CN210766914U - Deep horizontal displacement distributed monitoring device of foundation pit support structure - Google Patents
Deep horizontal displacement distributed monitoring device of foundation pit support structure Download PDFInfo
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- CN210766914U CN210766914U CN201920402458.8U CN201920402458U CN210766914U CN 210766914 U CN210766914 U CN 210766914U CN 201920402458 U CN201920402458 U CN 201920402458U CN 210766914 U CN210766914 U CN 210766914U
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- strain gauge
- horizontal displacement
- inclinometer
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Abstract
The utility model discloses a deep horizontal displacement distributed monitoring device of a foundation pit support structure, which comprises an inclinometer pipe, a resistance strain gauge and a static strain acquisition instrument; the resistance strain gauge is arranged in the middle of the inclinometer and connected with the static strain acquisition instrument. The utility model discloses a deep horizontal displacement distributed monitoring devices of foundation ditch retaining structure, including deviational survey pipe, resistance strain gauge and static strain acquisition appearance, simple structure is practical, adopts the deviational survey pipe monitoring of laying the resistance strain gauge during the use, according to the boundary condition (restraint rigidity rotation) of deviational survey socle bottom rigid coupling to refer to the measured data of each district section resistance strain gauge, the iterative computation obtains the horizontal displacement of deviational survey pipe.
Description
Technical Field
The utility model relates to a building engineering construction safety monitoring technical field especially relates to a foundation ditch retaining structure's deep horizontal displacement distributing type monitoring devices.
Background
Along with economic development of China, urbanization progresses rapidly, a large number of people flow into cities, and traffic jam problems generally occur in each large city, so that urban development is seriously hindered. The subway system has high transportation efficiency, does not occupy the ground space, has little pollution to the environment, and becomes a preferred scheme for solving the traffic problem in each big city.
The subway station is constructed in an open cut mode, deep foundation pit engineering is an important component for constructing the subway station, and whether construction activities can be safely and smoothly carried out is related. The deep horizontal displacement of the enclosure structure is the most important item in foundation pit monitoring, and the deep horizontal displacement is an important index for reflecting whether the foundation pit is stable and safe, and simultaneously can indirectly judge the stability of buildings and pipelines around the foundation pit, thereby providing data support for the safe and orderly construction of deep foundation pit engineering.
The horizontal displacement of the deep layer is usually monitored by an inclinometer, and during monitoring, a probe of the inclinometer needs to be stretched into an inclinometer pipe and slide from top to bottom, so that the total deviation amount of each section of depth can be measured and read point by the inclinometer. The deep horizontal displacement is the horizontal displacement of points of the enclosure pile wall and the soil body at different depths. However, this device does not allow automatic monitoring and does not allow real-time data transmission.
Disclosure of Invention
In view of the above-mentioned defects of the prior art, the solution of the present invention is: the deep horizontal displacement distributed monitoring device of the foundation pit support structure is simple and practical, namely resistance strain gauges are arranged at different depths of the inclinometer pipe, and the resistance strain gauges at different depths are connected to a static strain gauge. After the static strain gauge is connected with a computer, the data can be automatically stored and transmitted at regular time. The technical defects that the prior art cannot automatically monitor and implement real-time data transmission and the like are overcome.
In order to achieve the purpose, the utility model provides a deep horizontal displacement distributed monitoring device of a foundation pit support structure, which comprises an inclinometer pipe, a resistance strain gauge and a static strain acquisition instrument; the resistance strain gauge is arranged in the middle of the inclinometer and connected with the static strain acquisition instrument.
Further, the resistance strain gauge is rectangular and symmetrically arranged by taking the axis of the inclinometer as a center line.
Further, the resistance strain gauge is arranged to be adhered to the inclinometer.
Further, resistance strain gauge sets up to paste on the deviational survey pipe, specifically includes:
repeatedly wiping the part of the patch of the inclinometer to ensure that the part of the patch of the inclinometer is clean;
uniformly coating a thin layer of resistance strain foil adhesive on the cleaned patch part and the bottom surface of the resistance strain foil, and attaching the resistance strain foil to the patch part after the adhesive is thickened;
covering a layer of polyurethane film on the resistance strain gauge adhered to the patch part of the inclinometer;
drying the resistance strain gauge after covering a layer of polyurethane film; connecting a resistance strain gauge in the inclinometer by using a lead;
and carrying out moisture-proof treatment on the connected resistance strain gauge.
Furthermore, the inclinometer pipe is formed by splicing one section of the inclinometer pipe.
Further, the inclinometer is arranged to be a PVC inclinometer.
Further, the resistance strain gauge is provided as a foil-type resistance gauge.
Further, the outer side of the inclinometer pipe also comprises a sheath.
