CN114969883A - Method and device for measuring volume replacement rate of vibroflotation pile and construction optimization method - Google Patents

Method and device for measuring volume replacement rate of vibroflotation pile and construction optimization method Download PDF

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CN114969883A
CN114969883A CN202210203572.4A CN202210203572A CN114969883A CN 114969883 A CN114969883 A CN 114969883A CN 202210203572 A CN202210203572 A CN 202210203572A CN 114969883 A CN114969883 A CN 114969883A
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vibroflotation
sample
stratum
crushed stone
core
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樊启祥
陈洪林
林鹏
陈道想
丁鹏
李果
杜鹏侠
马斌
陈涛
李萌
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Tsinghua University
China Huaneng Group Co Ltd
Sichuan Huaneng Luding Hydropower Co Ltd
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Tsinghua University
China Huaneng Group Co Ltd
Sichuan Huaneng Luding Hydropower Co Ltd
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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D33/00—Testing foundations or foundation structures
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/18—Placing by vibrating
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation

Abstract

The invention relates to a method and a device for measuring the volume replacement rate of a vibroflotation pile and a construction optimization method, wherein the device comprises the following components: the method comprises the following steps of (1) taking a core soil sample from an actuator, a plurality of crushed stone samples and a formation to be vibroflotation; the actuator applies horizontal exciting force to the crushed stone sample so as to enable the crushed stone sample to enter the stratum to be subjected to vibroflotation for coring; the distance between the initial position of the crushed stone sample and the quasi-vibroflotation stratum core soil sample is L2, and the diameter d of the crushed stone sample is calculated according to the design graded crushed stone proportion of the survey report of the quasi-vibroflotation stratum region; coring a soil sample of the pseudo-vibroflotation stratum, wherein the soil body of the pseudo-vibroflotation stratum is obtained by coring by adopting a drilling method, the coring soil sample of the pseudo-vibroflotation stratum is a cylinder, and the diameter and the height of the coring soil sample of the pseudo-vibroflotation stratum are determined according to the diameter of a crushed stone sample; the output point of the actuator, the sphere center of the gravel sample and the central symmetry axis in the height direction of the core soil sample of the formation to be vibrated and impacted are positioned on the same horizontal line. By the technical scheme, the volume replacement rate of the vibroflotation pile can be determined scientifically, accurately and reliably, and vibroflotation design and construction process are optimized.

Description

Method and device for measuring volume replacement rate of vibroflotation pile and construction optimization method
Technical Field
The invention relates to the technical field of vibroflotation construction, in particular to a vibroflotation pile volume replacement rate measuring method and device and a construction optimization method.
Background
The vibroflotation method, also known as vibroflotation method, is a foundation stabilization method developed based on the principle that sandy soil foundation can be compacted by adding water and vibrating, and is later used for arranging vibroflotation displacement gravel piles in cohesive soil layers. The vibroflotation method is a foundation reinforcement treatment method for improving poor foundation and meeting the foundation requirements of buildings (structures).
The vibroflotation gravel pile composite foundation reinforcement technology originates from Europe in the 19 th century, has been used for reinforcing the foundations of war factories and workshops in Bayonne regions of France in 1835, only uses a simple gravel pile reinforcement method to treat loose gravel at that time, and has certain limits on development and application because of insufficient physical and mechanical theory support and advanced test facilities. Steuerman in 1936, germany, proposed the concept of compacting sandy soil with vibration assisted by pressurized water. In 1937, Johann Keller, germany, developed the first vibroflot in the world. In the period of 1930-1940, vibroflotation is widely applied to the treatment of sand foundation in Germany. The early German practice proves the superiority of the method, the equipment is simple, the efficiency is high, and the method lays a foundation for the later long-term development. In 1950-1960 s, Germany and UK successively promoted the vibroflotation method for cohesive soil. The engineering foundation of Nelumberg Germany has soft clay, and Keller adopts a construction process of firstly forming holes by a vibroflot and then filling stones for reinforcement, which is the bud of the 'gravel pile method' of today. The vibration and impact method is used abroad in many cases, wherein the vibration and impact method is used for treating the sand foundation in the ten-win scouring region of Japan, and the vibration and impact method plays a remarkable role in 7.7-grade strong earthquakes in 1968, effectively inhibits the liquefaction of the sand foundation and proves the effectiveness of the vibration and impact method in the treatment of the sand foundation. Thereafter, the vibroflotation method is listed as a measure for effectively treating the seismic reinforcement of the sand foundation.
The geotechnical engineering world in China starts to know and pay attention to the application situation of foreign vibroflotation technology in the middle of the 70 th century of 20 th century, and particularly, after the great earthquake in Tangshan in 1976, China starts to pay attention to the technical research on seismic strengthening treatment of foundations and foundations. The vibroflotation technology development in China can be divided into four stages such as introduction tests (1976-1983), popularization and application (1984-1999), comprehensive and wide application (2000-2011) and process and technology improvement (2012-now) to date. With the development of infrastructure construction in the last 20 years, the vibroflotation gravel pile construction technology and equipment in China are rapidly developed and applied.
