CN116378114A - Method for monitoring and controlling installation posture of rigid joint of diaphragm wall in deepwater environment - Google Patents
Method for monitoring and controlling installation posture of rigid joint of diaphragm wall in deepwater environment Download PDFInfo
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- CN116378114A CN116378114A CN202211694991.9A CN202211694991A CN116378114A CN 116378114 A CN116378114 A CN 116378114A CN 202211694991 A CN202211694991 A CN 202211694991A CN 116378114 A CN116378114 A CN 116378114A
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- 238000000034 method Methods 0.000 title claims abstract description 22
- 238000009434 installation Methods 0.000 title claims abstract description 21
- 238000012544 monitoring process Methods 0.000 title claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 81
- 239000010959 steel Substances 0.000 claims abstract description 81
- 238000003754 machining Methods 0.000 claims abstract description 8
- 238000003466 welding Methods 0.000 claims description 12
- 210000001503 joint Anatomy 0.000 claims description 6
- 230000005540 biological transmission Effects 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 230000009977 dual effect Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 5
- 230000033001 locomotion Effects 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000005259 measurement Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000017525 heat dissipation Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000003801 milling Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012805 post-processing Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
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Abstract
The invention discloses a method for monitoring and controlling the installation posture of a rigid joint of a diaphragm wall in a deepwater environment, which comprises the following steps: s1, arranging a measuring point at the middle part of the rigid joint before entering the field, installing a double-shaft inclinometer at the measuring point, and measuring the machining error of the rigid joint; two groups of brackets are symmetrically arranged on two opposite surfaces of the S2 steel box structure, leveling devices are arranged on two sides of the slotted hole before the rigid joint is hoisted, and the rigid joint is hoisted and lowered onto the leveling devices; and S3, leveling the bottom joint steel box through double-shaft inclinometer data, subtracting the deflection angle caused by the machining error from the adjusted angle, calculating the elevation coordinate change corresponding to the rigid joint angle change, and adjusting the elevation of the rigid joint to enable the perpendicularity of the rigid joint to meet the requirement. The invention realizes the real-time dynamic high-precision adjustment of the rigid joint gesture, improves the work efficiency and the precision of the rigid joint installation, and greatly improves the safety of the rigid joint installation.
Description
Technical Field
The invention relates to the field of foundation pit construction methods. More particularly, the invention relates to a method for monitoring and controlling the installation posture of a rigid joint of a diaphragm wall in a deepwater environment.
Background
The underground diaphragm wall is used as a strong and effective supporting mode, and is also widely applied to the design of deep foundation pit support structures. The common construction method is that the unit groove sections are integrally constructed, and all the unit groove sections are connected by joints to form a continuous underground reinforced concrete wall. The underground continuous wall joint is divided into a non-rigid joint (a round locking joint, a hinged joint and a milling joint) or a rigid joint (an H-shaped steel joint, a cross steel plate joint and a V-shaped steel plate joint) and a rigid joint, wherein the non-rigid joint does not transmit the internal force of a wall body and has poor integrity; the rigid joint is widely applied to the construction of the diaphragm wall due to the advantages of convenient field processing, high overall rigidity, good water stopping effect and the like.
When the rigid joint is installed, the verticality of the rigid joint is directly related to the smooth lowering of the reinforcement cage and the final verticality of the underground continuous wall, so the rigid joint is a part of important attention in construction; at present, the rigid joint is installed in a lifting and lowering mode, ultrasonic waves are adopted to test the perpendicularity of the rigid joint after the rigid joint is lowered in place, and when the perpendicularity does not meet the requirement, the rigid joint is required to be lifted up to adjust the perpendicularity and then lowered again; the method has low construction efficiency and high safety risk, and the ultrasonic testing precision is greatly influenced by the manufacturing precision of the steel structure; therefore, there is a need to develop a new monitoring and control method to improve the efficiency and accuracy of rigid joint installation.
