CN111207863B - Method and device for testing joint stress of joint-shaped underground diaphragm wall - Google Patents
Method and device for testing joint stress of joint-shaped underground diaphragm wall Download PDFInfo
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- 239000002689 soil Substances 0.000 claims abstract description 177
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L1/00—Measuring force or stress, in general
- G01L1/20—Measuring force or stress, in general by measuring variations in ohmic resistance of solid materials or of electrically-conductive fluids; by making use of electrokinetic cells, i.e. liquid-containing cells wherein an electrical potential is produced or varied upon the application of stress
- G01L1/22—Measuring force or stress, in general by measuring variations in ohmic resistance of solid materials or of electrically-conductive fluids; by making use of electrokinetic cells, i.e. liquid-containing cells wherein an electrical potential is produced or varied upon the application of stress using resistance strain gauges
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- G01L1/2262—Measuring circuits therefor involving simple electrical bridges
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Abstract
The invention discloses a method and a device for testing the stress of a joint-shaped underground diaphragm wall, wherein the testing device comprises the following steps: the device comprises a first strain gauge, a first miniature soil pressure box, a second strain gauge, a third strain gauge and a second miniature soil pressure box, and a data acquisition instrument connected with the first strain gauge and the second strain gauge, wherein the strain value of the position of the first strain gauge and the second strain gauge is measured to obtain the total impedance value of a wall section at a middle section, the soil pressure value of the position of the first miniature soil pressure box is measured to obtain the soil pressure value of the middle section, the strain value and the soil pressure value of the position of the third strain gauge and the second miniature soil pressure box are measured to obtain the total impedance value of the wall section at an end section, and the soil pressure value of the position of the second miniature soil pressure box is measured to obtain the soil pressure value of the end section. The method can simply and effectively obtain the stress condition of the section wall section, and has important significance for stress monitoring in practical application of the section underground continuous wall.
Description
Technical Field
The invention relates to a stress test method of a continuous wall, in particular to a stress test method and device for a joint of a joint-shaped underground continuous wall.
Background
As a novel pulling-resistant foundation, the section-shaped underground diaphragm wall has excellent engineering characteristics, has been preliminarily applied to Japanese high-rise building structure foundation engineering, and has been gradually popularized to other pulling-resistant and floating-resistant engineering fields, such as subway tunnel engineering floating resistance and the like.
However, it is worth noting that, at present, regarding the test of the stress of the section-shaped underground continuous wall under the action of the upward pulling load, only the stress analysis of the whole wall section is remained, and no method for obtaining the soil pressure born by the section of the section wall section and the side friction resistance born by the non-section position by separate test is available. The method is limited by the limitation, the research on the joint stress characteristics and the working mechanism of the joint-shaped underground diaphragm wall is very deficient, and the design and calculation method of the current joint-shaped underground diaphragm wall is seriously dependent on the related calculation theory of pile foundations.
Therefore, the development of a simple and effective section stress test method can greatly promote the development of the section-shaped underground continuous wall technology.
Disclosure of Invention
The invention aims to provide a method and a device for testing the stress of a section-shaped underground diaphragm wall, which solve the problem that the stress condition of a section wall section of the section-shaped underground diaphragm wall cannot be tested separately at present, can simply and effectively obtain the stress condition of the section wall section, and have important significance for stress monitoring in practical application of the section-shaped underground diaphragm wall.
In order to achieve the above object, the present invention provides a method for testing the stress of a joint-shaped underground diaphragm wall, the joint-shaped underground diaphragm wall comprising: the wall body comprises a wall body main body, a middle section and end sections, wherein the middle section and the end sections are symmetrically arranged on the front side and the rear side of the wall body main body, the middle section is positioned in the middle of the wall body main body, the end sections are positioned at the bottom end of the wall body main body, and the central axes of the middle section and the end sections are positioned at the same position with the central axis of the wall body main body; the middle section and the end sections are both called sections, the wall body between the top end and the bottom end of the section on the wall body is called a non-section wall section, and other parts of the wall body except for the section position wall section are called non-section wall sections; the middle section is symmetrical in the vertical and horizontal directions, the middle section is a partial cylinder, an upper conical surface and a lower conical surface are respectively arranged on the upper surface and the lower surface of the cylinder, and the diameter of the bottom of the conical surface is consistent with that of the cylinder; the end sections are symmetrical in the horizontal direction, the lower parts of the end sections are partial cylinders, the upper parts of the end sections are upper conical surfaces positioned on the cylinders, and the diameters of the bottoms of the conical surfaces are consistent with those of the cylinders.
The adoption festival form underground diaphragm wall's festival portion atress testing arrangement carries out the atress test to the festival form underground diaphragm wall festival portion under the effect of pull-up load, and this testing arrangement contains: the first strain gauge, the second strain gauge and the third strain gauge are connected to the strain gauge data acquisition instrument through data lines, and the first miniature soil pressure box, the second miniature soil pressure box and the third miniature soil pressure box are connected to the soil pressure box data acquisition instrument through data lines; the first strain gauges are arranged on two sides of the wall body above the middle section and close to the middle section, and are distributed at equal intervals along the horizontal direction on each side; the second strain gauges are arranged on two sides of the wall body, which is closely adjacent to the lower part of the middle section, and are distributed at equal intervals along the horizontal direction on each side; the first miniature soil pressure boxes are positioned on the upper conical surface of the middle section and are distributed at equal intervals along the conical surface parallel to the conical bottom edge on each side; the third strain gauges are arranged on two sides of the wall body, which is immediately above the end section, and are distributed at equal intervals along the horizontal direction on each side; the second miniature soil pressure boxes are positioned on the upper conical surface of the end section and are distributed at equal intervals along the conical surface parallel to the conical bottom edge on each side; the third miniature soil pressure box is positioned at the bottom of the wall body and is transversely distributed at equal intervals along the bottom of the wall body.