According to the standard of the national electric power industry, namely the foundation treatment standard of the hydraulic and hydroelectric engineering vibroflotation method (DL/T5214-2016), the vibroflotation standard is hereinafter referred to as vibroflotation standard and stipulated:
(1) vibroflotation foundation area replacement rate definition
Area replacement rate: the ratio of the area of the reinforcement in the composite foundation to the area of the control range thereof.
(2) Area replacement rate calculation formula:
Figure BDA0003530550160000021
in the formula: m represents an area substitution rate; d 0 Represents the average pile diameter (m) within the pile length range; d is a radical of e Representing the equivalent influence of a single pile on the diameter (m), the arrangement of the piles in an equilateral triangle, d e 1.05 s; square pile arrangement, d e 1.13 s; the rectangular piles are distributed in a rectangular way,
Figure BDA0003530550160000022
wherein s, s 1 、s 2 The unit is m, which is the distance between piles, the longitudinal distance and the transverse distance.
The existing scheme has the following defects:
(1) the packing replacement rate adopted by the existing vibroflotation standard is defined as the area replacement rate, vibroflotation construction belongs to hidden engineering, a composite stratum cannot be completely split after construction to check the real pile body form and the radius of an encryption area, and the packing volume replacement rate of the encryption stratum cannot be accurately measured. Therefore, the area replacement rate is an experience estimation method which is convenient to design, and both the accuracy and the calculation precision cannot be guaranteed.
(2) The calculation formula of the area replacement rate adopted by the existing vibroflotation standard does not show the average pile diameter d in the pile length range 0 Equivalent to a single pile to influence the diameter d of the circle e According to the accurate value of, and the method, wherein the single pile equivalently influences the diameter d of the circle e The method is obtained by multiplying the pile spacing by an empirical coefficient, and the formula is scientific, deficient and poor in accuracy, and cannot meet the requirement of accurate construction of modern intelligent construction site informatization technology.
(3) The empirical formula is used as a design and construction specification, in order to meet the design bearing capacity requirement, the design bearing redundancy is inevitably increased too much, the construction working hours and the waste of construction materials are increased, and the construction efficiency and the economy have larger optimization space.
(4) When the vibroflotation composite foundation is designed and constructed, the area replacement rate, the filler grading, the vibroflotation device selection and the like are independent individuals, a mutual correlation analysis model is not established, a set of scientific optimal efficacy evaluation method is not formed, and the optimal work efficiency of the vibroflotation process is not fully exerted.
Disclosure of Invention
In order to overcome the problems in the related art, the invention provides a method and a device for measuring the volume replacement rate of a vibroflotation pile and a construction optimization method, and solves the technical problems in the prior art.
According to a first aspect of embodiments of the present invention, there is provided a vibroflotation pile volume replacement ratio determination apparatus, the apparatus including:
the method comprises the following steps of (1) taking a core soil sample from an actuator, a plurality of crushed stone samples and a formation to be vibroflotation;
the actuator is used for applying horizontal exciting force to the gravel sample so that the gravel sample enters the stratum to be vibrofloted to core the soil sample under the action of the maximum exciting force of the vibroflot;
the initial position of the macadam sample is L2 from the core soil sample of the pseudo-vibroflotation stratum, and the diameter d of the macadam sample is calculated according to the design graded macadam proportion of the survey report of the pseudo-vibroflotation stratum region;
the core-taking soil sample of the quasi-vibroflotation stratum is obtained by taking a core of a soil body of the quasi-vibroflotation stratum by adopting a drilling method, wherein the core-taking soil sample of the quasi-vibroflotation stratum is a cylinder, and the diameter and the height of the core-taking soil sample of the quasi-vibroflotation stratum are determined according to the diameter of the crushed stone sample;
the output point of the actuator, the sphere center of the crushed stone sample and the central symmetry axis in the height direction of the core soil sample of the pseudo-vibroflotation stratum are on the same horizontal line.
In one embodiment, preferably, the actuator calculates a maximum shock excitation force value F of the vibroflot according to the performance of the vibroflot, adjusts the output force of the vibroflot to a counter stress value F, and sequentially applies horizontal shock excitation force to each crushed stone sample so that the crushed stone samples are driven into the stratum to be shocked to take core soil samples, and shock excitation is stopped until the stratum to be shocked reaches a limit encryption state.
In one embodiment, the first and second electrodes are, preferably,
determining the final depth L1 of the first crushed stone sample entering the quasi-vibroflotation stratum coring soil sample according to the section of the quasi-vibroflotation stratum coring soil sample;
determining a final movement distance r1 of the first crushed stone sample from the position acted by the exciting force to the position of entering the core soil sample of the quasi-vibroflotation stratum according to a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibroflotation stratum and a distance L2 between the initial position acted by the exciting force of the crushed stone sample and the core soil sample of the quasi-vibroflotation stratum;
determining the vibroflotation encryption radius of the soil body of the formation to be vibroflotation according to the final movement distance r 1;
and determining the vibroflotation compaction volume and the volume replacement rate of the vibroflotation composite foundation corresponding to the soil body of the formation to be vibroflotation according to the vibroflotation compaction radius.
