CN114718105A - Pile foundation laying method and verification method for existing pile foundation condition - Google Patents

Pile foundation laying method and verification method for existing pile foundation condition Download PDF

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CN114718105A
CN114718105A CN202210382869.1A CN202210382869A CN114718105A CN 114718105 A CN114718105 A CN 114718105A CN 202210382869 A CN202210382869 A CN 202210382869A CN 114718105 A CN114718105 A CN 114718105A
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CN114718105B (en
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朱胜祥
郑晓静
李沛江
余小龙
肖锐
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Zhu Shengxiang
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Gansu Highway Construction Group Co ltd
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/10—Deep foundations
    • E02D27/12—Pile foundations
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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Abstract

The invention provides a pile foundation laying method and a pile foundation checking method under the existing pile foundation condition. The method for laying the pile foundation comprises the steps that four new piles B are laid in a quadrilateral mode around an existing pile foundation A which cannot be utilized at each L-shaped corner part outside a building, and the intersection point of two diagonal lines of the quadrilateral mode passes through the pile foundation A; three new piles B are triangularly distributed around the unavailable existing pile foundation C at each T-shaped cross part of the building shear wall, and the pile core of the pile foundation C is positioned in the triangle; two new piles B are symmetrically arranged on two sides of an existing pile foundation D which cannot be utilized at the straight wall part of the shear wall of the building; the invention effectively avoids the construction at the position of the existing pile foundation, ensures the engineering quality, is particularly suitable for reinforcing the original pile foundation when the constructed pile foundation has defects, and judges whether the pile arrangement is reasonable or not by calculating whether the geometric centroid of the outer contour of the upper structure is superposed with the counter-force center of the pile group (including the original old pile with bearing capacity).

Description

Pile foundation laying method and verification method for existing pile foundation condition
Technical Field
The invention relates to the field of new geotechnical engineering, in particular to a pile foundation laying method and a verification method thereof applied to existing pile foundation conditions in a pile foundation.
Background
The pile foundation has the advantages of good integrity, high bearing capacity, small settlement, flexible structural arrangement and the like, so that the pile foundation is widely adopted in structural design. Along with the improvement of national infrastructure level, city planning's reasonable adjustment, a lot of buildings are demolishd the back and are newly-built new building in situ again, and the pile foundation that uses is a lot of to original building, and the pile foundation buries deeply in the foundation soil, and if newly-built building adopts the pile foundation, if neglect the existence of original pile foundation in basic design, treat according to general foundation soil, will bring two problems: firstly, the construction difficulty is high, if the newly laid pile is overlapped with the original pile foundation, the pile digging process is actually a process of breaking the reinforced concrete, and the quality of pile foundation hole forming is difficult to ensure; secondly, a large eccentric bending moment can be generated, even if the newly laid pile foundation is not overlapped with the original pile, the original pile foundation reaction force still exists objectively, and therefore the large eccentric bending moment can be generated, so that the side with large stress of the building can generate large settlement, and even the whole building can incline.
In addition, due to the reasons of design, construction and the like, after the construction of part of pile foundations in the building adopting the pile foundations is finished, the requirements cannot be met through detection, the bearing capacity required by the upper structure cannot be provided, and the pile foundations can only be excavated when being removed, but generally the original pile foundations are deep and exceed the elevation of the bottom of a foundation pit of a newly-built building, so that the excavation will disturb foundation soil, the stress of the newly-laid pile foundations is changed, the excavation difficulty is large, the cost is high, and the excavation is not feasible; if add the pile foundation, the problem that exists is that existing pile foundation has taken up the most favorable position of laying the pile foundation, and the pile foundation of later stage benefit beating can only be laid in the vacant position that original pile foundation left, if lay in original pile position because original pile foundation generally all is the concrete pile foundation, can not pile at the concrete, just can cause the construction difficulty and be difficult to the problem of the quality of guaranteeing the stake. Based on the reasons, how to lay the pile foundation under the condition of the existing pile foundation and how to evaluate whether the pile foundation is reasonably laid is a problem to be solved.
Disclosure of Invention
The invention aims to provide a pile foundation laying method and a verification method thereof under the condition of existing pile foundations, the pile foundation laying method can effectively solve the problem that a favorable position is occupied by the existing pile foundations, avoids construction at the position of the existing pile foundations and ensures the engineering quality; the checking method can check whether the layout of the pile foundation is reasonable or not, and if not, the position of the pile foundation can be adjusted in time so as to avoid the problem that the building generates larger eccentric bending moment.
In order to achieve the technical purpose, the invention provides a pile foundation laying method used under the existing pile foundation condition, which is characterized by comprising the following steps: the layout method comprises the following steps:
(1) core-pulling detection is carried out on existing pile foundations in a building construction area, and the existing pile foundations with complete core samples in all the existing pile foundations are determined to be usable pile foundations, and the existing pile foundations with incomplete core samples are unavailable pile foundations;
(2) and arranging new piles around the unavailable pile foundations in the following way:
a. four new piles B are arranged around the existing pile foundation A which can not be utilized at each L-shaped corner part outside the building, the pile center connecting lines of the four new piles B are quadrangles with mutually vertical diagonals, and the intersection points of two diagonal lines of the quadrangles pass through the existing pile foundation A at the part;
b. three new piles B are arranged around an existing pile foundation C which cannot be utilized at each T-shaped cross part of the shear wall of the building, pile cores of the three new piles B are connected into a triangle, and the pile core of the existing pile foundation C is positioned in the triangle formed by the connection of the pile cores of the three new piles B;
c. two new piles B are symmetrically arranged on two sides of an unavailable existing pile foundation D at the straight-line wall part of the shear wall of the building, the two new piles B are symmetrically distributed below the shear wall by taking the existing pile foundation D as the center, or the pile cores of the two new piles B are connected to pass through the pile core of the existing pile foundation D and are perpendicular to the shear wall.