The method comprises the following steps:
the first strain gauge and the second strain gauge respectively measure the strain value epsilon of the position where the first strain gauge and the second strain gauge are located i (i=1, … …, a; a. Gtoreq.6, and a/2 is an integer and is an odd number) and ε j (j=a+1, … …, a+b; b is more than or equal to 6, and b/2 is an integer and is an odd number) data are sent to a strain gauge data acquisition instrument to calculate a wall at the middle jointTotal impedance value F of segment 1 The method comprises the following steps:
in the formula (1), E is the elastic modulus of the section-shaped underground diaphragm wall material, A is the horizontal cross section area of the non-section-shaped wall section of the section-shaped underground diaphragm wall, epsilon i The strain value epsilon of the position of the first strain gauge is measured j Measuring a strain value of the position of the second strain gauge;
the first miniature soil pressure box takes the soil pressure value p of the position of the first miniature soil pressure box l (l=1, … …, c; c is greater than or equal to 6, and c/2 is an integer and is an odd number) data are sent to a soil pressure box data acquisition instrument to calculate the soil pressure value Q born by the middle section 1 The method comprises the following steps:
in the formula (2), A 1 Is the sum of the areas of the upper conical surfaces of the middle sections on the front side and the rear side of the wall body, p l The soil pressure value of the position where the first miniature soil pressure box is located is measured;
the total impedance value F of the wall section at the middle section 1 Minus the soil pressure Q exerted by the middle section 1 The component in the vertical direction, thereby obtaining the stress condition of the middle section, and the side friction resistance value f of the wall section at the middle section 1 The method comprises the following steps:
in the formula (3), A 2 Is the sum of the surface areas of the wall body at the non-joint part positions of the middle joint at the front side and the rear side of the wall body, theta 1 The taper inclination angle of the taper surface on the middle section;
the third strain gauge and the third miniature soil pressure box respectively measure the strain value xi of the position where the third strain gauge and the third miniature soil pressure box are located n (n=1, … …, d; d.gtoreq.6, and d/2 is an integerAnd is odd) and the soil pressure value q m (m=1, … …, e; e is more than or equal to 3 and e is an odd number) data are respectively sent to a strain gauge data acquisition instrument and a soil pressure box data acquisition instrument so as to calculate the total impedance value F of the wall section at the end section 2 The method comprises the following steps:
in the formula (4), A 3 The area of the bottom of the wall end is;
the second miniature soil pressure box takes the soil pressure value mu of the position where the second miniature soil pressure box is k (k=1, … …, f; f is more than or equal to 6, and f/2 is an integer and is an odd number) data are sent to a soil pressure box data acquisition instrument so as to calculate the soil pressure value Q born by the end section 2 The method comprises the following steps:
in the formula (5), A 4 The sum of the areas of the upper conical surfaces of the end sections on the front side and the rear side of the wall body;
total impedance value F of the wall section at the end section 2 Subtracting the soil pressure value Q of the end section 2 In the vertical component, the stress condition of the end section is obtained, and the side friction resistance value f of the wall section at the end section is obtained 2 The method comprises the following steps:
in the formula (6), A 5 Is the sum of the surface areas of the wall body at the non-joint positions of the end joints at the front side and the rear side of the wall body, theta 2 Is the taper inclination of the taper surface on the end section.
Preferably, the first strain gauge, the second strain gauge and the third strain gauge are all distributed at equal intervals along the horizontal direction, and the central axes of the first strain gauge, the second strain gauge and the third strain gauge at the middle position are all corresponding to the central axis of the wall body main body; the third miniature soil pressure box is positioned on a connecting line of midpoints of two short sides of the bottom, and the central axis of the third miniature soil pressure box positioned in the middle position corresponds to the central axis of the wall body main body.
Preferably, the a=b=c=d=f, e=d/2.
The invention also provides a device for testing the stress of the joint part of the joint-shaped underground diaphragm wall, which is used for testing the stress of the joint part of the joint-shaped underground diaphragm wall under the action of the pull-up load, and comprises the following components: the wall body comprises a wall body main body, a middle section and end sections, wherein the middle section and the end sections are symmetrically arranged on the front side and the rear side of the wall body main body, the middle section is positioned in the middle of the wall body main body, the end sections are positioned at the bottom end of the wall body main body, and the central axes of the middle section and the end sections are positioned at the same position with the central axis of the wall body main body; the middle section and the end sections are both called sections, the wall body between the top end and the bottom end of the section on the wall body is called a non-section wall section, and other parts of the wall body except for the section position wall section are called non-section wall sections; the middle section is symmetrical in the vertical and horizontal directions, the middle section is a partial cylinder, an upper conical surface and a lower conical surface are respectively arranged on the upper surface and the lower surface of the cylinder, and the diameter of the bottom of the conical surface is consistent with that of the cylinder; the end sections are symmetrical in the horizontal direction, the lower parts of the end sections are partial cylinders, the upper parts of the end sections are upper conical surfaces positioned on the cylinders, and the diameters of the bottoms of the conical surfaces are consistent with those of the cylinders.
The device comprises: the first strain gauge, the first miniature soil pressure box, the second strain gauge, the third strain gauge, the second miniature soil pressure box, the third miniature soil pressure box, the strain gauge data acquisition instrument and the soil pressure box data acquisition instrument, the first strain gauge, the second strain gauge and the third strain gauge are connected to the strain gauge data acquisition instrument through data lines, and the first miniature soil pressure box, the second miniature soil pressure box and the third miniature soil pressure box are connected to the soil pressure box data acquisition instrument through data lines.