Disclosure of Invention
The invention aims to provide a method for monitoring and controlling the installation posture of a diaphragm wall rigid joint in a deepwater environment, which realizes real-time dynamic high-precision adjustment of the posture of the rigid joint, improves the work efficiency and precision of the installation of the rigid joint and greatly improves the safety of the installation of the rigid joint.
The technical scheme adopted by the invention for solving the technical problem is as follows: a method for monitoring and controlling the installation posture of a rigid joint of a diaphragm wall in a deepwater environment comprises the following steps:
s1, arranging a measuring point at the middle part of the rigid joint before entering the field, installing a double-shaft inclinometer at the measuring point, measuring the machining error of the rigid joint, and determining: obtaining initial perpendicularity theta of the rigid joint according to the deviation of the vertical axis of the rigid joint 0x And theta 0y Wherein θ 0x For initial perpendicularity of rigid joint in X-axis direction, θ 0y Initial perpendicularity of the rigid joint in the Y-axis direction;
s2, arranging leveling devices on two sides of a slotted hole before lifting the rigid joint, and lifting the rigid joint to be placed on the leveling devices;
s3, leveling the bottom joint steel box through double-shaft inclinometer data, wherein the offset angle caused by machining errors is subtracted from the adjusted angle, the elevation coordinate change corresponding to the rigid joint angle change is determined according to the formula (1-4), and the perpendicularity of the rigid joint is enabled to meet the requirement through adjusting the elevation of the rigid joint;
ΔZ 1 ＝Lx*sin(Δθ x ) (1)
ΔZ 2 ＝Ly*sin(Δθ y ) (2)
Δθ x ＝θ 1x -θ 0x (3)
Δθ y ＝θ 1y -θ 0y (4)
△Z 1 Elevation coordinate change value of rigid joint in X-axis direction and delta Z 2 The change value of the elevation coordinate of the rigid joint in the Y-axis direction is Lx, ly and theta, wherein Lx is the length of the rigid joint in the X-axis direction, and theta is the length of the rigid joint in the Y-axis direction 1x Inclination data, theta, of X-axis direction detected by a biaxial inclinometer 0x For initial perpendicularity of rigid joint in X-axis direction, θ 1y For the tilt angle data of Y-axis direction detected by the biaxial inclinometer, theta 0y Is the initial perpendicularity of the rigid joint in the Y-axis direction.
Preferably, the step S2 specifically includes:
s21, arranging leveling devices on two sides of a slotted hole before hoisting the rigid joint, wherein the leveling devices are four groups of three-way jacks, and firstly, roughly positioning the leveling devices according to theoretical positions to enable the lifting positions of the three-way jacks to coincide with the theoretical centers of the brackets corresponding to the steel box structures;
s22, when the steel box structure bracket is lowered to a certain distance above the jack, the three-way jack adopts the horizontal jack to finely adjust the plane position again, so that the plane position is opposite to the center of the bracket, then the steel box bracket is lowered to be contacted with the vertical jack of the three-way jack, the jack is lifted through the vertical jack, and the oil pressure of the jack is controlled to enable the jack to be uniformly stressed.
Preferably, when the rigid joint is a multi-section steel box structure, after the bottom section steel box structure completes steps S2 and S3, the method further comprises the following steps:
s4, after the bottom section steel box structure is leveled in place, hoisting the middle section steel box, wherein the middle section steel box and the bottom section steel box are in butt joint by adopting a matching piece, and are connected by adopting a welding seam after being in butt joint smoothly; after the welding is finished, leveling the middle section steel box according to the leveling sequence of the bottom section steel box;
s5, hoisting and leveling the steel boxes of the remaining sections are completed in the same way.
Preferably, after the concrete pouring of the back cover of the rigid joint, when the posture of the rigid joint in the deepwater environment is required to be monitored, before the rigid joint is hoisted and installed, at least four double-shaft inclinometers are arranged in the height direction of the steel box structure of each section, and the underwater lateral displacement f (x) of the rigid joint is obtained through the double-shaft inclinometers and a formula 5);
f(x)＝ax 4 +bx 3 +cx 2 +dx+e (5)
x is the mounting height of the dual axis inclinometer and c, b, c, d, e is a constant value.