The invention has the following excellent technical scheme: after the new pile is laid, finely adjusting the position of the newly laid pile foundation according to the condition of the adjacent pile foundations; and drawing a new and old pile foundation mixed layout drawing in millimeter units according to the actual size of the building in AutoCAD software.
The invention has the following excellent technical scheme: in the step (2), in the step (a), the connection line of the pile centers of four new piles B which are arranged around the existing pile foundation A and can not be used at the L-shaped corner part is square.
The invention has the following excellent technical scheme: in the step B of the step (2), pile centers of three new piles B which are arranged around the existing pile foundation C and cannot be utilized at the T-shaped cross part are connected to form an equilateral or isosceles triangle; the three new piles B are all positioned at the shear wall of the building, and the pile centers of the existing pile foundations C are positioned at the middle points of the bottom sides of equilateral or isosceles triangles formed by connecting the pile centers of the three new piles B; or the new pile B at the vertex of the equilateral or isosceles triangle is positioned at the shear wall of the building, and the pile center of the existing pile foundation C is positioned at the geometric centroid of the equilateral or isosceles triangle formed by connecting the pile centers of the three new piles B.
The invention also provides a method for verifying pile foundation layout under the existing pile foundation condition, which is characterized in that the method for verifying the pile foundation layout under the existing pile foundation condition comprises the following steps:
(1) calculating geometric centroid coordinate (x) of new building0，y0) (ii) a Drawing an outer contour line of a new building according to the size of a new pile foundation and old pile foundation mixed layout drawing, taking the intersection point of extension lines of two outer side lines which are perpendicular to each other in the new building as a coordinate origin O, dividing a closed range formed by the outer contour of the building into n rectangles, wherein the centroid of each rectangle is the intersection point of the diagonals of the rectangle, and the centroid coordinate of the ith rectangle is (x)i，yi) The area of the ith rectangle is AiFirst, the centroid abscissa x of the ith rectangleiAnd its area AiMultiplying to obtain the area moment of the area of the ith rectangle to the coordinate longitudinal axis, then accumulating the area moments of the n rectangles to the coordinate longitudinal axis to obtain the area moment of the area A of the outer contour of the whole newly-built building to the coordinate longitudinal axis, and obtaining a formula (I):
Figure BDA0003593619290000031
the centroid ordinate y of the ith rectangleiAnd its area AiMultiplying to obtain the area moment of the area of the ith rectangle to the coordinate cross shaft, then accumulating the area moments of the n rectangles to the coordinate cross shaft to obtain the area moment of the area A of the outer contour of the whole newly-built building to the coordinate cross shaft, and obtaining a formula II:
Figure BDA0003593619290000041
x in the above formulas (I) and (II)0，y0Respectively calculating the geometric centroid coordinates of the newly-built building through an area moment calculation formula (I) and an area moment calculation formula (II) to obtain the geometric centroid coordinates (x) of the newly-built building0，y0) The calculation formula is as follows:
Figure BDA0003593619290000042
wherein: (x)i，yi) Coordinates of each rectangular centroid of the segmentation relative to a coordinate origin O;
Aiis the area of the ith rectangle;
a is the sum of all subarea areas, namely the area of the outer contour of the whole newly-built building;
(2) calculating the coordinate (x) of the center of the counter force of all the piles after the pile re-arrangement1，y1) (ii) a Firstly, the geometric centroid coordinate (x) of the newly-built building calculated in the step (1) is calculated0，y0) Marking the outline drawing of the newly-built building as a point E, and performing the following calculation by taking the position of the point E as a coordinate origin; then overlapping the outer contour map of the newly-built building with the mixed arrangement map of the new and old pile foundations to obtain a mixed arrangement map of the new and old pile foundations with the geometric centroid E of the newly-built building as the origin of coordinates; according to the moment balance principle, the counter force N of the ith pileiWith the horizontal coordinate x of the pile coreiMultiplying to obtain the reaction force of the ith pileNiAnd for the moment of the coordinate longitudinal axis, accumulating the counter forces of the N piles to the moment of the coordinate longitudinal axis to obtain the moment of the sum N of the counter forces of all the piles to the coordinate longitudinal axis, and obtaining a formula (c):
Figure BDA0003593619290000043
similarly, the reaction force N of the ith pile is adjustediAnd the longitudinal coordinate y of the pile centeriMultiplying to obtain the reaction force N of the ith pileiAnd for the moment of the coordinate cross shaft, accumulating the counter forces of the N piles to the moment of the coordinate cross shaft, wherein the numerical value is equal to the sum of the counter forces of all the piles, and the moment of the coordinate cross shaft is obtained by the formula (IV):
Figure BDA0003593619290000051
calculating the counter force centers (x) of all the piles after the pile re-laying through formulas (c) and (c)1，y1) The calculation formula is as follows:
Figure BDA0003593619290000052
wherein: (x)i，yi) The coordinates of the core of the ith pile relative to the origin of coordinates E are obtained;
Nithe counter force of the ith pile is equal to the standard value of the vertical bearing capacity of the single pile of the ith pile in value;
n is the counterforce of all the piles, and the numerical value of N is equal to the sum of the standard values of the vertical bearing capacity of the single piles of all the piles;
(3) the reaction force center coordinates (x) of all the piles after pile re-arrangement obtained in the step (2) are calculated1，y1) Marking the new pile and the old pile in a mixed arrangement diagram; when the center of reaction (x) of all piles1，y1) Coincident or substantially coincident with the geometric centroid coordinate E of the newly built building, i.e. | x1< 500mm and | y1If < 500mm, it means that the geometric center of the superstructure is inverted from all the pilesThe force center has no larger eccentric distance, and larger eccentric bending moment can not occur, so that the new pile is reasonably arranged; when | x1| is more than or equal to 500mm or | y1When | ≧ 500mm, it means that there will be a large eccentric bending moment in the geometric center of the superstructure and the reaction center of all piles, and the position of the new pile needs to be adjusted.
