CN115450267A - Earth and rock dam settling pipe relay installation and embedding structure and method thereof - Google Patents
Earth and rock dam settling pipe relay installation and embedding structure and method thereof Download PDFInfo
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- CN115450267A CN115450267A CN202210636208.7A CN202210636208A CN115450267A CN 115450267 A CN115450267 A CN 115450267A CN 202210636208 A CN202210636208 A CN 202210636208A CN 115450267 A CN115450267 A CN 115450267A
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- 239000011435 rock Substances 0.000 title claims abstract description 31
- 238000009434 installation Methods 0.000 title claims abstract description 25
- 238000000034 method Methods 0.000 title claims abstract description 25
- 238000004062 sedimentation Methods 0.000 claims description 44
- 239000002689 soil Substances 0.000 claims description 40
- 230000007246 mechanism Effects 0.000 claims description 25
- 238000010276 construction Methods 0.000 claims description 18
- 238000013461 design Methods 0.000 claims description 11
- 239000004568 cement Substances 0.000 claims description 6
- 239000011083 cement mortar Substances 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 5
- 238000005553 drilling Methods 0.000 claims description 4
- 230000008569 process Effects 0.000 claims description 4
- 238000012545 processing Methods 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 2
- 238000004891 communication Methods 0.000 claims 1
- 238000012544 monitoring process Methods 0.000 description 4
- 239000000523 sample Substances 0.000 description 4
- 238000007789 sealing Methods 0.000 description 4
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 238000009411 base construction Methods 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000010561 standard procedure Methods 0.000 description 1
- 230000004083 survival effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
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- E02D33/00—Testing foundations or foundation structures
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The invention provides a relay installation and embedding structure and method for settling tubes of an earth and rock dam. According to the earth and rock dam settling pipe relay installation and embedding structure and method, relay observation on settlement is realized for the settling pipe with large burying depth, and the risk that the local failure of the settling pipe affects the overall settlement observation quality is reduced.
Description
Technical Field
The invention relates to the field of soil body settlement monitoring equipment, in particular to a relay installation and burying structure and method for a settling pipe of an earth and rock dam.
Background
The settlement monitoring in the earth and rockfill dam usually adopts monitoring instrument equipment such as a water pipe type settlement instrument, an electromagnetic type settlement instrument and the like, wherein the electromagnetic type settlement instrument monitors from the beginning of filling, can monitor the layered settlement amount, the layered compression amount and the accumulated settlement amount, and has the advantage of monitoring the full-time-space settlement deformation. The installation method and principle are as follows:
the method comprises the steps of filling and installing a settling pipe along with an earth-rock dam, burying bedrock or structures and other parts with relatively stable deformation at the bottom of the settling pipe, installing settling rings on the outer wall of the settling pipe at certain intervals, enabling the settling rings to be in close contact with a soil body and to make sliding displacement along the outer wall of the settling pipe, placing an electromagnetic type settlement meter probe from a pipe opening when observing settlement deformation, enabling the probe and the settling rings to generate electromagnetic reaction when the settlement meter probe reaches the position of the settling rings, transmitting signals of the electromagnetic reaction to a receiving instrument of an orifice through a cable, obtaining the position of the settling rings by measuring the distance between the probe and the orifice, and obtaining the displacement, namely the settlement amount, of the settling rings through multiple measurements.
The settling pipe and the inclination measuring pipe commonly share one pipeline, which is also called as an inclination measuring and settling pipe or an inclination measuring pipe, and are generally buried along with the dam body by adopting a non-pit method or a pit method, and the filled part and the dam foundation can be buried by adopting a drilling method. The inventor research team invented a "deviational survey and settling tube joint protection device (patent No. ZL 2010 0300694.8)" and a "deviational survey and settling tube embedding method (patent No. ZL 2010 0302.2)". The invention improves the mechanical strength of the settlement inclinometer pipe joint to a great extent, thereby improving the soil pressure resistance and dam body deformation resistance of the joint and reducing the failure probability of the settlement inclinometer pipe. However, the settlement inclinometer pipe is buried in the tall earth-rock dam, and is damaged and destroyed to cause failure and scrap after exceeding a certain depth due to the influence of the deformation and pressure in the dam body, and from the investigation and statistics of the current engineering practice, the settlement inclinometer pipe is easily damaged when the buried depth of the settlement pipe exceeds 100m, and the maximum survival length of the settlement pipe in the current domestic engineering is 147m of the glutinous ferry hydropower station.