Preferably, the dual-axis inclinometer is connected with the data acquisition and transmission unit.
The invention at least comprises the following beneficial effects: by adopting the method for monitoring and controlling the installation posture of the rigid joint of the diaphragm wall in the deepwater environment, the real-time dynamic high-precision adjustment of the posture of the rigid joint is realized, the work efficiency and the precision of the installation of the rigid joint are improved, and the safety of the installation of the rigid joint is greatly improved.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a structural form of a three-section steel box of the present invention;
FIG. 2 is a section view of FIG. 1 taken along line 1-1;
FIG. 3 is a marked drawing of structural sections Lx, ly of the steel box;
FIG. 4 is a schematic illustration of 12 (Q1-Q12) dual-axis inclinometers arranged in a three-section steel box structure as measurement points;
FIG. 5 is a three-dimensional schematic view of a steel box structure and leveling device;
fig. 6 is a rigid joint installation and leveling flow diagram.
Reference numerals illustrate: 1 rigid joint, 2 leveling device.
Detailed Description
The present invention will now be described more fully hereinafter with reference to the accompanying drawings. Those of ordinary skill in the art will be able to implement the invention based on these descriptions. Before describing the present invention with reference to the accompanying drawings, it should be noted in particular that: the technical solutions and technical features provided in the sections including the following description in the present invention may be combined with each other without conflict.
In addition, the embodiments of the present invention referred to in the following description are typically only some, but not all, embodiments of the present invention. Therefore, all other embodiments, which can be made by one of ordinary skill in the art without undue burden, are intended to be within the scope of the present invention, based on the embodiments of the present invention.
The invention is further described in detail below with reference to the drawings and the implementation, and the implementation process is as follows:
as shown in fig. 1-2 and 6, the invention provides a method for monitoring and controlling the installation posture of a rigid joint 1 of a diaphragm wall in a deepwater environment, wherein the method for controlling the perpendicularity of the rigid joint 1 comprises the following steps:
s1, the steel box is always in a free motion state in the lowering process, so that the steel box can be regarded as a rigid body, and similarly, before the concrete pouring of the back cover of the rigid joint 1, the change of the angle of the rigid joint 1 can be regarded as rigid body motion, so that each section of rigid joint 1 only needs to be provided with one measuring point in the middle, and the posture of the rigid joint 1 is monitored by arranging an inclinometer at the measuring point to obtain the angle change of the rigid joint 1; before the rigid joint 1 enters the field, a measuring point is arranged in the middle of the rigid joint, a double-shaft inclinometer is installed at the measuring point, the machining error of the rigid joint 1 is measured, and the main determination is that: deviation of vertical axis of the rigid joint 1, and initial perpendicularity theta of the rigid joint 1 is obtained according to the deviation 0x And theta 0y Wherein θ 0x For initial perpendicularity of the rigid joint 1 in the X-axis direction, θ 0y Is the initial perpendicularity of the rigid joint 1 in the Y-axis direction.
Sensor selection
The gesture of adopting biax inclinometer monitoring steel case, the sensor selection type should be according to the test requirement of steel case straightness, and waterproof mud prevention requirement of sensor under the deep water environment, and when steel case straightness requirement was more than 1/500, the sensor can adopt the index in table 1 as the selection type reference.