The first strain gauges are arranged on two sides of the wall body above the middle section and close to the middle section, and are distributed at equal intervals along the horizontal direction on each side; the second strain gauges are arranged on two sides of the wall body, which is closely adjacent to the lower part of the middle section, and are distributed at equal intervals along the horizontal direction on each side; the first miniature soil pressure boxes are positioned on the upper conical surface of the middle section and are distributed at equal intervals along the conical surface parallel to the conical bottom edge on each side; the third strain gauges are arranged on two sides of the wall body, which is immediately above the end section, and are distributed at equal intervals along the horizontal direction on each side; the second miniature soil pressure boxes are positioned on the upper conical surface of the end section and are distributed at equal intervals along the conical surface parallel to the conical bottom edge on each side; the third miniature soil pressure boxes are positioned at the bottom of the wall body and are distributed at equal intervals along the bottom of the wall body transversely; the device adopts the testing method to carry out stress test on the section of the section-shaped underground continuous wall.
Preferably, the first strain gauge, the second strain gauge and the third strain gauge are all distributed at equal intervals along the horizontal direction, and the central axes of the first strain gauge, the second strain gauge and the third strain gauge at the middle position are all corresponding to the central axis of the wall body main body; the third miniature soil pressure box is positioned on a connecting line of midpoints of two short sides of the bottom, and the central axis of the third miniature soil pressure box positioned in the middle position corresponds to the central axis of the wall body main body.
Preferably, the a=b=c=d=f, e=d/2.
Preferably, the a=b=c=d=f= 6,e =d/2=3.
The method and the device for testing the stress of the joint part of the joint-shaped underground diaphragm wall solve the problem that the stress condition of the joint part wall section of the joint-shaped underground diaphragm wall cannot be tested separately at present, and have the following advantages:
the invention considers the self structural characteristics of the section-shaped underground diaphragm wall, obtains the soil pressure and side friction resistance of the section-shaped diaphragm wall under the load of each level of the middle section and the end section through monitoring and calculation, has simple and effective method, can solve the technical problem that the stress test of the section-shaped diaphragm wall is not circulated, and has good application and reference value.
Drawings
FIG. 1 is a schematic view of the structure of a section-shaped underground diaphragm wall of the present invention.
FIG. 2 is a side view of the joint force testing device and the joint-shaped underground diaphragm wall of the present invention.
FIG. 3 is a front view of the joint force testing device and the joint-shaped underground diaphragm wall of the present invention.
Fig. 4 is a detailed view of the construction of the segmental underground diaphragm wall according to the invention.
FIG. 5 is a schematic illustration of a joint stress test of a middle section of the present invention.
FIG. 6 is a schematic illustration of a segment stress test of an end segment of the present invention.
Fig. 7 is a schematic diagram of the operation of the joint stress testing device of the present invention.
Fig. 8 is a schematic diagram of a wiring panel of the data acquisition instrument of the present invention.
Fig. 9 is a circuit diagram and a wiring method for measuring the strain gage and the soil pressure cell according to the present invention.
Detailed Description
The following description of the technical solutions in the embodiments of the present invention will be clear and complete, and it is obvious that the described embodiments are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
A method for testing the joint stress of a joint-shaped underground diaphragm wall, referring to fig. 1-4, aiming at the joint-shaped underground diaphragm wall, the joint-shaped underground diaphragm wall comprises: the wall body comprises a wall body main body 1, a middle section 2 and end sections 3, wherein the middle section 2 and the end sections 3 are symmetrically arranged on the front side and the rear side of the wall body main body 1, the middle section 2 is positioned in the middle of the wall body main body 1, the end sections 3 are positioned at the bottom end of the wall body main body 1, and the central axes of the middle section 2 and the end sections 3 are positioned at the same position with the central axis of the wall body main body 1; the middle section 2 and the end section 3 are both called sections, the wall body between the top end and the bottom end of the section on the wall body 1 (between the top end and the bottom end of the middle section 2 and between the top end and the bottom end of the end section 3) is called a non-section position wall section, and other parts of the wall body 1 except the section position wall section are called non-section wall sections; the middle section 2 is symmetrical in the vertical and horizontal directions, the middle part is a partial cylinder, the upper and lower surfaces of the cylinder are respectively provided with an upper conical surface and a lower conical surface, and the diameter of the bottom of the conical surface is consistent with the diameter of the cylinder; the end section 3 is symmetrical in the horizontal direction, the lower part of the end section is a partial cylinder, the upper part of the end section is an upper conical surface positioned on the cylinder, and the diameter of the bottom of the conical surface is consistent with the diameter of the cylinder.
The adoption section stress testing device of the section underground diaphragm wall is used for carrying out stress test on the section of the section underground diaphragm wall under the action of the pull-up load, and referring to fig. 7-9, the testing device comprises: the first strain gauge 4, the first miniature soil pressure box 5, the second strain gauge 6, the third strain gauge 7, the second miniature soil pressure box 8, the third miniature soil pressure box 9, the strain gauge data acquisition instrument and the soil pressure box data acquisition instrument, the first strain gauge 4, the second strain gauge 6 and the third strain gauge 7 are connected to the strain gauge data acquisition instrument through data lines, and the first miniature soil pressure box 5, the second miniature soil pressure box 8 and the third miniature soil pressure box 9 are connected to the soil pressure box data acquisition instrument through data lines; referring to fig. 1-6, wherein the first strain gage 4 is located on both sides of the wall body 1 immediately above the central section 2, and is equally spaced in the horizontal direction on each side; the second strain gauges 6 are arranged on two sides of the wall body main body 1 immediately below the middle section 2, and are distributed at equal intervals along the horizontal direction on each side; the first miniature earth pressure cell 5 is located on the upper conical surface of the middle section 2, which is equally spaced along the conical surface parallel to the bottom edge of the cone on each side; the third strain gage 7 is arranged on two sides of the wall body 1 immediately above the end section 3 and is distributed at equal intervals along the horizontal direction on each side; the second miniature earth pressure boxes 8 are arranged on the upper conical surface of the end section 3 and are distributed at equal intervals along the conical surface parallel to the conical bottom edge on each side; the third miniature soil pressure boxes 9 are arranged at the bottom of the wall body 1 and are transversely and equidistantly distributed along the bottom of the wall body 1.