Technical effects
The utility model discloses a foundation pit retaining structure's deep horizontal displacement distributed monitoring devices, including deviational survey pipe, resistance strain gauge and static strain acquisition appearance, simple structure is practical to can obtain accurate real-time transmission's data, during the use, adopt simple and practical's foundation pit retaining structure's deep horizontal displacement distributed monitoring devices, lay the resistance strain gauge at the different degree of depth of deviational survey pipe promptly, connect the resistance strain gauge of the different degree of depth on a static strain gauge. The principle is that an inclinometer pipe with distributed resistance strain gauges is used for monitoring, and according to boundary conditions (constrained rigid rotation) fixedly connected to the bottom of the inclinometer pipe, the horizontal displacement of the inclinometer pipe is obtained through iterative calculation by referring to measurement data of the resistance strain gauges in all sections. The utility model discloses a deep horizontal displacement distributed monitoring devices of foundation ditch retaining structure can accurate monitoring warp, compares with traditional inclinometer, and resistance strain gauge sensor monitoring process is simpler, quick. Because of the fixed inclinometer, the sensor can be suitable for continuous and unattended monitoring engineering, the resistance strain gauge is connected with the static strain acquisition instrument, and the static strain acquisition instrument is connected with a computer and can automatically store data at regular time and realize real-time transmission of the data.
The conception, the specific structure and the technical effects of the present invention will be further described with reference to the accompanying drawings, so as to fully understand the objects, the features and the effects of the present invention.
Drawings
Fig. 1 is a schematic view of a deep horizontal displacement distributed monitoring device of a foundation pit enclosure and the foundation pit enclosure according to a preferred embodiment of the present invention;
fig. 2 is a diagram illustrating deformation modes of a horizontal displacement distributed deep layer monitoring device for a foundation pit support structure according to a preferred embodiment of the present invention;
fig. 3 is a diagram illustrating a bending deformation mode of a deep horizontal displacement distributed monitoring device of a foundation pit enclosure according to a preferred embodiment of the present invention;
fig. 4 is a schematic diagram illustrating the splicing of the inclinometer pipe of the deep horizontal displacement distributed monitoring device of the foundation pit support structure according to a preferred embodiment of the present invention;
fig. 5 is a schematic diagram of a strain gauge and a lead of a deep horizontal displacement distributed monitoring device of a foundation pit enclosure according to a preferred embodiment of the present invention;
fig. 6 is a schematic diagram of a monitoring method using a deep horizontal displacement distributed monitoring device for a foundation pit enclosure according to a preferred embodiment of the present invention.
Detailed Description
As shown in FIG. 1, the utility model provides a deep horizontal displacement distributed monitoring devices of foundation pit retaining structure, including deviational survey pipe ①, resistance strain gauge ② and static strain acquisition appearance, resistance strain gauge ② sets up the middle part at deviational survey pipe ①, and resistance strain gauge ② is connected with static strain acquisition appearance.
Further, the resistance strain gauge is rectangular and symmetrically arranged by taking the axis of the inclinometer as a center line.
Further, the resistance strain gauge is arranged to be adhered to the inclinometer. Wherein, the resistance strain gauge sets up to paste on the deviational survey pipe, specifically includes:
repeatedly wiping the part of the patch of the inclinometer to ensure that the part of the patch of the inclinometer is clean;
uniformly coating a thin layer of resistance strain foil adhesive on the cleaned patch part and the bottom surface of the resistance strain foil, and attaching the resistance strain foil to the patch part after the adhesive is thickened;
covering a layer of polyurethane film on the resistance strain gauge adhered to the patch part of the inclinometer;
drying the resistance strain gauge after covering a layer of polyurethane film; connecting a resistance strain gauge in the inclinometer by using a lead;
and carrying out moisture-proof treatment on the connected resistance strain gauge.
Furthermore, the inclinometer pipe is formed by splicing one section of the inclinometer pipe.
Further, the inclinometer is arranged to be a PVC inclinometer.
Further, the resistance strain gauge is provided as a foil-type resistance gauge.
Further, the outside of the inclinometer pipe also includes a sheath ④.
The utility model discloses a use method of deep horizontal displacement distributed monitoring devices of foundation ditch retaining structure will be explained below:
as shown in fig. 6, the utility model provides a monitoring method of deep horizontal displacement distributed monitoring devices who uses a foundation ditch envelope, including following step:
102, vertically placing the inclinometer ① provided with the resistance strain gauge into a drilled hole of soil around the foundation pit ⑤ enclosure structure, as shown in fig. 1;
103, filling fine sand between the inclinometer pipe and the soil body drilled hole; so as to ensure the consistency of the deformation of the inclinometer pipe and the soil body.
And 104, detecting the change condition of a resistance strain gauge on the inclinometer in real time by using a static strain acquisition instrument, and calculating the horizontal displacement.