Table 1 biaxial inclinometer selection reference parameters
| Sequence number | Parameters (parameters) | Corresponding |
| 1 | Measuring range | Biaxial (X/Y axis). + -10 |
| 2 | Precision of | 0.003°(RMS) |
| 3 | Resolution ratio | 0.0005° |
| 4 | Long term stability | 0.01° |
| 3 | Protection grade | IP68 |
| 4 | Cable with improved heat dissipation | Custom waterproof |
S2, as shown in FIG. 1, the total length of the rigid joint 1 is 83.5m, two groups of brackets are symmetrically arranged on two opposite faces of the structure of each steel box which is divided into three sections to be put down, before the rigid joint 1 is hoisted, leveling devices 2 are arranged on two sides of a slot hole, and the rigid joint 1 is hoisted down on the leveling devices 2;
s3, leveling the bottom joint steel box through double-shaft inclinometer data, wherein the offset angle caused by machining errors is subtracted from the adjusted angle, the elevation coordinate change corresponding to the angle change of the rigid joint 1 is determined according to a formula (1-4), and the perpendicularity of the rigid joint 1 meets the requirement through adjusting the elevation of the rigid joint 1;
ΔZ 1 ＝Lx*sin(Δθ x ) (1)
ΔZ 2 ＝Ly*sin(Δθ y ) (2)
Δθ x ＝θ 1x -θ0 x (3)
Δθ y ＝θ 1y -θ 0y (4)
△Z 1 Elevation coordinate change value of rigid joint 1 in X-axis direction, delta Z 2 As shown in fig. 3, lx is the length of the rigid joint 1 in the X-axis direction, ly is the length of the rigid joint 1 in the Y-axis direction, and θ 1x Inclination data, theta, of X-axis direction detected by a biaxial inclinometer 0x For initial perpendicularity of the rigid joint 1 in the X-axis direction, θ 1y For the tilt angle data of Y-axis direction detected by the biaxial inclinometer, theta 0y Is the initial perpendicularity of the rigid joint 1 in the Y-axis direction.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: the step S2 specifically includes:
s21, as shown in FIG. 5, two groups of brackets are symmetrically arranged on two opposite surfaces of each section of steel box structure, when the steel box joint is a whole, the steel box joint is hoisted at one time, when the steel box joint is multi-section, the rigid joint 1 for deep water environment is hoisted in a plurality of times, in the embodiment, the length of each section is 27-30 m, the four brackets for leveling are manufactured with height differences relatively, and the stress balance of the leveling device 2 is ensured by adjusting the relative height difference of the leveling device 2; before the rigid joint 1 is hoisted, leveling devices 2 are arranged on two sides of a slotted hole, the leveling devices 2 are four groups of three-way jacks, firstly, coarse positioning is carried out on the leveling devices 2 according to theoretical positions, and the lifting positions of the three-way jacks are overlapped with the theoretical centers of corbels corresponding to the steel box structure;
s22, because the steel box structure can twist in the process of the lower part, when the steel box structure bracket is lowered to a certain distance above the jack, in the embodiment, when the steel box structure bracket is about 5cm, the three-way jack adopts the horizontal jack to finely adjust the plane position again, so that the plane position is opposite to the center of the bracket, then the steel box bracket is lowered to be contacted with the vertical jack of the three-way jack, the jack is lifted through the vertical jack, and the oil pressure of the jack is controlled so that the jack is stressed uniformly as much as possible.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: when the rigid joint 1 is of a multi-section steel box structure, after the bottom section steel box structure finishes the steps S2 and S3, the method further comprises the following steps:
s4, after the bottom section steel box structure is leveled in place, hoisting the middle section steel box, wherein the middle section steel box and the bottom section steel box are butted by adopting matching pieces, and are connected by adopting welding seams after being butted smoothly, the welding sequence is noted when the welding seams are welded, so that the welding symmetry is ensured, and the welding seam shrinkage of each welding seam is ensured to be restrained; after the welding is finished, leveling the middle section steel box according to the leveling sequence of the bottom section steel box;
s5, hoisting and leveling the steel boxes of the remaining sections are completed in the same way. In this embodiment, the rigid joint 1 is divided into three sections, and the hoisting and lowering of the top section steel box is the same as that of the middle section steel box. After the top section steel box is put in place, the inclination angles of the three sections may be inconsistent, and the leveling of the top section should be performed according to the average value of the inclination angles of the three sections.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: when the posture of the rigid joint 1 in a deepwater environment is required to be monitored after the concrete pouring of the back cover of the rigid joint 1, before the rigid joint 1 is hoisted and installed, four double-shaft inclinometers are arranged in the height direction of the steel box structure of each section, the rigid joint 1 is provided with three steel box structures, as shown in fig. 4, 12 double-shaft inclinometers Q1, Q2, … and Q12 are arranged in total, and the underwater lateral displacement f (x) of the rigid joint 1 is obtained through the double-shaft inclinometers and a formula 5);
f(x)＝ax 4 +bx 3 +cx 2 +dx+e (5)
x is the mounting height of the dual axis inclinometer and c, b, c, d, e is a constant value.