Disclosure of Invention
The invention aims to solve the technical problem of providing a relay installation and embedding structure and a relay installation and embedding method for a settling pipe of an earth and rockfill dam, which are used for realizing relay observation on settlement for the settling pipe with large burial depth and reducing the risk that the local failure of the settling pipe affects the overall settlement observation quality.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: the utility model provides a structure is buried underground in soil and stone dam sedimentation pipe relay installation, including the hypomere sedimentation pipe, the hypomere sedimentation pipe sets up in subsiding the observation hole, set up supporting mechanism in the hypomere sedimentation pipe, the supporting mechanism top is equipped with the soil body settlement meter, the signal cable of soil body settlement meter is drawn forth from the hypomere sedimentation pipe top, hypomere sedimentation pipe top sets up the closing cap, the hypomere sedimentation pipe top outside is equipped with the concrete foundation, the upper segment sedimentation pipe lower extreme is buried underground in the concrete foundation, the hypomere sedimentation pipe all is equipped with a plurality of subside magnetic rings with the upper segment sedimentation pipe outside, the subside magnetic ring of hypomere sedimentation pipe outside the superiors is connected with the concrete foundation.
In a preferred embodiment, the support mechanism is a support tube.
In a preferred scheme, the supporting tube comprises a plurality of sections of unit tubes, and the unit tubes are connected through a sleeve.
In a preferable scheme, the lower end of the supporting mechanism is backfilled and fixed through cement paste or cement mortar.
In a preferable scheme, the length of the lower sedimentation pipe or the upper sedimentation pipe is 100-150 m.
The invention also provides a relay installation and burying method of the earth and rockfill dam settling pipe, which comprises the following steps:
drilling a hole on a foundation rock surface at a designed position, processing a settlement observation hole, installing a lower section of settling pipe in the settlement observation hole, and backfilling and grouting;
step two, following the filling construction of the earth-rock dam, and carrying out sectional arrangement and installation of the settlement magnetic rings, wherein in the construction process, settlement observation is carried out on each settlement magnetic ring on the outer side of the lower section of settlement pipe through an electromagnetic settlement meter according to design requirements;
step three, when the earth and rock dam is filled to a subsection elevation, a supporting mechanism is arranged in the lower section of the settling pipe to the bottom of the settlement observation hole, the lower end of the supporting mechanism is fixed by cement paste or cement mortar, a soil body settlement meter is arranged at the top of the supporting mechanism, and after a signal cable of the soil body settlement meter is led out, the upper end of the lower section of the settling pipe is sealed;
fourthly, concrete base construction is carried out on the outer side of the top of the lower section of the settling tube, a settling magnetic ring and fins of the settling magnetic ring on the uppermost layer of the outer side of the lower section of the settling tube are embedded into the concrete base, the upper section of the settling tube is installed on the concrete base, the upper section of the settling tube is continuously connected and heightened along with the continuous filling of the earth-rock dam, meanwhile, the settling magnetic rings are installed in sections, and the signal cable is upwards pulled together until the construction of the upper section of the settling tube is completed;
and step five, when the observation operation of the upper section of the settling pipe is carried out, the observation operation is carried out in two parts, and the electromagnetic settlement meter is used for reading each settlement magnetic ring on the outer side of the upper section of the settling pipe. Meanwhile, the reading instrument is used for reading the soil body settlement meter, the settlement measuring value of each settlement magnetic ring at the outer side of the upper section of settlement pipe and the settlement measuring value of the settlement magnetic ring at the uppermost layer at the outer side of the lower section of settlement pipe are respectively obtained, and the settlement amount of the soil body at each layer of the upper section of settlement pipe and the total settlement amount of the soil body in the range of the lower section of settlement pipe can be obtained by comprehensively calculating the two measured values.