The device of the invention is characterized in that test components (including strain gauges and soil pressure boxes) arranged on the foundation of the section-shaped underground diaphragm wall are respectively connected with respective exclusive data acquisition instruments through data wires and finally connected to a computer through signal wires, as shown in fig. 7, so that data acquisition and analysis are realized.
The data acquisition instrument may employ a CM-1L-24 type static strain gauge that can simultaneously monitor 24 points (i.e., 24 connected test components) of data related thereto, a specific patch panel is shown in fig. 8. The strain gauge measuring circuit adopts a 1/4 bridge, as shown in (A) of FIG. 8, wherein Rg is the resistance of the strain gauge, R is the fixed resistance of the data acquisition instrument, E is the bridge voltage, E 0 For output voltage, a and B correspond to the posts in fig. 8, respectively. In order to eliminate the strain measurement error caused by the temperature change effect, a compensation sheet method is adopted, and a specific wiring mode is shown in fig. 8 (C).
For the earth pressure cell, the measurement circuit adopts a full-bridge measurement mode, as shown in (B) in 8, wherein R 1 、R 3 Is the resistance of a working piece in the soil pressure box, R 2 And R is R 4 To compensate for sheet resistance, four connecting wires A, B, C, D of the soil pressure box are connected to A, B, C, D binding posts on the wiring panel of the data acquisition instrument respectively. The specific wiring mode of the single soil pressure box is shown in fig. 8 (D).
The method comprises the following steps:
the first strain gauge 4 and the second strain gauge 6 respectively measure the strain value epsilon of the position where the strain gauge is located i (i=1, … …, a; a. Gtoreq.6, and a/2 is an integer and is an odd number) and ε j (j=a+1, … …, a+b; b is more than or equal to 6, and b/2 is an integer and is an odd number) data are sent to a strain gauge data acquisition instrument to calculate the total impedance value F of the wall section at the middle section 2 1 The method comprises the following steps:
in the formula (1), E is the elastic modulus of the section-shaped underground diaphragm wall material, A is the horizontal cross section area of the non-section-shaped wall section of the section-shaped underground diaphragm wall, epsilon i The strain value epsilon of the position of the first strain gauge is measured j Measuring a strain value of the position of the second strain gauge;
the first miniature soil pressure cell 5 takes the soil pressure value p of the location where it is l (l=1, … …, c; c is not less than 6, and c/2 is an integer and odd number) data are sent to the soil pressureThe box data acquisition instrument is used for calculating the soil pressure value Q born by the middle section 2 1 The method comprises the following steps:
in the formula (2), A 1 Is the sum of the areas of the upper conical surfaces of the middle sections on the front side and the rear side of the wall body, p l The soil pressure value of the position where the first miniature soil pressure box is located is measured;
total impedance value F of wall section at middle section 2 1 Minus the soil pressure Q exerted by the middle section 2 1 The component in the vertical direction, thereby obtaining the stress condition of the middle section 2, and the side friction resistance value f of the wall section at the middle section 2 1 The method comprises the following steps:
in the formula (3), A 2 Is the sum of the surface areas of the wall body at the non-joint part positions of the middle joint at the front side and the rear side of the wall body, theta 1 The taper inclination angle of the taper surface on the middle section;
the third strain gauge 7 and the third miniature soil pressure box 9 respectively measure the strain value xi of the position where the third strain gauge 7 and the third miniature soil pressure box are located n (n=1, … …, d; d.gtoreq.6, and d/2 is an integer and is an odd number) and the soil pressure value q m (m=1, … …, e; e is more than or equal to 3 and e is an odd number) data are respectively sent to a strain gauge data acquisition instrument and a soil pressure box data acquisition instrument to calculate the total impedance value F of the wall section at the end section 3 2 The method comprises the following steps:
in the formula (4), A 3 The area of the bottom of the wall end is;
the second miniature soil pressure box 8 takes the soil pressure value mu of the position where the second miniature soil pressure box is k (k=1, … …, f; f is more than or equal to 6, and f/2 is an integer and is an odd number) data are sent to a soil pressure cell data acquisition instrument to calculate an endSoil pressure value Q applied to section 3 2 The method comprises the following steps:
in the formula (5), A 4 The sum of the areas of the upper conical surfaces of the end sections on the front side and the rear side of the wall body;
total impedance value F of wall section at end section 3 2 Minus the soil pressure Q exerted by the end section 3 2 In the vertical component, the stress condition of the end section 3 is obtained, and the side friction resistance value f of the wall section at the end section 3 is obtained 2 The method comprises the following steps:
in the formula (6), A 5 Is the sum of the surface areas of the wall body at the non-joint positions of the end joints at the front side and the rear side of the wall body, theta 2 Is the taper inclination of the taper surface on the end section.