In one embodiment, the first and second electrodes are, preferably,
calculating the final movement distance r1 of the first crushed stone sample from the initial position acted by the exciting force to the core soil sample of the pseudo-vibroflotation stratum by adopting the following first calculation formula:
r1＝L1+L2
wherein L1 represents the final depth of the first crushed stone sample entering the core soil sample of the pseudo-vibroflotation stratum, and the movement distance of the first crushed stone sample consists of the movement of the first crushed stone sample into the soil core under the action of self-excited vibration force and the indirect impact of the sample after the first crushed stone sample into the soil core under the action of the excited vibration force; l2 represents the distance between the initial position of the crushed stone sample acted by the exciting force and the core soil sample of the pseudo-vibroseis stratum;
calculating the vibroflotation encrypted radius of the soil body of the formation to be vibroflotation by adopting the following second calculation formula:
r＝r1+r2
wherein r represents the vibroflotation encryption radius, r1 represents the final movement distance, r2 represents the radius of the vibroflot;
calculating the vibroflotation encrypted volume by adopting the following third calculation formula;
V＝πhr 2
wherein V represents the vibroflotation encrypted volume, h represents vibroflotation depth, and r represents the vibroflotation encrypted radius;
calculating the volume replacement rate of the vibroflotation composite foundation by adopting the following fourth calculation formula:
Figure BDA0003530550160000051
wherein Q represents the volume replacement ratio, V represents the vibroflotation compaction volume, and Deltav represents the crushed stone volume, wherein,
Figure BDA0003530550160000052
the Δ m represents the mass of the crushed stone,
Figure BDA0003530550160000053
the average density of the crushed stones is indicated.
According to a second aspect of the embodiments of the present invention, there is provided a method for measuring a volumetric replacement rate of a vibroflotation pile, which is used for a device for measuring a volumetric replacement rate of a vibroflotation pile, the device including an actuator, a plurality of crushed stone samples, and a core soil sample of a pseudo-vibroflotation stratum, wherein a force output point of the actuator, a spherical center of the crushed stone samples, and a central symmetry axis in a height direction of the core soil sample of the pseudo-vibroflotation stratum are on the same horizontal line, the method including:
the actuator calculates the maximum excitation force value F of the vibroflot according to the performance of the vibroflot, adjusts the output force of the vibroflot to the opposite stress value F, and applies horizontal excitation force to each broken stone sample in sequence so as to enable the broken stone sample to be driven into the core soil sample of the pseudo-vibroflot stratum, and stops excitation until the pseudo-vibroflot stratum reaches a limit encryption state, wherein the broken stone sample has an initial position distance of L2 from the core soil sample of the pseudo-vibroflot stratum, the diameter d of the broken stone sample is calculated according to the design grading broken stone proportion of a survey report of the pseudo-vibroflot stratum, the core soil sample of the pseudo-vibroflot stratum is a cylinder, and the diameter and the height of the round stone sample are determined according to the diameter of the broken stone sample.
In one embodiment, the first and second electrodes are, preferably,
determining the final depth L1 of the first crushed stone sample entering the quasi-vibroflotation stratum coring soil sample according to the section of the quasi-vibroflotation stratum coring soil sample;
determining a final movement distance r1 of the first crushed stone sample from the position acted by the exciting force to the position of entering the core soil sample of the quasi-vibroflotation stratum according to a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibroflotation stratum and a distance L2 between the initial position acted by the exciting force of the crushed stone sample and the core soil sample of the quasi-vibroflotation stratum;
determining the vibroflotation encryption radius of the soil body of the formation to be vibroflotation according to the final movement distance r 1;
and determining the vibroflotation compaction volume and the volume replacement rate of the vibroflotation composite foundation corresponding to the soil body of the formation to be vibroflotation according to the vibroflotation compaction radius.
In one embodiment, the first and second electrodes are, preferably,
calculating the final movement distance r1 of the first crushed stone sample from the initial position acted by the exciting force to the core soil sample of the pseudo-vibroflotation stratum by adopting the following first calculation formula:
r1＝L1+L2
wherein L1 represents the final depth of the first crushed stone sample entering the core soil sample of the pseudo-vibroflotation stratum, and the movement distance of the first crushed stone sample consists of the movement of the first crushed stone sample into the soil core under the action of self-excited vibration force and the indirect impact of the sample after the first crushed stone sample into the soil core under the action of the excited vibration force; l2 represents the distance between the initial position of the crushed stone sample acted by the exciting force and the core soil sample of the pseudo-vibroseis stratum;
calculating the vibroflotation encrypted radius of the soil body of the formation to be vibroflotation by adopting the following second calculation formula:
r＝r1+r2
wherein r represents the vibroflotation encryption radius, r1 represents the final movement distance, r2 represents the radius of the vibroflot;
calculating the vibroflotation encrypted volume by adopting the following third calculation formula;
V＝πhr 2
wherein V represents the vibroflotation encrypted volume, h represents vibroflotation depth, and r represents the vibroflotation encrypted radius;
calculating the volume replacement rate of the vibroflotation composite foundation by adopting the following fourth calculation formula:
Figure BDA0003530550160000061
wherein Q represents the volume replacement ratio, V represents the vibroflotation compaction volume, and Deltav represents the crushed stone volume, wherein,
Figure BDA0003530550160000062
the Δ m represents the mass of the crushed stone,
Figure BDA0003530550160000063
the average density of the crushed stones is indicated.