The invention has the following excellent technical scheme: calculating the coordinates (x) of the reaction centers of all the piles after pile re-arrangement1，y1) When the i-th pile is the available existing pile, the counter force N isiDirectly taking a standard value of the vertical ultimate bearing capacity of a single pile provided in an original design drawing or determining the standard value through a field pile foundation bearing capacity test for the available vertical ultimate bearing capacity of the existing pile; when the ith pile is a newly arranged pile, the counter force N isiThe vertical ultimate bearing capacity of the newly arranged piles is calculated according to the following formula:
Quk＝uΣqsikli+qpkAp
Quk-vertical ultimate bearing capacity of the mono-pile;
u- - -pile body circumference;
qsik-standard value of extreme side friction resistance of the i-th layer of soil on the pile side;
li-length of pile body in the i-th layer of soil;
Qpk-a standard value of extreme end resistance;
Ap-area of pile end.
The invention has the following excellent technical scheme: drawing an outer contour line of a newly-built building in the AutoCAD software according to the actual size by taking millimeters as a unit, and moving the origin of coordinates of the AutoCAD to the origin of coordinates O; the centroid of each rectangle is the intersection of its diagonals, the coordinate (x) of the centroidi，yi) The determination was captured with AutoCAD software.
The invention has the following excellent technical scheme: in the step (2), in the process of overlapping the new building outer contour drawing and the new and old pile foundation mixed layout drawing, three reference points are selected from AutoCAD software to enable the new building outer wheelThe contour map is overlapped with a new and old pile foundation mixed layout map; the coordinate (x) of the core of the ith pile relative to the origin of coordinates Ei，yi) The method is obtained by moving the origin of coordinates of the AutoCAD to a point E and then capturing the pile core by using the AutoCAD software.
The method comprises the steps of firstly judging whether the existing pile foundation can be utilized according to the core pulling, wherein the judging process is that the integrity of a core sample is judged through the core pulling, the extracted core sample has obvious fracture which is incomplete, and meanwhile, whether holes exist in the geological condition of the bottom of the pile foundation is judged through the core pulling, if the core sample cannot be extracted, the holes exist below the bottom of the pile foundation, and the existing pile foundations at the positions are unavailable; if the core pulling is complete, the usable pile foundation is obtained, and the usable pile foundation does not need to be newly added at the position when the pile is distributed; when the pile group reaction force center is calculated in the verification stage, the reaction force of the piles is calculated.
The invention has the beneficial effects that:
(1) on the premise of meeting the requirement of the bearing capacity of the upper structure, different pile distributing forms are adopted at different positions, the pile distributing forms are prevented from being overlapped with the original pile foundation at the positions, the newly added pile foundations at the periphery of the stress share the stress borne by the original pile, and the problem of pile foundation distribution when favorable pile distributing positions are occupied is solved;
(2) the pile arrangement method effectively avoids construction at the position of the existing pile foundation, ensures the engineering quality, and is particularly suitable for reinforcing the original pile foundation when the constructed pile foundation has defects.
(3) The invention judges whether pile arrangement is reasonable or not by calculating whether the geometric centroid of the outline of the upper structure is superposed with the counter force center of the pile group (including the original old pile with bearing capacity). If the piles are overlapped or basically overlapped, the piles are reasonably arranged; if the distance difference is large, pile arrangement is unreasonable; the checking method can judge whether the layout of the pile foundation is reasonable, fully considers the bearing capacity of the existing pile foundation and avoids resource waste; and the problem of engineering accidents caused by large eccentric bending moment generated by the building due to the fact that the bearing capacity of the existing pile foundation is not considered is also solved.
Drawings
FIG. 1 is a schematic view of the arrangement of new piles at the L-shaped corner of the outer side of a building according to the present invention;
FIG. 2 is a schematic diagram of the new pile layout at the T-shaped intersection of the building shear wall of the present invention;
FIG. 3 is a schematic view of the arrangement of new piles symmetrically distributed below a shear wall of a building shear wall according to the present invention;
FIG. 4 is a schematic view of the arrangement of new piles perpendicular to the shear wall at the horizontal wall portion of the shear wall of the building according to the present invention;
FIG. 5 is the position diagram of the original pile foundation in the embodiment;
FIG. 6 is a mixed layout diagram of new and old pile foundations in the embodiment;
FIG. 7 is a schematic diagram of the rectangular division of the outer contour of the building in the embodiment;
FIG. 8 is an outline view of a building with geometric centroids in an embodiment;
FIG. 9 is a schematic diagram illustrating the establishment of coordinates with the geometric centroid of the outline of the building as the origin in the embodiment;
FIG. 10 is a schematic view of the outer contour of a building with a pile group reaction center marked in the embodiment;
fig. 11 is a schematic diagram of the overlapping of a new pile foundation and an old pile foundation mixed layout diagram and an external contour diagram of a newly-built building in the embodiment.