Further, the first strain gauge 4, the second strain gauge 6 and the third strain gauge 7 are all distributed at equal intervals along the horizontal direction, and the central axes of the first strain gauge 4, the second strain gauge 6 and the third strain gauge 7 at the middle position correspond to the central axis of the wall body; the third miniature soil pressure box 9 is located on the connecting line of the midpoint of two short sides of the bottom, and the central axis of the third miniature soil pressure box 9 at the middle position corresponds to the central axis of the wall body.
Further, a=b=c=d=f, e=d/2.
The utility model provides a festival portion atress testing arrangement of festival form underground diaphragm wall, the device is used for carrying out the atress test to the festival form underground diaphragm wall festival portion under the action of pull out the load, and this festival form underground diaphragm wall contains: the wall body comprises a wall body main body 1, a middle section 2 and end sections 3, wherein the middle section 2 and the end sections 3 are symmetrically arranged on the front side and the rear side of the wall body main body 1, the middle section 2 is positioned in the middle of the wall body main body 1, the end sections 3 are positioned at the bottom end of the wall body main body 1, and the central axes of the middle section 2 and the end sections 3 are positioned at the same position with the central axis of the wall body main body 1; the middle section 2 and the end section 3 are both called sections, the wall body between the top end and the bottom end of the section on the wall body 1 (between the top end and the bottom end of the middle section 2 and between the top end and the bottom end of the end section 3) is called a non-section position wall section, and other parts of the wall body 1 except the section position wall section are called non-section wall sections; the middle section 2 is symmetrical in the vertical and horizontal directions, the middle part is a partial cylinder, the upper and lower surfaces of the cylinder are respectively provided with an upper conical surface and a lower conical surface, and the diameter of the bottom of the conical surface is consistent with the diameter of the cylinder; the end section 3 is symmetrical in the horizontal direction, the lower part of the end section is a partial cylinder, the upper part of the end section is an upper conical surface positioned on the cylinder, and the diameter of the bottom of the conical surface is consistent with the diameter of the cylinder.
The device comprises: the first strain gauge 4, the first miniature soil pressure box 5, the second strain gauge 6, the third strain gauge 7, the second miniature soil pressure box 8, the second miniature soil pressure box 9, the strain gauge data acquisition instrument and the soil pressure box data acquisition instrument, the first strain gauge 4, the second strain gauge 6 and the third strain gauge 7 are connected to the strain gauge data acquisition instrument through data lines, and the first miniature soil pressure box 5, the second miniature soil pressure box 8 and the second miniature soil pressure box 9 are connected to the soil pressure box data acquisition instrument through data lines.
The first strain gauges 4 are arranged on two sides of the wall body main body 1 above the middle section 2 and close to the middle section 2, and are distributed at equal intervals along the horizontal direction on each side; the second strain gauges 6 are arranged on two sides of the wall body main body 1 immediately below the middle section 2, and are distributed at equal intervals along the horizontal direction on each side; the first miniature earth pressure cell 5 is located on the upper conical surface of the middle section 2, which is equally spaced along the conical surface parallel to the bottom edge of the cone on each side; the third strain gage 7 is arranged on two sides of the wall body 1 immediately above the end section 3 and is distributed at equal intervals along the horizontal direction on each side; the second miniature earth pressure boxes 8 are arranged on the upper conical surface of the end section 3 and are distributed at equal intervals along the conical surface parallel to the conical bottom edge on each side; the third miniature soil pressure boxes 9 are arranged at the bottom of the wall body 1 and are transversely and equidistantly distributed along the bottom of the wall body 1; the device adopts a testing method to test the stress of the section-shaped underground continuous wall.
The device is connected with each exclusive data acquisition instrument through data wires and test components (including strain gauges and soil pressure boxes) arranged on the foundation of the section-shaped underground continuous wall, and finally connected to a computer through signal wires, as shown in fig. 7, so that data acquisition and analysis are realized.
The data acquisition instrument may employ a CM-1L-24 type static strain gauge that can simultaneously monitor 24 points (i.e., 24 connected test components) of data related thereto, a specific patch panel is shown in fig. 8. The strain gauge measuring circuit adopts a 1/4 bridge, as shown in (A) of FIG. 8, wherein Rg is the resistance of the strain gauge, R is the fixed resistance of the data acquisition instrument, E is the bridge voltage, E 0 For output voltage, a and B correspond to the posts in fig. 8, respectively. In order to eliminate the strain measurement error caused by the temperature change effect, a compensation sheet method is adopted, and a specific wiring mode is shown in fig. 8 (C).
For the earth pressure cell, the measurement circuit adopts a full-bridge measurement mode, as shown in (B) in 8, wherein R 1 、R 3 Is the resistance of a working piece in the soil pressure box, R 2 And R is R 4 To compensate for sheet resistance, four connecting wires A, B, C, D of the soil pressure box are connected to A, B, C, D binding posts on the wiring panel of the data acquisition instrument respectively. The specific wiring mode of the single soil pressure box is shown in fig. 8 (D).
Further, the first strain gauge 4, the second strain gauge 6 and the third strain gauge 7 are all distributed at equal intervals along the horizontal direction, and the central axes of the first strain gauge 4, the second strain gauge 6 and the third strain gauge 7 at the middle position correspond to the central axis of the wall body; the third miniature soil pressure box 9 is located on the connecting line of the midpoint of two short sides of the bottom, and the central axis of the third miniature soil pressure box 9 at the middle position corresponds to the central axis of the wall body.
Further, a=b=c=d=f, e=d/2.
In order to more specifically explain the method and the device for testing the joint stress of the joint-shaped underground diaphragm wall, the following embodiment 1 is used for describing the method and the device in detail.