Wherein, the utility model discloses an in, resistance strain gauge sets up to the rectangle to the deviational survey pipe axis is symmetrical as the central line and arranges.
In step 101, a resistance strain gauge is pasted in the middle of the spliced inclinometer, and the method specifically comprises the following steps:
step 101-1, repeatedly wiping the part of the patch of the inclinometer pipe to ensure that the part of the patch of the inclinometer pipe is clean; specifically, a cotton swab stained with absolute alcohol and acetone is used for repeatedly wiping the part of the patch until the cotton swab is not blackened any more, so that the part of the patch is ensured to be clean;
step 101-2, uniformly coating a thin layer of resistance strain gauge adhesive on the cleaned patch part and the bottom surface of the resistance strain gauge, slightly clamping two sides of the resistance strain gauge by using tweezers after the adhesive is thickened, and attaching the resistance strain gauge to the patch part;
step 101-3, covering a layer of polyurethane film on the resistance strain gauge adhered to the patch part of the inclinometer, and then extruding the resistance strain gauge by fingers along the length direction of the resistance strain gauge to extrude bubbles below the resistance strain gauge and redundant resistance strain gauge adhesive; after the resistance strain gauge is well adhered, enough bonding strength is required to ensure that the resistance strain gauge and the inclinometer tube deform together;
101-4, as shown in fig. 5, connecting a resistance strain gauge ② in the inclinometer by using a lead ③;
step 101-5, performing moisture-proof treatment on the wired resistance strain gauge; so as to prevent the adhesive layer from absorbing moisture in the air and reducing the insulation resistance value.
Furthermore, after the resistance strain gauge is pasted and packaged on the inclinometer pipe, the lead is bound on the inclinometer pipe.
Further, in step 102, vertically placing the inclinometer pipe provided with the resistance strain gauge into the soil body borehole around the foundation pit support structure, specifically comprising:
102-1, placing the inclinometer pipe provided with the resistance strain gauge into a soil body borehole around the foundation pit support structure, and rotating the inclinometer pipe to enable the plane adhered with the resistance strain gauge to be parallel to the direction of the foundation pit;
and 102-2, when the inclinometer pipe is lowered to a preset depth, sticking and fixing the reserved lead on the inclinometer pipe by using a cloth-based adhesive tape to prevent the strain gauge from breaking and falling off in the monitoring process.
Further, in step 104, a static strain acquisition instrument is used for detecting the change condition of the resistance strain gauge on the inclinometer in real time, and the horizontal displacement is calculated, which specifically comprises:
step 104-1, taking each section of the inclinometer pipe as a section;
step 104-2, measuring data of the resistance strain gauges of all sections;
104-3, obtaining bending deformation and rigid rotation of the inclinometer pipe according to the measured data, and obtaining horizontal displacement of the inclinometer pipe according to horizontal displacement caused by the bending deformation and horizontal displacement caused by the rigid rotation;
and step 104-4, obtaining the horizontal displacement of the inclinometer according to the horizontal displacement caused by bending deformation and the horizontal displacement caused by rigid rotation.
Further, the measured data includes bending data and rigid rotation data, the bending data including a segment bending angle, lengths before and after bending, and segment length increments resulting from bending; the rigid rotation data includes a rigid rotation angle. The specific parameters involved are shown in fig. 2 and 3:
1: x-axis, 2: y-axis, 3: segment length L, 4: p point, 5: n-segment bending angle θ n, 6: n-1 segment strain gauge Gn-1，7：JnPoint, 8: j'n+1Point, 9: j. the design is a squaren+1Point, 10: n segment rigid rotation angle Zn,11: n segment deflection angle θn/2, 12: n-segment strain gauge Gn,13: n section radius of curvature Rn,14: n +1 segment strain gage Gn+1,15: rigid corner Z of n +1 sectionn+1,16: horizontal displacement d caused by rigid rotation of n sectionszn,17: horizontal displacement d caused by flexural deformation of n sectionssn,18: horizontal displacement of n segments, 19: point a, 20: point b, 21: segment bending length L', 22: section strain ε, 23: inclinometer tube radius, 24: segment radius of curvature R, 25: the segment bend angle θ.
Further, the solving formula of the horizontal displacement of the inclinometer is set as follows:
dn＝dzn+dsn
wherein d isznFor horizontal displacement caused by rigid rotation of the n segments, dsnThe horizontal displacement caused by bending deformation of the n section.
