined by a pile loading test before engineering construction, and establishing Q (n) -S (n) curves of pile foundations at different settlement positions through the ratio relation of the Q-S relation curves and the Q-S relation curves;
s4: reflecting Q (n) -S (n) curves of pile foundations at different settlement positions to an integral model of the pile and the superstructure, and establishing a mechanical analysis model with the synergistic effect of the defected foundation and the superstructure in an inclined state;
s5: loading the specific numerical value determined by S2 and having larger sedimentation deformation in the field into the mechanical analysis model, and estimating the pile cutting quantity and position through multiple pile cutting trial simulation calculation based on the forced landing target values of different parts determined by S1;
s6: according to the quantity and the position of the cut piles obtained in the step S5, batch pile cutting is carried out on the side with smaller building settlement, the reaction force and the settlement deformation of each engineering pile after pile cutting are calculated, the data are corrected into a Q (n) -S (n) relation curve, and meanwhile, the mechanical analysis model is adjusted;
the step S6 is specifically realized by the following substeps:
s6.1: determining a batch pile cutting scheme according to the pile cutting quantity and position obtained in the step S5;
s6.2: carrying out underpinning and cutting off of foundation piles in batches;
s6.3: step unloading, synchronously monitoring the forced falling value and the pile top counter force;
s6.4: analyzing whether the monitoring result is close to the calculated value, if so, performing pile cutting and rectification according to a preset scheme, and executing S6.5; if not, correcting the Q (n) -S (n) relation curve, adjusting the mechanical analysis model, recalculating the number and position of the post-cutting piles, and returning to the step S6.1;
s6.5: judging whether the rectification amount meets the requirement, if not, returning to S6.2; if yes, finishing rectification;
s7: and repeating S5-S6 until the forced landing target value of the building is realized, the building inclination meets the requirements of the specification and design, and the rectification process is finished.
2. The method for estimating the number of piles cut and the forced landing amount in the inclination rectification process of the high-rise building according to claim 1, wherein S2 specifically comprises the following steps:
if the load test is not carried out before the construction of the high-rise building, the pile needs to be supplemented and tested before the deviation correction, and a Q-s curve is reestablished until the pile is damaged based on the load test of the single pile in the original field;
if the high-rise building construction is carried out before the load test is carried out but the high-rise building construction is stopped without damage, the pile supplement test is also carried out before the deviation correction, but the damaged data of the Q-s curve load test is supplemented only according to actual measurement at the moment, and iterative correction is carried out according to the monitoring data of the pile cutting process.
3. The method for estimating the number of cut piles and the forced landing amount in the inclination correction process of the high-rise building according to claim 2, wherein the concrete steps of the supplementary pile test are as follows:
pile trial driving is carried out on a building site, after the strength of concrete of a pile body reaches the design strength, graded loading is carried out on the pile in a pile loading mode until a pile foundation is damaged; and in each stage of loading process, respectively recording a loading value Q and a pile top settlement S, wherein in the loading process, the load corresponding to the pile foundation damage is the ultimate bearing capacity.
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| CN117057025B (en) * | 2023-10-12 | 2024-01-23 | 国网山东省电力公司鱼台县供电公司 | Power distribution room design method and system and power distribution room |
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