In the figure: e is the geometric centroid of the outer contour of the building, F is the counter force center of the pile group, and G is the outer contour of the building.
DETAILED DESCRIPTION OF EMBODIMENT (S) OF INVENTION
The present invention will be further described with reference to the following examples. The following claims presented in the drawings are specific to embodiments of the invention and are not intended to limit the scope of the claimed invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention provides a pile foundation laying method used under the existing pile foundation condition, which is characterized in that: the layout method comprises the following steps:
(1) core-pulling detection is carried out on existing pile foundations in a building construction area, and the existing pile foundations with complete core samples in all the existing pile foundations are determined to be usable pile foundations, and the existing pile foundations with incomplete core samples are unavailable pile foundations;
(2) and arranging new piles around the unavailable pile foundations in the following mode:
a. four new piles B are arranged around an existing pile foundation A which cannot be utilized at each L-shaped corner part outside a building, as shown in figure 1, the pile center connecting lines of the four new piles B are quadrangles with mutually vertical diagonals, the best state is a square, and the intersection points of the two diagonal lines of the quadrangles pass through the existing pile foundation A at the part; called as 'four sheep square goblet' type;
b. three new piles B are arranged around the unavailable existing pile foundation C at each T-shaped cross part of the shear wall of the building, as shown in figure 2, the pile cores of the three new piles B are connected into a triangle, and the pile core of the existing pile foundation C is positioned in the triangle formed by the connection of the pile cores of the three new piles B, so that the shear wall is called a three-legged tripod type. The optimal state is that the pile centers of the three new piles B are connected into an equilateral or isosceles triangle; there are two cases: one is that three new piles B are all positioned at the shear wall of the building, and the pile center of the existing pile foundation C is positioned at the middle point of the bottom side of an equilateral or isosceles triangle formed by connecting the pile centers of the three new piles B; and in the other situation, the new pile B at the vertex of the equilateral or isosceles triangle is positioned at the shear wall of the building, and the pile center of the existing pile foundation C is positioned at the geometric centroid of the equilateral or isosceles triangle formed by connecting the pile centers of the three new piles B.
c. Two new piles B are symmetrically arranged on two sides of an unavailable existing pile foundation D at the straight-line wall part of the shear wall of the building, as shown in figure 3, the two new piles B are symmetrically distributed below the shear wall by taking the existing pile foundation D as the center, and the new pile B is called as a 'two-cattle lifting bar' type; or as shown in fig. 4, the pile cores of two new piles B are connected with the pile core of the existing pile foundation D and are perpendicular to the shear wall, so that the pile is called as a shoulder pole type; in general, new piles are arranged below a shear wall, and if existing piles of the shear wall are dense and cannot be arranged, the new piles can be arranged in a direction perpendicular to the shear wall;
(3) after the new pile is laid, finely adjusting the position of the newly laid pile foundation according to the condition of the adjacent pile foundations; and drawing a new and old pile foundation mixed layout drawing in millimeter units according to the actual size of the building in AutoCAD software.
Example 1: the method for laying the pile foundation in the present invention is further described in the following with specific embodiments, the embodiments take a certain S-type building as an example, and the floor area of the building is 387m299.90m of the height of the above-ground part building and 11474.88m of the total building area2. The originally designed vertical bearing body adopts a pile foundation and shear wall structure, the pile diameter d is 1000-2000 mm, and as shown in fig. 5, 51 foundation piles are arranged in total. The rock-socketed depth of part of original foundation piles and the beaded karst caves below the pile ends are investigated, the requirement of the depth of a bearing stratum below the pile ends, which is required by the original design, cannot be met, and in order to ensure the safety of the reconstructed superstructure, the original pile foundation needs to be reinforced, and a piled raft foundation is supposed to be adopted; the method comprises the following specific steps:
(1) firstly, carrying out on-site investigation on the project, and finding out that 4 complete rock-socketed piles (such as solid marked pile bodies in figure 5, the serial numbers of 4-18-32, 4-18-11, 4-18-13 and 4-18-21) are available existing pile foundations in original 51 piles according to the investigation result of an on-site system, wherein the vertical limit bearing capacity of single piles of the four existing piles needs to be considered in later-stage calculation, beaded karst caves exist below the pile ends of the remaining 47 existing foundation piles, the vertical limit bearing capacity of the single piles is not considered in later-stage calculation;
(2) and arranging new piles around the unavailable pile foundations in the following way:
a. four new piles are arranged around the unavailable existing pile foundations (such as the positions numbered as 4-18-48, 4-18-51, 4-18-31, 4-18-39, 4-18-10 and the like in figure 5) at each corner (namely an L-shaped corner) outside the building, the pile centers of the four piles are connected into a square, the diagonals of the four piles are mutually vertical and pass through the pile center of the existing pile foundation, the four piles are called as 'four-sheep square goblet' type, and the new piles are arranged as shown in figure 6;
b. three new piles are arranged around the unavailable existing pile foundations (such as the positions with the numbers of 4-18-1, 4-18-33, 4-18-49, 4-18-50 and the like in figure 5) at the intersection of the shear walls of the building (namely the T-shaped corner), pile cores of the three piles are connected into an equilateral triangle, the pile core of the original pile foundation is positioned at the middle point of one side of the original pile foundation, and the new piles are arranged as shown in figure 6;
c. two new piles are arranged under the single-limb shear wall (namely under the straight-line wall) at the unavailable existing pile foundation (such as the positions numbered 4-18-2, 4-18-15, 4-18-29 and the like in figure 5), the two newly arranged pile foundations are positioned under the shear wall by taking the original pile foundation as the center and are symmetrically distributed, the two newly arranged pile foundations are called as a two-cattle lifting bar type, and the new piles are arranged as shown in figure 6;
d. two new piles are arranged at the positions of the existing pile foundations (such as the positions with the numbers of 4-18-4, 4-18-6 and the like in figure 5) which cannot be utilized under the single-limb shear wall (under the straight-line wall), the connecting line of the two newly arranged pile foundations passes through the pile foundations of the existing pile foundations and is perpendicular to the shear wall, the new pile is called as a shoulder pole type, and the new pile is arranged as shown in figure 6;
(3) adjusting the position of a newly laid pile foundation according to the condition of an adjacent pile foundation, in order to distinguish new and old piles, and drawing a mixed arrangement diagram of the new and old pile foundations in AutoCAD software by taking millimeters as a unit according to the actual size of a building, as shown in FIG. 6, a dotted line circle in the diagram is an old pile (numbered as 4-18-1 to 4-18-51), a black solid line unfilled circle is a new pile (numbered as B1 to B80), and a filled circle is an original available pile (numbered as Q1, Q2, Q3 and Q4).