According to a third aspect of embodiments of the present invention, there is provided a vibroflotation construction optimization method using the vibroflotation pile volume replacement rate measurement device according to any one of the embodiments of the first aspect, the method including:
obtaining an excitation force value F, a crushed stone diameter d and a volume replacement rate V;
and determining the optimal scheme of the construction economy and the efficiency of the vibroflotation pile according to the incidence relation among the excitation force value F, the diameter d of the crushed stone and the volume replacement rate V.
According to a fourth aspect of embodiments of the present invention, there is provided a computer readable storage medium having stored thereon computer instructions which, when executed by a processor, implement the steps of the method according to any one of the embodiments of the second aspect.
The technical scheme provided by the embodiment of the invention can have the following beneficial effects:
(1) the volume replacement rate provided by the invention is obtained by averaging through multiple test tests, and compared with the traditional area replacement rate empirical formula, the volume replacement rate empirical formula has the advantages that scientific test data are used as support, and the scientificity, the accuracy and the reliability are greatly improved and guaranteed.
(2) The method comprises the steps of constructing a vibration-impacting construction optimal work efficiency evaluation analysis model of 'vibration-impacting device power (exciting force)' -filler grading (average diameter) '-volume replacement rate V', establishing association of independent work such as vibration-impacting equipment type selection, filler grading design and vibration-impacting composite foundation replacement rate design, and based on the association model analysis and combined with engineering practice, realizing optimization of vibration-impacting construction work efficiency and economy. The vibroflotation working method is a scientific and effective optimized vibroflotation working method for engineering mechanical equipment configuration, engineering design, construction work efficiency setting and the like.
It is to be understood that both the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the invention, as claimed.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the invention and together with the description, serve to explain the principles of the invention.
FIG. 1 is a schematic diagram illustrating a vibro-pile volumetric displacement rate determination apparatus according to an exemplary embodiment.
Fig. 2a and 2b are schematic diagrams illustrating a cross-section and a plan view of a vibroflotation formation according to an exemplary embodiment.
FIG. 3 is a flow chart illustrating a vibroflotation construction optimization method according to an exemplary embodiment.
FIG. 4 is a schematic diagram of an F-d-V optimization analysis model of vibroflotation construction ergonomics, according to an exemplary embodiment.
Detailed Description
Reference will now be made in detail to the exemplary embodiments, examples of which are illustrated in the accompanying drawings. When the following description refers to the accompanying drawings, like numbers in different drawings represent the same or similar elements unless otherwise indicated. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with the present invention. Rather, they are merely examples of apparatus and methods consistent with certain aspects of the invention, as detailed in the appended claims.
FIG. 1 is a schematic diagram illustrating a vibro-pile volumetric displacement rate determination apparatus according to an exemplary embodiment.
As shown in fig. 1, according to a first aspect of the embodiments of the present invention, there is provided a vibroflotation pile volume replacement ratio determination apparatus, including:
the method comprises the following steps of (1) taking a core soil sample from an actuator, a plurality of crushed stone samples and a formation to be vibroflotation;
the actuator is used for applying horizontal exciting force to the crushed stone sample so as to enable the crushed stone sample to enter the quasi-vibroflotation stratum to core the soil sample;
the actuator is also called a vibration exciter and is used for carrying out a dynamic test and is a force output device for the dynamic test.
The excitation force F is obtained by arranging the actuator in advance, and is obtained by an electric vibroflot (DL/T1557-2016):
Figure BDA0003530550160000081
in the formula: f-excitation force, N;
m is eccentric block mass, kg;
e-eccentricity, mm;
omega-motor angular velocity of vibroflot, rad/s.
The initial position of the macadam sample is L2 from the core soil sample of the pseudo-vibroflotation stratum, and the diameter d of the macadam sample is calculated according to the design graded macadam proportion of the survey report of the pseudo-vibroflotation stratum region;
before testing, designing graded broken stone proportion according to a survey report of the formation region of the simulated vibroflotation formation, and calculating to obtain the average grain diameter d of the broken stones. Selecting crushed stones with good roundness, hard material and no crack to be processed into a plurality of spheres with the diameter of d as a test crushed stone sample for later use.