Example 1
A section stress test device of a section underground diaphragm wall aims at the section stress test of the section underground diaphragm wall under the action of an upward pulling load, and the diaphragm wall comprises: the wall body main part 1, middle part festival 2 and tip festival 3, wherein, the equal symmetry of middle part festival 2 and tip festival 3 sets up in the front and back both sides (wall body front and back both sides) of wall body main part 1, and middle part festival 2 is in the middle part of wall body main part 1, and tip festival 3 is in the bottom of wall body main part 1, and the axis of middle part festival 2 and tip festival 3 is in the coplanar department with the axis of wall body main part 1. The middle section 2 and the end section 3 are both called sections, the wall body between the top and bottom ends of the sections (between the top and bottom ends of the middle section 2 and between the top and bottom ends of the end section 3) on the wall body 1 is called a non-section position wall section, and the other parts of the wall body 1 except the section position wall section are called non-section wall sections. The middle section 2 is symmetrical in the vertical direction (namely the extending direction or the longitudinal direction of the wall body main body 1), the middle part is a partial cylinder, the upper surface and the lower surface of the cylinder are respectively provided with an upper conical surface and a lower conical surface, and the diameter of the bottom of the conical surface is consistent with the diameter of the cylinder. The end section 3 is symmetrical in the horizontal direction (i.e. the wall body 1 is transverse), the lower part of the end section is a partial cylinder, the upper part of the end section is an upper conical surface on the cylinder, and the diameter of the bottom of the conical surface is consistent with the diameter of the cylinder.
The test device comprises: the first strain gauge 4, the first miniature soil pressure box 5, the second strain gauge 6, the third strain gauge 7, the second miniature soil pressure box 8, the third miniature soil pressure box 9, the strain gauge data acquisition instrument and the soil pressure box data acquisition instrument, the first strain gauge 4, the second strain gauge 6 and the third strain gauge 7 are connected to the strain gauge data acquisition instrument through data lines, and the first miniature soil pressure box 5, the second miniature soil pressure box 8 and the third miniature soil pressure box 9 are connected to the soil pressure box data acquisition instrument through data lines.
The device is connected with each exclusive data acquisition instrument through data wires and test components (including strain gauges and soil pressure boxes) arranged on the foundation of the section-shaped underground continuous wall, and finally connected to a computer through signal wires, as shown in fig. 7, so that data acquisition and analysis are realized.
The data acquisition instrument can adopt CM-1L-24 type static strain gaugeThe meter can monitor data relating to 24 points (i.e., 24 connected test components) simultaneously, with a specific patch panel shown at 8. The strain gauge measuring circuit adopts a 1/4 bridge, as shown in (A) of FIG. 8, wherein Rg is the resistance of the strain gauge, R is the fixed resistance of the data acquisition instrument, E is the bridge voltage, E 0 For output voltage, a and B correspond to the posts in fig. 8, respectively. In order to eliminate the strain measurement error caused by the temperature change effect, a compensation sheet method is adopted, and a specific wiring mode is shown in fig. 8 (C).
For the earth pressure cell, the measurement circuit adopts a full-bridge measurement mode, as shown in (B) in 8, wherein R 1 、R 3 Is the resistance of a working piece in the soil pressure box, R 2 And R is R 4 To compensate for sheet resistance, four connecting wires A, B, C, D of the soil pressure box are connected to A, B, C, D binding posts on the wiring panel of the data acquisition instrument respectively. The specific wiring mode of the single soil pressure box is shown in fig. 8 (D).
The first strain gauges 4 are located at two sides of the wall body 1 above the middle section 2 and are distributed at equal intervals in the horizontal direction at each side, and the central axis of the first strain gauge 4 at the middle position corresponds to the central axis of the wall body 1.
The second strain gauge 6 is located at two sides of the wall body 1 immediately below the middle section 2,3 strain gauges are uniformly distributed at each side along the horizontal direction, and the central axis of the second strain gauge 6 in the middle position corresponds to the central axis of the wall body 1. The first strain gauge 4 and the second strain gauge 6 are connected to a strain gauge data acquisition instrument through data lines and are used for measuring strain values of positions of the strain gauges, so that the total impedance value of the wall section at the middle section 2 is calculated.
The first micro soil pressure boxes 5 are located on the upper conical surface of the middle section 2,3 first micro soil pressure boxes 5 are distributed at equal intervals along the conical edges on each side, and the central axis of each first micro soil pressure box 5 located at the middle position corresponds to the central axis of the wall body main body 1. The first miniature soil pressure box 5 is connected to a soil pressure box data acquisition instrument through a data line and is used for measuring the soil pressure value of the position where the first miniature soil pressure box is located, so that the soil pressure value born by the middle section 2 is calculated.
The third strain gauge 7 is located at two sides of the wall body 1 above the end section 3 and immediately adjacent to the end section, 3 strain gauges are distributed at equal intervals along the horizontal direction on each side, and the central axis of the third strain gauge 7 in the middle position corresponds to the central axis of the wall body 1.
The second miniature earth pressure cells 8 are located on the upper conical surface of the end section 3 and are equally spaced 3 on each side along a conical surface parallel to the bottom edge of the cone. The second miniature soil pressure cell 8 is connected to the soil pressure cell data acquisition instrument through a data line to measure the soil pressure value of the position where the second miniature soil pressure cell is located, so that the soil pressure value born by the end section 3 is calculated.
The third micro soil pressure boxes 9 are arranged at the bottom of the wall body 1, 3 third micro soil pressure boxes 9 are transversely distributed at equal intervals along the bottom of the wall body 1, the 3 third micro soil pressure boxes 9 are arranged on a connecting line of midpoints of two short sides of the bottom, and the central axis of the third micro soil pressure boxes 9 at the middle position corresponds to the central axis of the wall body 1. The third strain gauge 7 and the third miniature soil pressure box 9 are respectively connected to a strain gauge data acquisition instrument and a soil pressure box data acquisition instrument through data wires so as to measure the strain value and the soil pressure value of the position where the strain gauge 7 and the soil pressure box data acquisition instrument are located, and thus the total impedance value of the end section wall section is calculated.