Example 2: after the pile foundation in the embodiment 1 is laid, the pile foundation laid in the embodiment is verified, and the concrete process is as follows:
(1) calculating geometric centroid coordinate (x) of new building0，y0) (ii) a Firstly, drawing an outer contour line of a newly-built building in an AutoCAD software according to actual size by taking millimeters as a unit, taking an intersection point of extension lines of two outer side lines which are perpendicular to each other in the newly-built building as a coordinate origin O, and moving the coordinate origin of the AutoCAD to the position; then, the closed area formed by the outer contour of the building is divided into 7 rectangles, and the rectangles are numbered in sequence, as shown in fig. 7, the centroid of each rectangle is the intersection point of the diagonals, and the coordinate (x) of the centroid isi，yi) Capturing and determining by using AutoCAD software; the area of each rectangle is measured by the area measurement function of the AutoCAD software. The area A of the closed range formed by the outer contour is equal to 7 rectanglesA ═ Σ Ai; the area moment of the ith rectangle to the ordinate axis is given by formula AixiThe area moment of the ith rectangle to the horizontal axis of the coordinate is determined by calculation according to the formula AiyiThe specific data and calculation results are shown in table 1:
TABLE 1 centroid coordinate calculation data for seven rectangular partitions
Figure BDA0003593619290000111
The centroid coordinate of the ith rectangle is (x)i，yi) The area of the ith rectangle is AiFirstly, the centroid abscissa x of the ith rectangleiAnd its area AiMultiplying to obtain the area moment of the area of the ith rectangle to the coordinate longitudinal axis, then accumulating the area moments of the n rectangles to the coordinate longitudinal axis to obtain the area moment of the area A of the outer contour of the whole newly-built building to the coordinate longitudinal axis, and obtaining a formula (I):
Figure BDA0003593619290000121
the centroid ordinate y of the ith rectangleiAnd its area AiMultiplying to obtain the area moment of the area of the ith rectangle to the coordinate cross shaft, then accumulating the area moments of the n rectangles to the coordinate cross shaft to obtain the area moment of the area A of the outer contour of the whole newly-built building to the coordinate cross shaft, and obtaining a formula II:
Figure BDA0003593619290000122
x in the above formulas (I) and (II)0，y0Respectively calculating the geometric centroid coordinates of the newly-built building through an area moment calculation formula (I) and an area moment calculation formula (II) to obtain the geometric centroid coordinates (x) of the newly-built building0，y0) The calculation formula is as follows:
Figure BDA0003593619290000123
wherein: (x)i，yi) Coordinates of each rectangular centroid of the segmentation relative to a coordinate origin O;
Aiis the area of the ith rectangle;
a is the sum of all the subarea areas, namely the area of the outer contour of the whole newly-built building.
According to the above formula and the data in the table, the geometric centroid coordinate (x) of the closed region enclosed by the outer contour line of the building is calculated0，y0) The calculation process is as follows:
Figure BDA0003593619290000124
Figure BDA0003593619290000125
the coordinates of the geometric centroid E of the outer contour of the building are thus obtained: (x)0，y0) = (14083,12432). The coordinates are marked in the building outline map as shown in fig. 8.
(2) Calculating the coordinates (x) of the reaction force centers F of all the piles after pile re-arrangement1，y1) (ii) a Firstly, a coordinate system is reestablished at the geometric centroid E of the outer contour of the building, namely the origin of coordinates is the geometric centroid E of the outer contour of the building calculated in the step (1), and a calculation sketch is shown in FIG. 9; and then overlapping the new and old pile foundation mixed layout chart (figure 6) in the embodiment 1 with the calculated sketch map (figure 9) with the outer contour of the newly-built building to obtain the new and old pile foundation mixed layout chart (shown in figure 11) with the geometric centroid E point of the newly-built building as the origin of coordinates. The origin of coordinates of the AutoCAD software is additionally moved thereto.