The core-taking soil sample of the quasi-vibroflotation stratum is obtained by taking a core of a soil body of the quasi-vibroflotation stratum by adopting a drilling method, wherein the core-taking soil sample of the quasi-vibroflotation stratum is a cylinder, and the diameter and the height of the core-taking soil sample of the quasi-vibroflotation stratum are determined according to the diameter of the crushed stone sample;
the diameter and height of a cylindrical soil sample are determined according to the particle size D of the crushed stone sample determined by grading, and generally the diameter D of the soil sample is (3-5) D, and the height L1 is (5-10) D, which can be adjusted according to the actual stratum hardness. After the size is determined, coring 5-10 soil bodies of the stratum to be vibrated and washed by a drilling method.
After soil samples are obtained on site, transparent preservative films are covered on the surfaces of the soil samples in time for moisture preservation and heat preservation, and the soil samples are placed into cylindrical transparent containers with equal diameter and height for storage. The container for storing the soil core can be made of transparent acrylic materials and is formed by assembling two equal semicircular rings, and the soil layer can be conveniently cut along the diameter after the test is finished.
The output point of the actuator, the sphere center of the gravel sample and the central symmetry axis of the quasi-vibroflotation stratum coring soil sample in the height direction are positioned on the same horizontal line.
In one embodiment, preferably, the actuator calculates an excitation force value F according to the performance of the vibroflot, adjusts the output force to a counter stress value F, and sequentially applies horizontal excitation force to each broken stone sample so as to drive the broken stone sample into the stratum to be vibrofloted to take a core soil sample until the stratum to be vibrofloted reaches a limit encryption state, and then stops excitation.
In this embodiment, as shown in fig. 1, the testing step includes:
step 1: and (3) calculating an exciting force according to the performance of the vibroflot, adjusting the actuator to a counter stress value, and applying a horizontal exciting force to the No. I crushed stone sample.
Step 2 to step n-1: repeat step 1.
The nth step: and when the nth crushed stone sample is driven into the soil sample by the exciting force, and only less than half of the area is embedded into the soil sample or the soil sample cannot be embedded into the area, considering that the vibroflotation stratum reaches the limit encryption state, and the step is the final nth step of excitation.
Step (n + 1): stopping exciting, transversely cutting the soil sample along the height direction of the bottom area straight radial cylinder, and measuring the depth L1 of the No. I crushed stone sample entering the soil sample.
The above test method takes three soil samples, repeats three times, and takes an average value.
As shown in fig. 2a and 2b, the composite foundation of the vibroflotation stratum can be divided into: the gravel pile area, the vibroflotation soil and stone composite compaction area and the non-compaction area (undisturbed soil).
In one embodiment, preferably, the final depth L1 of the first crushed stone sample entering the pseudo-vibroseis stratum coring soil sample is determined according to the section of the pseudo-vibroseis stratum coring soil sample;
determining a final movement distance r1 of the first crushed stone sample from the position acted by the exciting force to the position of entering the core soil sample of the quasi-vibroflotation stratum according to a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibroflotation stratum and a distance L2 between the initial position acted by the exciting force of the crushed stone sample and the core soil sample of the quasi-vibroflotation stratum;
determining the vibroflotation encryption radius of the soil body of the formation to be vibroflotation according to the final movement distance r 1;
and determining the vibroflotation compaction volume and the volume replacement rate of the vibroflotation composite foundation corresponding to the soil body of the formation to be vibroflotation according to the vibroflotation compaction radius.
In one embodiment, the first and second electrodes are, preferably,
calculating the final movement distance r1 of the first crushed stone sample from the initial position acted by the exciting force to the core soil sample of the pseudo-vibroflotation stratum by adopting the following first calculation formula:
r1＝L1+L2
wherein L1 represents the final depth of the first crushed stone sample entering the core soil sample of the pseudo-vibroflotation stratum, and the movement distance of the first crushed stone sample consists of the movement of the first crushed stone sample into the soil core under the action of self-excited vibration force and the indirect impact of the sample after the first crushed stone sample into the soil core under the action of the excited vibration force; l2 represents the distance between the initial position of the crushed stone sample acted by the exciting force and the core soil sample of the pseudo-vibroseis stratum;
calculating the vibroflotation encrypted radius of the soil body of the formation to be vibroflotation by adopting the following second calculation formula:
r＝r1+r2
wherein r represents the vibroflotation encryption radius, r1 represents the final movement distance, r2 represents the radius of the vibroflot;
calculating the vibroflotation encrypted volume by adopting the following third calculation formula;
V＝πhr 2
wherein V represents the vibroflotation encrypted volume, h represents vibroflotation depth, and r represents the vibroflotation encrypted radius;
calculating the volume replacement rate of the vibroflotation composite foundation by adopting the following fourth calculation formula:
Figure BDA0003530550160000111
wherein Q represents the volume replacement ratio, V represents the vibroflotation compaction volume, and Deltav represents the crushed stone volume, wherein,
Figure BDA0003530550160000112
and Δ m represents the mass of the crushed stone,
Figure BDA0003530550160000113
the average density of the crushed stones is indicated.