The invention provides a relay installation and burying structure and method for a settling pipe of an earth and rockfill dam, which have the following effects:
1. the method is adopted for installing and burying the settling legs, once a certain part or a certain section of the lower settling leg is damaged under the action of huge soil pressure, the observation of the total settling volume in the range of the lower settling leg section cannot be influenced, complete settling volume observation data can be obtained through the measurement of the total settling volume of the lower settling leg and the accumulation processing of the observation result of the upper settling leg, and the risks that the settling leg is damaged due to failure and scrapping and the settlement observation quality is influenced because the certain part of the settling leg is damaged are greatly reduced.
2. In engineering practice, settlement observation results of all positions of the lower settling tube are usually mainly used for guiding construction operation in the construction stage of the earth-rock dam and are usually basically settled in the later construction stage and the engineering operation period, so that the method is adopted for installing and burying the settling tube, the observation interruption caused by failure of a certain part of the lower settling tube can be avoided in the later observation, the observation efficiency can also be improved, and the total settlement in the range of the lower settling tube section can be obtained only by observing the settlement at the top of the lower settling tube.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a schematic representation of the use of the present invention;
in the figure: the device comprises a lower section sedimentation pipe 1, a sedimentation magnetic ring 2, a supporting mechanism 3, a soil body settlement gauge 4, a signal cable 5, a sealing cover 6, a concrete base 7, an upper section sedimentation pipe 8, a unit pipe 301 and a sleeve 302.
Detailed Description
A relay installation and burying structure of a settling pipe of an earth and rock dam comprises a lower settling pipe 1 and an upper settling pipe 8 as shown in figure 1, and the settling pipe with the depth of more than 150m adopts a sectional installation and burying method, namely a relay installation and burying method.
The segments are segmented from top to bottom according to the length of about 100m to 150m, and each segment is not more than 150 meters. When the total length is more than 150 meters, the lower segment is 100 meters, when the total length is more than 250 meters, the lower segment is divided into three segments, each of which is 100 meters, and when the total length is more than 350 meters, the lower segment is divided into four segments, each of which is 100 meters. For example, when the design depth is 220m, the upper section is 120m, and the lower section is 100m; when the design depth is 300m, three sections can be equally divided according to 100m or two sections can be equally divided according to 150 m; when the design depth is 250m, the two sections can be equally divided, and the upper section can be 100m, and the lower section can be 150m.
The lower settling pipe 1 is arranged in the settlement observation hole, the lower settling pipe 1 is installed, buried and observed according to the existing standard method, a plurality of settlement magnetic rings 2 are arranged on the outer side of the lower settling pipe 1, and settlement observation is carried out through the settlement magnetic rings 2 on the outer side of the lower settling pipe 1 of the electromagnetic settlement meter in the construction process.
The lower settling pipe 1 is internally provided with a supporting mechanism 3, in this embodiment, the supporting mechanism 3 is a supporting pipe, the supporting pipe comprises a plurality of sections of unit pipes 301, and the unit pipes 301 are connected through a sleeve 302. The lower end of the supporting mechanism 3 is backfilled and fixed at the bottom of the settlement observation hole through cement paste or cement mortar.
When the earth and rock dam is filled to the subsection elevation, the soil body settlement meter 4 is installed in the lower section settlement pipe 1, and in the embodiment, the soil body settlement meter 4 is installed with an intelligent distributed soil body settlement meter. The soil body settlement meter 4 is arranged at the top of the supporting mechanism 3, the signal cable 5 of the soil body settlement meter 4 is led out from the top of the lower section settlement pipe 1, the top pipe orifice of the lower section settlement pipe 1 is sealed after the signal cable 5 of the soil body settlement meter 4 is led out, and the sealing cover 6 can be arranged at the top of the lower section settlement pipe 1.