According to soil body parameters obtained by field supplementary geological survey and a calculation formula (as follows) of the standard value of the vertical ultimate bearing capacity of the single pile in the building pile foundation technical Specification, the standard value of the vertical ultimate bearing capacity of the single pile of the newly laid pile foundation is obtained through calculation; and obtaining the standard value of the vertical ultimate bearing capacity of the existing single pile foundation by referring to the original design drawing.
Quk＝uΣqsikli+qpkAp
Quk-vertical ultimate bearing capacity of the mono-pile;
u-pile body perimeter;
qsik-standard value of extreme side friction resistance of the i-th layer of soil on the pile side;
li-length of pile body in the i-th layer of soil;
Qpk-a standard value of extreme end resistance;
Ap-area of pile end.
Standard value N of vertical ultimate bearing capacity of single piles with different pile diametersiSee table 2:
table 2 shows the values of the standard values of the vertical ultimate bearing capacity of the new pile and the available existing pile with different pile diameters
Figure BDA0003593619290000131
Figure BDA0003593619290000141
Pile center coordinate (X) of ith pilei，yi) The pile center is captured and determined by AutoCAD software, and the moment of the ith pile to the transverse shaft is determined by a formula NiyiThe moment of the ith pile to the longitudinal axis is determined by calculation according to the formula NixiCalculating and determining, wherein specific data and calculation results are shown in a table 3;
TABLE 3 moment calculation data for each new pile and available existing piles versus horizontal and vertical axes
Figure BDA0003593619290000142
Figure BDA0003593619290000151
Figure BDA0003593619290000161
According to the moment balance principle, the counter force N of the ith pileiWith the horizontal coordinate x of the pile coreiMultiplying to obtain the reaction force N of the ith pileiAnd for the moment of the coordinate longitudinal axis, accumulating the counter forces of the N piles to the moment of the coordinate longitudinal axis to obtain the moment of the sum N of the counter forces of all the piles to the coordinate longitudinal axis, and obtaining a formula (c):
Figure BDA0003593619290000162
similarly, the reaction force N of the ith pile is adjustediAnd the longitudinal coordinate y of the pile centeriMultiplying to obtain the reaction force N of the ith pileiAnd for the moment of the coordinate cross shaft, accumulating the counter forces of the N piles to the moment of the coordinate cross shaft, wherein the numerical value is equal to the sum of the counter forces of all the piles, and the moment of the coordinate cross shaft is obtained by the formula (IV):
Figure BDA0003593619290000163
obtaining the counter-force centers (x) of all the piles after pile re-laying according to the formulas (c) and (c)1，y1) Calculating the formula:
Figure BDA0003593619290000171
wherein: (x)i，yi) The coordinates of the core of the ith pile relative to the origin E of the coordinates are obtained;
ni is the counterforce of the ith pile, and the numerical value of Ni is equal to the standard value of the vertical bearing capacity of the single pile of the ith pile;
n is the counterforce of all the piles, and the numerical value of N is equal to the sum of standard values of the vertical bearing capacity of the single piles of all the piles;
calculating the coordinates (x) of the center of the reaction force of all the newly laid piles according to the formula and the data in the table 31，y1) The calculation process is as follows:
Figure BDA0003593619290000172
Figure BDA0003593619290000173
(3) according to the calculation result, the coordinates of the center of the counter force of all the piles after the new pile arrangement are (x)1，y1) (-251.2, -49.9) in mm, since (| x)1< 500mm and | y1If < 500mm), judging from the numerical value that the geometric centroid E of the outer contour of the upper building is basically superposed with the reaction force center F of the pile group; the reaction force center F of this pile group is marked on fig. 9, resulting in fig. 10. It can also be seen that the geometric centroid E of the outer contour of the building substantially coincides with the reaction center F of the pile group. Therefore, according to the pile arrangement mode, the building cannot generate large eccentric bending moment, and the arrangement of the piles is reasonable.
The building is constructed according to the newly arranged pile foundation, after the building is constructed, the settlement value of the building meets the standard requirement through subsequent observation, and the building is in a good condition at present.
The above description is only an embodiment of the present invention, and the description is specific and detailed, but not intended to limit the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.

Claims (8)

1. A pile foundation laying method used under the existing pile foundation condition is characterized in that: the layout method comprises the following steps:
(1) core-pulling detection is carried out on existing pile foundations in a building construction area, and the existing pile foundations with complete core samples in all the existing pile foundations are determined to be usable pile foundations, and the existing pile foundations with incomplete core samples are unavailable pile foundations;
(2) and arranging new piles around the unavailable pile foundations in the following way:
a. four new piles B are arranged around the existing pile foundation A which can not be utilized at each L-shaped corner part outside the building, the pile center connecting lines of the four new piles B are quadrangles with mutually vertical diagonals, and the intersection points of two diagonal lines of the quadrangles pass through the existing pile foundation A at the part;
b. three new piles B are arranged around an existing pile foundation C which cannot be utilized at each T-shaped cross part of the shear wall of the building, pile cores of the three new piles B are connected into a triangle, and the pile core of the existing pile foundation C is positioned in the triangle formed by the connection of the pile cores of the three new piles B;
c. two new piles B are symmetrically arranged on two sides of an unavailable existing pile foundation D at the straight-line wall part of the shear wall of the building, the two new piles B are symmetrically distributed below the shear wall by taking the existing pile foundation D as the center, or the pile cores of the two new piles B are connected to pass through the pile core of the existing pile foundation D and are perpendicular to the shear wall.