The method for testing the stress of the joint part of the section-shaped underground diaphragm wall adopts the testing device, and aims at the stress test of the joint part of the section-shaped underground diaphragm wall under the action of an upward pulling load, and the method comprises the following steps:
the first strain gauge 4 and the second strain gauge 6 respectively measure the strain value epsilon of the position where the strain gauge is located i (i=1, 2,3,4,5, 6) and epsilon j (j=7, 8,9,10,11, 12) data are sent to a strain gauge data acquisition instrument to calculate the total impedance value F of the wall section at the middle section 2 1 The method comprises the following steps:
in the formula (1), E is the elastic modulus of the section-shaped underground diaphragm wall material, A is the horizontal cross section area of the non-section-shaped wall section of the section-shaped underground diaphragm wall, epsilon i The strain value epsilon of the position of the first strain gauge is measured j Is a second strain gageMeasuring a strain value of the position where the strain value is located;
the first miniature soil pressure cell 5 takes the soil pressure value p of the location where it is l The data (l=1, 2,3,4,5, 6) are sent to a data acquisition instrument of the soil pressure box to calculate the soil pressure value Q born by the middle section 2 1 The method comprises the following steps:
in the formula (2), A 1 Is the sum of the areas of the upper conical surfaces of the middle sections on the front side and the rear side of the wall body main body 1, p l A soil pressure value for the position where the first miniature soil pressure cell 5 is located;
the total impedance value F of the wall section at the middle section 2 1 Subtracting the soil pressure value Q of the middle section 2 1 The component in the vertical direction, thereby obtaining the stress condition of the middle section 2 and the side friction resistance value f born by the wall section at the middle section 2 1 The method comprises the following steps:
in the formula (3), A 2 Is the sum of the surface areas of the wall sections of the middle section and the non-section parts on the front side and the rear side of the wall body main body 1, theta 1 The taper inclination angle of the taper surface on the middle section;
the third strain gauge 7 and the third miniature soil pressure box 9 respectively measure the strain value xi of the position where the third strain gauge 7 and the third miniature soil pressure box are located n (n=1, 2,3,4,5, 6) and the soil pressure value q m (m=1, 2,3,4,5, 6) data are respectively sent to a strain gauge data acquisition instrument and a soil pressure box data acquisition instrument to calculate the total impedance value F of the wall section at the end section 3 2 The method comprises the following steps:
in the formula (4), A 3 The area of the bottom of the wall end is;
the second miniature earth pressure box 8 is positioned at the positionSoil pressure value mu of (2) k (k=1, 2,3,4,5, 6) data are sent to a data acquisition instrument of the soil pressure box to calculate the soil pressure value Q of the end section 3 2 The method comprises the following steps:
in the formula (5), A 4 Is the sum of the areas of the upper conical surfaces of the end sections on the front side and the rear side of the wall body main body 1;
total impedance value F of wall section at end section 3 2 Minus the soil pressure Q exerted by the end section 3 2 In the vertical component, the stress condition of the end section 3 is obtained, and the side friction resistance value f of the wall section at the end section 3 is obtained 2 The method comprises the following steps:
in the formula (6), A 5 Is the sum of the wall surface areas of the non-joint positions of the end joints on the front side and the rear side of the wall body 1, theta 2 Is the taper inclination of the taper surface on the end section.
The method can determine the soil pressure value of the middle section and the end section under the action of each stage of load and the side friction value distribution of the non-section wall body, so that the stress characteristics and the working mechanism of the sections can be analyzed, and the method provides help for basic stress analysis.
While the present invention has been described in detail through the foregoing description of the preferred embodiment, it should be understood that the foregoing description is not to be considered as limiting the invention. Many modifications and substitutions of the present invention will become apparent to those of ordinary skill in the art upon reading the foregoing. Accordingly, the scope of the invention should be limited only by the attached claims.