According to a second aspect of the embodiments of the present invention, there is provided a method for measuring a volumetric replacement rate of a vibroflotation pile, which is used for a device for measuring a volumetric replacement rate of a vibroflotation pile, the device including an actuator, a plurality of crushed stone samples, and a core soil sample of a pseudo-vibroflotation stratum, wherein a force output point of the actuator, a spherical center of the crushed stone samples, and a central symmetry axis in a height direction of the core soil sample of the pseudo-vibroflotation stratum are on the same horizontal line, the method including:
the actuator calculates the maximum excitation force value F of the vibroflot according to the performance of the vibroflot, adjusts the output force of the vibroflot to the opposite stress value F, and applies horizontal excitation force to each broken stone sample in sequence so as to enable the broken stone sample to be driven into the core soil sample of the pseudo-vibroflot stratum, and stops excitation until the pseudo-vibroflot stratum reaches a limit encryption state, wherein the broken stone sample has an initial position distance of L2 from the core soil sample of the pseudo-vibroflot stratum, the diameter d of the broken stone sample is calculated according to the design grading broken stone proportion of a survey report of the pseudo-vibroflot stratum, the core soil sample of the pseudo-vibroflot stratum is a cylinder, and the diameter and the height of the round stone sample are determined according to the diameter of the broken stone sample.
In one embodiment, the first and second electrodes are, preferably,
determining the final depth L1 of the first crushed stone sample entering the quasi-vibroflotation stratum coring soil sample according to the section of the quasi-vibroflotation stratum coring soil sample;
determining a final movement distance r1 of the first crushed stone sample from the position acted by the exciting force to the position of entering the core soil sample of the quasi-vibroflotation stratum according to a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibroflotation stratum and a distance L2 between the initial position acted by the exciting force of the crushed stone sample and the core soil sample of the quasi-vibroflotation stratum;
determining the vibroflotation encryption radius of the soil body of the formation to be vibroflotation according to the final movement distance r 1;
and determining the vibroflotation compaction volume and the volume replacement rate of the vibroflotation composite foundation corresponding to the soil body of the formation to be vibroflotation according to the vibroflotation compaction radius.
In one embodiment, the first and second electrodes are, preferably,
calculating the final movement distance r1 of the first crushed stone sample from the initial position acted by the exciting force to the core soil sample of the pseudo-vibroflotation stratum by adopting the following first calculation formula:
r1＝L1+L2
wherein L1 represents the final depth of the first crushed stone sample entering the core soil sample of the pseudo-vibroflotation stratum, and the movement distance of the first crushed stone sample consists of the movement of the first crushed stone sample into the soil core under the action of self-excited vibration force and the indirect impact of the sample after the first crushed stone sample into the soil core under the action of the excited vibration force; l2 represents the distance between the initial position of the crushed stone sample acted by the exciting force and the core soil sample of the pseudo-vibroseis stratum;
calculating the vibroflotation encrypted radius of the soil body of the formation to be vibroflotation by adopting the following second calculation formula:
r＝r1+r2
wherein r represents the vibroflotation encryption radius, r1 represents the final movement distance, r2 represents the radius of the vibroflot;
calculating the vibroflotation encrypted volume by adopting the following third calculation formula;
V＝πhr 2
wherein V represents the vibroflotation encrypted volume, h represents vibroflotation depth, and r represents the vibroflotation encrypted radius;
calculating the volume replacement rate of the vibroflotation composite foundation by adopting the following fourth calculation formula:
Figure BDA0003530550160000121
wherein Q represents the volume displacement ratio, V represents the vibroflotation compaction volume, and Δ V represents the volume of crushed stone, wherein,
Figure BDA0003530550160000122
the Δ m represents the mass of the crushed stone,
Figure BDA0003530550160000123
the average density of the crushed stones is indicated.
According to a third aspect of the embodiments of the present invention, there is provided a vibroflotation construction optimization method using the vibroflotation pile volume replacement rate determination apparatus according to any one of the embodiments of the first aspect, as shown in fig. 3, the method includes:
step S301, obtaining an excitation force value F, a crushed stone diameter d and a volume replacement rate V; wherein, the power P of the vibroflotation device is positively correlated with the exciting force F, the grading of the filler is positively correlated with the average diameter d, and the displacement rate design adopts the volume displacement rate which is correlated with the design bearing capacity, the exciting force F and the average diameter d of the filler.
And S302, determining the optimal scheme of the construction economy and the efficiency of the vibroflotation pile according to the incidence relation among the excitation force value F, the diameter d of the crushed stone and the volume replacement rate V.
In the embodiment, a vibroflotation construction optimal work efficiency evaluation analysis model of 'vibroflotation device power (exciting force) F-filler grading (average diameter) d-volume replacement rate V' is constructed, independent work such as vibroflotation equipment type selection, filler grading design and vibroflotation composite foundation replacement rate design is associated, and optimization of vibroflotation construction work efficiency and economy can be realized by combining engineering practice based on association model analysis. The optimization analysis model is shown in FIG. 4.