In the above embodiment, since the steel box can be used as a bottom-consolidated and top-hinged upright post after the pouring of the steel box back cover concrete, the side shift equation can be expressed in terms of a fourth-order polynomial, namely, expressed as f (x) =ax 4 +bx 3 +cx 2 +dx+e；f(x) the inclination angle θ=f' (x) =4ax corresponding to the displacement variation side shift curve 3 +3bx 2 +2cx+d, and obtaining a coefficient a, b, c, d corresponding to the side shift equation by using the inclinometer data θ of each section corresponding to the position and the mounting height x of the biaxial inclinometer, wherein f (0) =0, i.e., e=0, considering bottom end consolidation; and finally obtaining a side shift equation f (x) of the steel box.
Considering that the steel box is divided into three sections, therefore, each section of steel box is provided with 4 inclinometers along the height direction, and the lateral movement of each section of steel box can be obtained through the formula. The inclinometer measuring point arrangement is shown in fig. 4.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: the double-shaft inclinometer is connected with the data acquisition and transmission unit, the inclinometer adopts 485 output, and inclinometer data are transmitted to the cloud server through the 4G DTU, so that automatic real-time continuous acquisition is carried out on the posture of the steel box. The data sampling frequency is 0.1Hz, and 3-sigma accurate measurement is adopted to preprocess the data so as to remove coarse errors; and carrying out post-processing on the preprocessed data by adopting wavelet threshold denoising, and taking the processed data as monitoring data.
After the bottom section steel box structure is installed, the middle section steel box structure is hoisted, the data acquisition and transmission unit is required to be removed to facilitate the butt joint and welding of the middle section steel box structure and the bottom section steel box structure, and after the positioning and connection of the middle section steel box structure and the bottom section steel box structure are completed, the double-shaft inclinometer is connected with the data acquisition and transmission unit through a cable.
Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown, it is well suited to various fields of use for which the invention is suited, and further modifications may be readily made by one skilled in the art, and the invention is therefore not to be limited to the particular details and examples shown and described herein, without departing from the general concepts defined by the claims and the equivalents thereof.
Claims (5)
1. A method for monitoring and controlling the installation posture of a rigid joint of a diaphragm wall in a deepwater environment is characterized by comprising the following steps:
s1, arranging a measuring point at the middle part of the rigid joint before entering the field, installing a double-shaft inclinometer at the measuring point, measuring the machining error of the rigid joint, and determining: obtaining initial perpendicularity theta of the rigid joint according to the deviation of the vertical axis of the rigid joint 0x And theta 0y Wherein θ 0x For initial perpendicularity of rigid joint in X-axis direction, θ 0y Initial perpendicularity of the rigid joint in the Y-axis direction;
s2, arranging leveling devices on two sides of a slotted hole before lifting the rigid joint, and lifting the rigid joint to be placed on the leveling devices;
s3, leveling the bottom joint steel box through double-shaft inclinometer data, wherein the offset angle caused by machining errors is subtracted from the adjusted angle, the elevation coordinate change corresponding to the rigid joint angle change is determined according to the formula (1-4), and the perpendicularity of the rigid joint is enabled to meet the requirement through adjusting the elevation of the rigid joint;
ΔZ 1 ＝Lx*sin(Δθ x ) (1)
ΔZ 2 ＝Ly*sin(Δθ y ) (2)
Δθ x ＝θ 1x -θ 0x (3)
Δθ y ＝θ 1y -θ 0y (4)
ΔZ 1 Elevation coordinate change value of rigid joint in X-axis direction and delta Z 2 The change value of the elevation coordinate of the rigid joint in the Y-axis direction is Lx, ly and theta, wherein Lx is the length of the rigid joint in the X-axis direction, and theta is the length of the rigid joint in the Y-axis direction 1x Inclination data, theta, of X-axis direction detected by a biaxial inclinometer 0x For initial perpendicularity of rigid joint in X-axis direction, θ 1y For the tilt angle data of Y-axis direction detected by the biaxial inclinometer, theta 0y Is the initial perpendicularity of the rigid joint in the Y-axis direction.