2. A method for laying pile foundations in the presence of existing pile foundations as claimed in claim 1, wherein: after the new pile is laid, finely adjusting the position of the newly laid pile foundation according to the condition of the adjacent pile foundations; and drawing a new and old pile foundation mixed layout drawing in millimeter units according to the actual size of the building in AutoCAD software.
3. A method as claimed in claim 1, wherein the method is used for laying pile foundations in the presence of existing pile foundations, and comprises the following steps: in the step (2), in the step (a), the connection line of the pile centers of four new piles B which are arranged around the existing pile foundation A and can not be used at the L-shaped corner part is square.
4. A method as claimed in claim 1, wherein the method is used for laying pile foundations in the presence of existing pile foundations, and comprises the following steps: in the step B of the step (2), pile centers of three new piles B which are arranged around the existing pile foundation C and can not be utilized at the T-shaped cross part are connected into an equilateral or isosceles triangle; the three new piles B are all positioned at the shear wall of the building, and the pile centers of the existing pile foundations C are positioned at the middle points of the bottom sides of equilateral or isosceles triangles formed by connecting the pile centers of the three new piles B; or the new pile B at the vertex of the equilateral or isosceles triangle is positioned at the shear wall of the building, and the pile center of the existing pile foundation C is positioned at the geometric centroid of the equilateral or isosceles triangle formed by connecting the pile centers of the three new piles B.
5. A verification method for pile foundation layout under the condition of existing pile foundations, which is characterized in that the verification method is used for verifying the pile foundation layout under the condition of existing pile foundations as claimed in any one of claims 1 to 4, and comprises the following specific steps:
(1) calculating geometric centroid coordinate (x) of new building0Y 0); drawing an outer contour line of a new building according to the size of a new pile foundation and old pile foundation mixed layout drawing, taking the intersection point of extension lines of two outer side lines which are perpendicular to each other in the new building as a coordinate origin O, dividing a closed range formed by the outer contour of the building into n rectangles, wherein the centroid of each rectangle is the intersection point of the diagonals of the rectangle, and the centroid coordinate of the ith rectangle is (x)iYi), the area of the ith rectangle is AiFirstly, the centroid abscissa x of the ith rectangleiAnd its area AiMultiplying to obtain the area moment of the area of the ith rectangle to the coordinate longitudinal axis, then accumulating the area moments of the n rectangles to the coordinate longitudinal axis to obtain the area moment of the area A of the outer contour of the whole newly-built building to the coordinate longitudinal axis, and obtaining a formula (I):
Figure FDA0003593619280000021
the centroid ordinate y of the ith rectangleiAnd its area AiMultiplying to obtain the area moment of the i-th rectangle to the coordinate horizontal axis, and then combining the n rectanglesAccumulating the area moments of the coordinate cross shafts to obtain the area moment of the area A of the outer contour of the whole newly-built building to the coordinate cross shaft, and obtaining a formula II:
Figure FDA0003593619280000031
x in the above formulas (I) and (II)0，y0Respectively calculating the geometric centroid coordinates of the newly-built building through an area moment calculation formula (I) and an area moment calculation formula (II) to obtain the geometric centroid coordinates (x) of the newly-built building0，y0) The calculation formula is as follows:
Figure FDA0003593619280000032
wherein: (x)i，yi) Coordinates of each rectangular centroid of the segmentation relative to a coordinate origin O;
Aiis the area of the ith rectangle;
a is the sum of all subarea areas, namely the area of the outer contour of the whole newly-built building;
(2) calculating the coordinate (x) of the center of the counter force of all the piles after the pile re-arrangement1，y1) (ii) a Firstly, the geometric centroid coordinate (x) of the newly-built building calculated in the step (1) is calculated0，y0) Marking the outline drawing of the newly-built building as a point E, and performing the following calculation by taking the position of the point E as a coordinate origin; then overlapping the outer contour map of the newly-built building with the mixed arrangement map of the new and old pile foundations to obtain a mixed arrangement map of the new and old pile foundations with the geometric centroid E of the newly-built building as the origin of coordinates; according to the moment balance principle, the counter force N of the ith pileiWith the horizontal coordinate x of the pile coreiMultiplying to obtain the reaction force N of the ith pileiAnd for the moment of the coordinate longitudinal axis, accumulating the counter forces of the N piles to the moment of the coordinate longitudinal axis to obtain the moment of the sum N of the counter forces of all the piles to the coordinate longitudinal axis, and obtaining a formula (c):
Figure FDA0003593619280000033
similarly, the reaction force N of the ith pile is adjustediAnd the longitudinal coordinate y of the pile centeriMultiplying to obtain the reaction force N of the ith pileiAnd for the moment of the coordinate cross shaft, accumulating the counter forces of the N piles to the moment of the coordinate cross shaft, wherein the numerical value is equal to the sum of the counter forces of all the piles, and the moment of the coordinate cross shaft is obtained by the formula (IV):
Figure FDA0003593619280000034
calculating the counter force centers (x) of all the piles after the pile re-laying through formulas (c) and (c)1，y1) The calculation formula is as follows:
Figure FDA0003593619280000041
wherein: (x)i，yi) The coordinates of the core of the ith pile relative to the origin of coordinates E are obtained;
Nithe counter force of the ith pile is equal to the standard value of the vertical bearing capacity of the single pile of the ith pile in value;
n is the counterforce of all the piles, and the numerical value of N is equal to the sum of the standard values of the vertical bearing capacity of the single piles of all the piles;
(3) the reaction center coordinates (x) of all the piles after the pile re-arrangement obtained in the step (2) are calculated1，y1) Marking the new pile and the old pile in a mixed arrangement diagram; when the center of reaction (x) of all piles1，y1) Coincident or basically coincident with geometric centroid coordinate E of newly built building, i.e. | x1< 500mm and y1If the absolute value is less than 500mm, the geometric center of the upper structure and the counter force centers of all the piles do not have larger eccentric distance, larger eccentric bending moment can not occur, and the new piles are reasonably arranged; when | x1| is more than or equal to 500mm or | y1When | ≧ 500mm, it means that there will be a large eccentricity between the geometric center of the superstructure and the reaction center of all the pilesBending moment, the position of the new pile needs to be adjusted.