Step 104 will be explained in detail below:
as shown in FIG. 3, the horizontal displacement of n sections of the inclinometer can be obtained by solving the formula (1)
dn＝dzn+dsn(1)
In the formula (d)znThe horizontal displacement caused by rigid rotation of the n sections is given by formula (2);
dsnfor horizontal displacement due to deflection deformation of n segments, composed of (3)The following are given:
dzn＝LsinZn(2)
dsn＝2Lsin(θn/4)cos(Zn+θn/4) (3)
the formula (2) and the formula (3) are substituted into the formula (1) to obtain the finishing agent
dn＝dzn+dsn＝LsinZn+2Lsin(θn/4)cos(Zn+θn/4) (4)
Wherein n sections rigid rotation angle ZnCan be obtained according to the n-1 section rotation angle, as shown in formula (5)
Zn＝Zn-1+θn-1(5)
Next, as can be seen from fig. 3, the lengths of the segments before and after bending are: where L ═ R θ and L ═ R + R) θ, the segment length increment resulting from bending can be given by equation (6)
ΔL＝L′-L＝rθ (6)
Thereby, the section strain can be obtained
ε＝ΔL/L＝rθ/L (7)
After mathematical transformation, the section bending angle θ can be obtained from the equation (8)
θ＝Lε/r (8)
The formula (8) is substituted for the formula (4) to obtain the product
dn＝LsinZn+2Lsin(εnL/4r)cos(Zn+εnL/4r) (9)
Similarly, the rigid rotation angle Z of n segmentsnCan be given by the formula (10)
Zn＝Zn-1+θn-1＝Zn-1+Lεn-1/r (10)
At this moment, because the depth of the inclinometer exceeds the depth of the foundation pit to be measured, the deformation of the bottom of the inclinometer can be regarded as zero, therefore, the boundary condition of the bottom of the inclinometer is the constraint rigid rotation, and the horizontal displacement of the inclinometer is obtained through step-by-step iterative calculation by referring to the measurement data of the strain gauge in each section through the derivation process.
The principle of the horizontal displacement distributed monitoring device for the foundation pit support structure of the utility model is as follows;
when the enclosure structure is subjected to bending deformation, a strain value of the inclinometer pipe under the bending deformation can be obtained by testing the strain change value of the resistance strain gauge implanted in the inclinometer pipe. The horizontal displacement of the soil body can be obtained from the measured value of the inclinometer pipe of the resistance strain gauge distributed on the soil body. The utility model provides a new horizontal displacement monitoring devices of foundation ditch retaining structure adopts the deviational survey pipe monitoring of having laid resistance strain gauge, can accurate monitoring warp. Compared with the traditional inclinometer, the monitoring process of the resistance strain gauge sensor is simpler and quicker. Because of the fixed inclinometer, the sensor can be suitable for continuous and unattended monitoring engineering, the resistance strain gauge is connected with the static strain acquisition instrument, and the static strain acquisition instrument is connected with a computer and can automatically store data at regular time and realize real-time transmission of the data.
The foregoing has described in detail preferred embodiments of the present invention. It should be understood that numerous modifications and variations can be devised by those skilled in the art in light of the teachings of the present invention without undue experimentation. Therefore, the technical solutions that can be obtained by a person skilled in the art through logic analysis, reasoning or limited experiments based on the prior art according to the concepts of the present invention should be within the scope of protection defined by the claims.
Claims (7)
1. A deep horizontal displacement distributed monitoring device of a foundation pit support structure is characterized by comprising an inclinometer, a resistance strain gauge and a static strain acquisition instrument; the resistance strain gauge is arranged in the middle of the inclinometer, and is connected with the static strain acquisition instrument.
2. The distributed deep horizontal displacement monitoring device for a foundation pit enclosure structure of claim 1, wherein the resistance strain gauge is rectangular and symmetrically arranged with the axis of the inclinometer as a center line.
3. The distributed deep horizontal displacement monitoring device for a foundation pit enclosure of claim 2, wherein the resistive strain gauge is configured to be adhered to the inclinometer.
4. The distributed deep horizontal displacement monitoring device for the foundation pit enclosure structure of claim 1, wherein the inclinometer pipe is arranged to be spliced section by section.
5. The distributed deep horizontal displacement monitoring device for a foundation pit enclosure of claim 1, wherein the inclinometer pipe is a PVC inclinometer pipe.
6. The distributed deep horizontal displacement monitoring device for a foundation pit enclosure structure of claim 1, wherein the resistance strain gauge is configured as a foil-type resistance gauge.
7. The distributed deep horizontal displacement monitoring device for a foundation pit enclosure of claim 1, wherein the outside of the inclinometer pipe further comprises a sheath.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116815835A (en) * | 2023-08-28 | 2023-09-29 | 四川合众精准科技有限公司 | Deep horizontal displacement monitoring system and monitoring method based on machine vision |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116815835A (en) * | 2023-08-28 | 2023-09-29 | 四川合众精准科技有限公司 | Deep horizontal displacement monitoring system and monitoring method based on machine vision |
| CN116815835B (en) * | 2023-08-28 | 2023-11-21 | 四川合众精准科技有限公司 | Deep horizontal displacement monitoring system and monitoring method based on machine vision |
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