Claims (3)
1. A method for testing the stress of a joint part of a joint-shaped underground diaphragm wall aims at the joint-shaped underground diaphragm wall, and the joint-shaped underground diaphragm wall comprises the following components: the wall body comprises a wall body main body (1), a middle section (2) and end sections (3), wherein the middle section (2) and the end sections (3) are symmetrically arranged on the front side and the rear side of the wall body main body (1), the middle section (2) is positioned in the middle of the wall body main body (1), the end sections (3) are positioned at the bottom end of the wall body main body (1), and the central axes of the middle section (2) and the end sections (3) are positioned at the same position with the central axis of the wall body main body (1); the middle section (2) and the end sections (3) are both called sections, a wall body between the top end and the bottom end of the section on the wall body main body (1) is called a non-section position wall section, and other parts of the wall body main body (1) except for the section position wall section are called non-section wall sections; the middle section (2) is symmetrical in the vertical and horizontal directions, the middle part of the middle section is a partial cylinder, an upper conical surface and a lower conical surface are respectively arranged on the upper surface and the lower surface of the cylinder, and the diameter of the bottom of the conical surface is consistent with that of the cylinder; the end section (3) is symmetrical in the horizontal direction, the lower part of the end section is a partial cylinder, the upper part of the end section is an upper conical surface positioned on the cylinder, the diameter of the bottom of the conical surface is consistent with the diameter of the cylinder,
the adoption festival form underground diaphragm wall's festival portion atress testing arrangement carries out the atress test to the festival form underground diaphragm wall festival portion under the effect of pull-up load, and this testing arrangement contains: the first strain gauge (4), the first miniature soil pressure box (5), the second strain gauge (6), the third strain gauge (7), the second miniature soil pressure box (8), the third miniature soil pressure box (9), the strain gauge data acquisition instrument and the soil pressure box data acquisition instrument, wherein the first strain gauge (4), the second strain gauge (6) and the third strain gauge (7) are connected to the strain gauge data acquisition instrument through data wires, and the first miniature soil pressure box (5), the second miniature soil pressure box (8) and the third miniature soil pressure box (9) are connected to the soil pressure box data acquisition instrument through data wires; the first strain gauges (4) are arranged on two sides of the wall body main body (1) above the middle section (2) in close proximity, and are distributed at equal intervals along the horizontal direction on each side; the second strain gauges (6) are arranged on two sides of the wall body main body (1) which is closely adjacent below the middle section (2) and are distributed at equal intervals along the horizontal direction on each side; the first miniature soil pressure box (5) is positioned on the upper conical surface of the middle section (2), and is distributed at equal intervals along the conical surface parallel to the conical bottom edge on each side; the third strain gauges (7) are arranged on two sides of the wall body (1) above the end section (3) and close to the end section, and are distributed at equal intervals along the horizontal direction on each side; the second miniature soil pressure boxes (8) are positioned on the upper conical surface of the end section (3) and are distributed at equal intervals along the conical surface parallel to the conical bottom edge on each side; the third miniature soil pressure boxes (9) are arranged at the bottom of the wall body main body (1) and are transversely and equidistantly distributed along the bottom of the wall body main body (1);
the method comprises the following steps:
the first strain gauge (4) and the second strain gauge (6) respectively adopt the strain value epsilon of the positions of the first strain gauge and the second strain gauge i I=1, … …, a; a is not less than 6, and a/2 is an integer and is an odd number, and ε j J=a+1, … …, a+b; b is more than or equal to 6, b/2 is an integer and is an odd number, and data are sent to a strain gauge data acquisition instrument to calculate the total impedance value F of the wall section at the middle section (2) 1 The method comprises the following steps:
in the formula (1), E is the elastic modulus of the section-shaped underground diaphragm wall material, A is the horizontal cross section area of the non-section-shaped wall section of the section-shaped underground diaphragm wall, epsilon i The strain value epsilon of the position of the first strain gauge is measured j Measuring a strain value of the position of the second strain gauge;
the first miniature soil pressure box (5) takes the soil pressure value p of the position of the first miniature soil pressure box l L=1, … …, c; c is more than or equal to 6, c/2 is an integer and is an odd number, and data are sent to a soil pressure box data acquisition instrument so as to calculate a soil pressure value Q born by the middle section (2) 1 The method comprises the following steps:
in the formula (2), A 1 Is the sum of the areas of the upper conical surfaces of the middle sections on the front side and the rear side of the wall body, p l The soil pressure value of the position where the first miniature soil pressure box is located is measured;
the middle part is provided withTotal impedance value F of wall section at section (2) 1 Minus the soil pressure Q exerted by the middle section (2) 1 The component in the vertical direction, thereby obtaining the stress condition of the middle section (2), and the side friction resistance value f of the wall section at the middle section (2) 1 The method comprises the following steps:
in the formula (3), A 2 Is the sum of the surface areas of the wall body at the non-joint part positions of the middle joint at the front side and the rear side of the wall body, theta 1 The taper inclination angle of the taper surface on the middle section;
the third strain gauge (7) and the third miniature soil pressure box (9) respectively measure the strain value xi of the position of the third strain gauge n N=1, … …, d; d is more than or equal to 6, d/2 is an integer and is an odd number, and the soil pressure value q m M=1, … …, e; e is more than or equal to 3, and e is an odd number, and the data are respectively sent to a strain foil data acquisition instrument and a soil pressure box data acquisition instrument to calculate the total impedance value F of the wall section at the end section (3) 2 The method comprises the following steps:
in the formula (4), A 3 The area of the bottom of the wall end is;
the second miniature soil pressure box (8) takes the soil pressure value mu of the position of the second miniature soil pressure box k K=1, … …, f; f is more than or equal to 6, and f/2 is an integer and is an odd number, and the data are sent to a soil pressure box data acquisition instrument to calculate the soil pressure value Q born by the end section (3) 2 The method comprises the following steps:
in the formula (5), A 4 The sum of the areas of the upper conical surfaces of the end sections on the front side and the rear side of the wall body;
the total impedance value F of the wall section at the end section (3) 2 Minus the soil pressure Q exerted by the end section (3) 2 In the vertical component, the stress condition of the end section (3) is obtained, and the side friction resistance value f of the wall section at the end section (3) is obtained 2 The method comprises the following steps:
in the formula (6), A 5 Is the sum of the surface areas of the wall body at the non-joint positions of the end joints at the front side and the rear side of the wall body, theta 2 Is the taper inclination of the taper surface on the end section.
2. The method for testing the joint stress of the joint-shaped underground diaphragm wall according to claim 1, wherein the first strain gauge (4), the second strain gauge (6) and the third strain gauge (7) are all distributed at equal intervals along the horizontal direction, and the central axes of the first strain gauge (4), the second strain gauge (6) and the third strain gauge (7) at the middle position correspond to the central axis of the wall body main body; the third miniature soil pressure box (9) is positioned on a connecting line of midpoints of two short sides of the bottom, and the central axis of the third miniature soil pressure box (9) positioned in the middle position corresponds to the central axis of the wall body main body.
3. The joint stress test method of a joint-shaped underground diaphragm wall according to claim 1 or 2, wherein a=b=c=d=f, and e=d/2.
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