2. The method for monitoring and controlling the installation posture of the rigid joint of the diaphragm wall in the deepwater environment according to claim 1, wherein the step S2 specifically comprises:
s21, arranging leveling devices on two sides of a slotted hole before hoisting the rigid joint, wherein the leveling devices are four groups of three-way jacks, and firstly, roughly positioning the leveling devices according to theoretical positions to enable the lifting positions of the three-way jacks to coincide with the theoretical centers of the brackets corresponding to the steel box structures;
s22, when the steel box structure bracket is lowered to a certain distance above the jack, the three-way jack adopts the horizontal jack to finely adjust the plane position again, so that the plane position is opposite to the center of the bracket, then the steel box bracket is lowered to be contacted with the vertical jack of the three-way jack, the jack is lifted through the vertical jack, and the oil pressure of the jack is controlled to enable the jack to be uniformly stressed.
3. The method for monitoring and controlling the installation posture of a diaphragm wall rigid joint in a deepwater environment according to claim 1, wherein when the rigid joint is of a multi-section steel box structure, after the bottom section steel box structure completes steps S2 and S3, the method further comprises the following steps:
s4, after the bottom section steel box structure is leveled in place, hoisting the middle section steel box, wherein the middle section steel box and the bottom section steel box are in butt joint by adopting a matching piece, and are connected by adopting a welding seam after being in butt joint smoothly; after the welding is finished, leveling the middle section steel box according to the leveling sequence of the bottom section steel box;
s5, hoisting and leveling the steel boxes of the remaining sections are completed in the same way.
4. The method for monitoring and controlling the installation posture of the rigid joint of the diaphragm wall in the deepwater environment according to claim 3, wherein when the posture of the rigid joint in the deepwater environment is required to be monitored after the concrete of the back cover of the rigid joint is poured, the rigid joint is arranged with at least four double-shaft inclinometers in the height direction of the steel box structure of each section before being hoisted and installed, and the underwater lateral displacement f (x) of the rigid joint is obtained through the double-shaft inclinometers and the formula 5);
f(x)=ax 4 +bx 3 +cx 2 +dx+e (5)
x is the mounting height of the dual axis inclinometer and c, b, c, d, e is a constant value.
5. The method for monitoring and controlling the installation posture of the rigid joint of the diaphragm wall in the deepwater environment according to claim 1, wherein the biaxial inclinometer is connected with the data acquisition and transmission unit.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211694991.9A CN116378114A (en) | 2022-12-28 | 2022-12-28 | Method for monitoring and controlling installation posture of rigid joint of diaphragm wall in deepwater environment |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211694991.9A CN116378114A (en) | 2022-12-28 | 2022-12-28 | Method for monitoring and controlling installation posture of rigid joint of diaphragm wall in deepwater environment |
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| CN116378114A true CN116378114A (en) | 2023-07-04 |
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| CN202211694991.9A Pending CN116378114A (en) | 2022-12-28 | 2022-12-28 | Method for monitoring and controlling installation posture of rigid joint of diaphragm wall in deepwater environment |
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- 2022-12-28 CN CN202211694991.9A patent/CN116378114A/en active Pending
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