According to a fourth aspect of embodiments of the present invention, there is provided a computer readable storage medium having stored thereon computer instructions which, when executed by a processor, implement the steps of the method according to any one of the embodiments of the second aspect.
It is further understood that the term "plurality" means two or more, and other terms are analogous. "and/or" describes the association relationship of the associated object, indicating that there may be three relationships, for example, a and/or B, which may indicate: a exists alone, A and B exist simultaneously, and B exists alone. The character "/" generally indicates that the former and latter associated objects are in an "or" relationship. The singular forms "a", "an", and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise.
It will be further understood that the terms "first," "second," and the like are used to describe various information and that such information should not be limited by these terms. These terms are only used to distinguish one type of information from another and do not denote a particular order or importance. Indeed, the terms "first," "second," and the like are fully interchangeable. For example, first information may also be referred to as second information, and similarly, second information may also be referred to as first information, without departing from the scope of the present invention.
It is further to be understood that while operations are depicted in the drawings in a particular order, this is not to be understood as requiring that such operations be performed in the particular order shown or in serial order, or that all illustrated operations be performed, to achieve desirable results. In certain environments, multitasking and parallel processing may be advantageous.
Other embodiments of the invention will be apparent to those skilled in the art from consideration of the specification and practice of the invention disclosed herein. This application is intended to cover any variations, uses, or adaptations of the invention following, in general, the principles of the invention and including such departures from the present disclosure as come within known or customary practice within the art to which the invention pertains. It is intended that the specification and examples be considered as exemplary only, with a true scope and spirit of the invention being indicated by the following claims.
It will be understood that the invention is not limited to the precise arrangements described above and shown in the drawings and that various modifications and changes may be made without departing from the scope thereof. The scope of the invention is limited only by the appended claims.

Claims (8)

1. A vibroflotation pile volume replacement rate measuring device, characterized in that, the device includes: the method comprises the following steps of (1) taking a core soil sample from an actuator, a plurality of crushed stone samples and a formation to be vibroflotation;
the actuator is used for applying horizontal exciting force to the crushed stone sample so as to enable the crushed stone sample to enter the quasi-vibroflotation stratum to core the soil sample;
the initial position of the macadam sample is L2 from the core soil sample of the pseudo-vibroflotation stratum, and the diameter d of the macadam sample is calculated according to the design graded macadam proportion of the survey report of the pseudo-vibroflotation stratum region;
the core-taking soil sample of the quasi-vibroflotation stratum is obtained by taking a core of a soil body of the quasi-vibroflotation stratum by adopting a drilling method, wherein the core-taking soil sample of the quasi-vibroflotation stratum is a cylinder, and the diameter and the height of the core-taking soil sample of the quasi-vibroflotation stratum are determined according to the diameter of the crushed stone sample;
the output point of the actuator, the sphere center of the crushed stone sample and the central symmetry axis in the height direction of the core soil sample of the pseudo-vibroflotation stratum are on the same horizontal line.
2. The apparatus of claim 1,
the actuator calculates the maximum exciting force value F of the vibroflot according to the performance of the vibroflot, adjusts the output force of the vibroflot to the opposite stress value F, and applies horizontal exciting force to each broken stone sample in sequence so as to drive the broken stone sample into the stratum to be vibroflot to take a core soil sample until the stratum to be vibroflot reaches a limit encryption state and then stops exciting.
3. The apparatus of claim 1,
determining the final depth L1 of the first crushed stone sample entering the quasi-vibroflotation stratum coring soil sample according to the section of the quasi-vibroflotation stratum coring soil sample;
determining a final movement distance r1 of the first crushed stone sample from the position acted by the exciting force to the position of entering the core soil sample of the quasi-vibroflotation stratum according to a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibroflotation stratum and a distance L2 between the initial position acted by the exciting force of the crushed stone sample and the core soil sample of the quasi-vibroflotation stratum;
determining the vibroflotation encryption radius of the soil body of the formation to be vibroflotation according to the final movement distance r 1;
and determining the vibroflotation compaction volume and the volume replacement rate of the vibroflotation composite foundation corresponding to the soil body of the formation to be vibroflotation according to the vibroflotation compaction radius.