6. A verification method for pile foundation installation in the presence of an existing pile foundation as claimed in claim 5, wherein: calculating the coordinates (x) of the reaction centers of all the piles after pile re-arrangement1，y1) When the ith pile is the available existing pile, the counter force N isiDirectly taking a standard value of the vertical ultimate bearing capacity of a single pile provided in an original design drawing or determining the standard value through a field pile foundation bearing capacity test for the available vertical ultimate bearing capacity of the existing pile; when the ith pile is a newly arranged pile, the counter force N isiThe vertical ultimate bearing capacity of the newly arranged piles is calculated according to the following formula:
Quk＝uΣqsikli+qpkAp
Quk-vertical ultimate bearing capacity of the mono-pile;
u- - -pile body circumference;
qsik-standard value of extreme side friction resistance of the i-th layer of soil on the pile side;
li-length of pile body in the ith layer of soil;
Qpk-a standard value of extreme end resistance;
Ap-area of pile end.
7. A verification method for pile foundation installation in the presence of an existing pile foundation as claimed in claim 5, wherein: drawing an outer contour line of a newly-built building in the AutoCAD software according to the actual size by taking millimeters as a unit, and moving the origin of coordinates of the AutoCAD to the origin of coordinates O; the centroid of each rectangle is the intersection of its diagonals, the coordinate (x) of the centroidi，yi) The determination was captured with AutoCAD software.
8. A verification method for pile foundation installation in the presence of an existing pile foundation as claimed in claim 5, wherein: what is needed isIn the process of overlapping the new building outer contour drawing and the new and old pile foundation mixed layout drawing in the step (2), three reference points are selected from AutoCAD software, so that the new building outer contour drawing and the new and old pile foundation mixed layout drawing can be overlapped; the coordinate (x) of the core of the ith pile relative to the origin of coordinates Ei，yi) After the origin of coordinates of AutoCAD is moved to a point E, the pile core is captured by utilizing the AutoCAD software to obtain the center of the pile.
CN202210382869.1A 2022-04-13 Pile foundation layout method and verification method for existing pile foundation condition Active CN114718105B (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116484486A (en) * 2023-06-25 2023-07-25 北京建工四建工程建设有限公司 New and old engineering pile foundation comprehensive treatment method

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000154549A (en) * 1998-11-20 2000-06-06 Shimizu Corp Construction for reuse of existing foundation
JP2002146808A (en) * 2000-11-09 2002-05-22 Architects & Associates:Kk Foundation structure utilizing existing pile and foundation construction method utilizing existing pile
JP2003082688A (en) * 2001-09-12 2003-03-19 Taisei Corp Foundation structure of newly constructed building, using existing pile
JP2004107971A (en) * 2002-09-18 2004-04-08 Atsushi Koizumi Method for predicting displacement behavior of structure in underpinning
JP2010039922A (en) * 2008-08-07 2010-02-18 Mitsubishi Heavy Ind Ltd Device, method and program for manufacturing building model
JP2020148013A (en) * 2019-03-14 2020-09-17 住友林業株式会社 Design device and cost estimation device of pile-like ground reinforcement

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000154549A (en) * 1998-11-20 2000-06-06 Shimizu Corp Construction for reuse of existing foundation
JP2002146808A (en) * 2000-11-09 2002-05-22 Architects & Associates:Kk Foundation structure utilizing existing pile and foundation construction method utilizing existing pile
JP2003082688A (en) * 2001-09-12 2003-03-19 Taisei Corp Foundation structure of newly constructed building, using existing pile
JP2004107971A (en) * 2002-09-18 2004-04-08 Atsushi Koizumi Method for predicting displacement behavior of structure in underpinning
JP2010039922A (en) * 2008-08-07 2010-02-18 Mitsubishi Heavy Ind Ltd Device, method and program for manufacturing building model
JP2020148013A (en) * 2019-03-14 2020-09-17 住友林業株式会社 Design device and cost estimation device of pile-like ground reinforcement

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
姚建平;: "既有桩再利用及新旧桩混合使用条件下的静压新桩施工控制工艺研究", 建筑施工, no. 04, pages 402 - 405 *
朱永清: "三角形布桩承台桩位偏移后的受力分析和基础处理", 工业建筑, no. 04, pages 163 - 174 *
李镜培, 黏土地基中新旧混合群桩承载和变形的非线性分析方法, no. 12, pages 113 - 118 *
胡育佳;朱媛媛;程昌钧;: "弹性或弹塑性土体中桩基的大变形分析", 应用力学学报, no. 03, pages 27 - 33 *

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116484486A (en) * 2023-06-25 2023-07-25 北京建工四建工程建设有限公司 New and old engineering pile foundation comprehensive treatment method
CN116484486B (en) * 2023-06-25 2023-09-22 北京建工四建工程建设有限公司 New and old engineering pile foundation comprehensive treatment method

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