4. The apparatus of claim 3, wherein the final distance r1 traveled by the first crushed stone sample from the initial position acted on by the exciting force to the entry into the pseudovibroseis coring earth sample is calculated using the first calculation:
r1＝L1+L2
wherein L1 represents the final depth of the first crushed stone sample entering the core soil sample of the pseudo-vibroflotation stratum, and the movement distance of the first crushed stone sample consists of the movement of the first crushed stone sample into the soil core under the action of self-excited vibration force and the indirect impact of the sample after the first crushed stone sample into the soil core under the action of the excited vibration force; l2 represents the distance between the initial position of the crushed stone sample acted by the exciting force and the core soil sample of the pseudo-vibroseis stratum;
calculating the vibroflotation encrypted radius of the soil body of the formation to be vibroflotation by adopting the following second calculation formula:
r＝r1+r2
wherein r represents the vibroflotation encryption radius, r1 represents the final movement distance, r2 represents the radius of the vibroflot;
calculating the vibroflotation encrypted volume by adopting the following third calculation formula;
V＝πhr 2
wherein V represents the vibroflotation encrypted volume, h represents vibroflotation depth, and r represents the vibroflotation encrypted radius;
calculating the volume replacement rate of the vibroflotation composite foundation by adopting the following fourth calculation formula:
Figure FDA0003530550150000021
wherein Q represents the volume replacement ratio, V represents the vibroflotation compaction volume, and Deltav represents the crushed stone volume, wherein,
Figure FDA0003530550150000022
the Δ m represents the mass of the crushed stone,
Figure FDA0003530550150000023
the average density of the crushed stones is indicated.
5. The utility model provides a vibroflotation pile volume replacement rate survey method which characterized in that for vibroflotation pile volume replacement rate survey device, the device includes actuator, a plurality of rubble sample and plans vibroflotation stratum core soil sample, the output point of actuator, the centre of sphere of rubble sample and the central symmetry axis of planning vibroflotation stratum core soil sample direction of height are on same water flat line, the method includes:
the actuator calculates an excitation force value F according to the performance of the vibroflot, adjusts the output force of the vibroflot to a counter stress value F, and applies horizontal excitation force to each broken stone sample in sequence so as to enable the broken stone sample to be driven into the core soil sample of the pseudo-vibroflot stratum, and stops excitation until the pseudo-vibroflot stratum reaches a limit encryption state, wherein the broken stone sample is L2 in the distance of the initial position from the core soil sample of the pseudo-vibroflot stratum, the diameter d of the broken stone sample is calculated according to the design grading broken stone proportion of a survey report of the pseudo-vibroflot stratum area, the core soil sample of the pseudo-vibroflot stratum is a cylinder, and the diameter and the height of the core soil sample are determined according to the diameter of the broken stone sample.
6. The method of claim 5,
determining the final depth L1 of the first crushed stone sample entering the quasi-vibroflotation stratum coring soil sample according to the section of the quasi-vibroflotation stratum coring soil sample;
determining a final movement distance r1 of the first crushed stone sample from the position acted by the exciting force to the position of entering the core soil sample of the quasi-vibroflotation stratum according to a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibroflotation stratum and a distance L2 between the initial position acted by the exciting force of the crushed stone sample and the core soil sample of the quasi-vibroflotation stratum;
determining the vibroflotation encryption radius of the soil body of the formation to be vibroflotation according to the final movement distance r 1;
and determining the vibroflotation compaction volume and the volume replacement rate of the vibroflotation composite foundation corresponding to the soil body of the formation to be vibroflotation according to the vibroflotation compaction radius.
7. The method of claim 6,
calculating the final movement distance r1 of the first crushed stone sample from the initial position acted by the exciting force to the core soil sample of the pseudo-vibroflotation stratum by adopting the following first calculation formula:
r1＝L1+L2
wherein L1 represents the final depth of the first crushed stone sample entering the core soil sample of the pseudo-vibroflotation stratum, and the movement distance of the first crushed stone sample consists of the movement of the first crushed stone sample into the soil core under the action of self-excited vibration force and the indirect impact of the sample after the first crushed stone sample into the soil core under the action of the excited vibration force; l2 represents the distance between the initial position of the crushed stone sample acted by the exciting force and the core soil sample of the pseudo-vibroseis stratum;
calculating the vibroflotation encrypted radius of the soil body of the formation to be vibroflotation by adopting the following second calculation formula:
r＝r1+r2
wherein r represents the vibroflotation encryption radius, r1 represents the final movement distance, r2 represents the radius of the vibroflot;
calculating the vibroflotation encrypted volume by adopting the following third calculation formula;
V＝πhr 2
wherein V represents the vibroflotation encrypted volume, h represents vibroflotation depth, and r represents the vibroflotation encrypted radius;
calculating the volume replacement rate of the vibroflotation composite foundation by adopting the following fourth calculation formula:
Figure FDA0003530550150000041
wherein Q represents the volume replacement ratio, V represents the vibroflotation compaction volume, and Deltav represents the crushed stone volume, wherein,
Figure FDA0003530550150000042
the Δ m represents the mass of the crushed stone,
Figure FDA0003530550150000043
the average density of the crushed stones is indicated.
8. A vibroflotation construction optimization method using the vibroflotation pile volume replacement ratio measurement device according to any one of claims 1 to 4, characterized in that the method comprises:
obtaining an excitation force value F, a crushed stone diameter d and a volume replacement rate V;
and determining the optimal scheme of the construction economy and the efficiency of the vibroflotation pile according to the incidence relation among the excitation force value F, the diameter d of the broken stone and the volume replacement rate V.
CN202210203572.4A 2022-03-03 2022-03-03 Method and device for measuring volume replacement rate of vibroflotation pile and construction optimization method Pending CN114969883A (en)

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