The concrete base 7 is arranged on the outer side of the top of the lower section settling pipe 1, the lower end of the upper section settling pipe 8 is embedded in the concrete base 7, and the settling magnetic ring 2 on the uppermost layer of the outer side of the lower section settling pipe 1 is connected with the concrete base 7. When the upper section settling pipe 8 is installed, the upper section settling pipe 8 is continuously connected and heightened along with the continuous filling of the earth and rock dam, and the signal cable 5 of the soil body settlement meter 4 is upwards pulled together until the top of the settlement observation hole.
After the top pipe orifice of the lower settling tube 1 is subjected to sealing treatment, when the upper settling tube 8 is observed each time, the settling amount of the top end of the lower settling tube 1 measured by the soil body settling meter 4 is added into the settling observation result of the upper settling tube 8, relay observation is realized, and complete settling observation data is obtained.
A relay installation and burying method for a settling pipe of an earth and rockfill dam comprises the following steps:
drilling a hole on a foundation rock surface at a designed position, processing a settlement observation hole, installing the lower end of a lower section of settlement pipe 1 in the settlement observation hole, and backfilling and grouting;
step two, following the filling construction of the earth-rock dam, and carrying out sectional arrangement and installation of the sedimentation magnetic rings 2, wherein in the construction process, each sedimentation magnetic ring 2 on the outer side of the lower sedimentation pipe 1 is subjected to sedimentation observation through an electromagnetic sedimentation instrument according to design requirements;
step three, when the earth and rock dam is filled to a subsection elevation, a supporting mechanism 3 is arranged in the lower section settling tube 1 to the bottom of the settlement observation hole, the lower end of the supporting mechanism 3 is fixed by cement paste or cement mortar, a soil body settlement gauge 4 is arranged at the top of the supporting mechanism 3, and after a signal cable 5 of the soil body settlement gauge 4 is led out, the upper end of the lower section settling tube 1 is sealed;
fourthly, constructing a concrete base 7 on the outer side of the top of the lower section of the settling tube 1, embedding the settling magnetic ring 2 and fins thereof on the uppermost layer of the outer side of the lower section of the settling tube 1 into the concrete base 7, installing the upper section of the settling tube 8 on the concrete base 7, continuously connecting and heightening the upper section of the settling tube 8 along with the continuous filling of the earth-rock dam, installing the settling magnetic rings 2 in sections at the same time, and upwards drawing the signal cable 5 together until the construction of the upper section of the settling tube 8 is completed;
and step five, when the observation operation of the upper section of the settling pipe 8 is carried out, the observation operation is carried out in two parts, and the electromagnetic settlement meter is used for reading each settlement magnetic ring 2 on the outer side of the upper section of the settling pipe 8. Meanwhile, the soil settlement gauge 4 is read by using a reading instrument to respectively obtain a settlement measuring value of each settlement magnetic ring 2 at the outer side of the upper section of the settlement pipe 8 and a settlement measuring value of the uppermost settlement magnetic ring 2 at the outer side of the lower section of the settlement pipe 1, and the two measured values are comprehensively calculated to obtain the settlement amount of each layer of the soil of the upper section of the settlement pipe 8 and the total settlement amount of the soil within the range of the lower section of the settlement pipe 1.
The settlement observation holes are numbered as SE-3 in a certain earth-rock dam construction project, the design elevation of the hole openings of the settlement observation holes is 1336.20m, the hole bottoms are located in bedrock, the design elevation is 1076.20m, and the design depth is 260m. And (3) arranging subsections at the design depth of 130m of the settlement observation hole, wherein the elevation is 1206.20m, and installing and burying the settlement pipe in a relay manner by adopting the method.
Firstly, on a foundation rock surface at a designed position, the elevation of the foundation rock surface is 1078.50m, a hole is drilled to the designed hole bottom elevation 1076.20m, a lower section of sedimentation pipe 1 is installed, and backfilling grouting is carried out. Then, along with the filling construction of the earth and rockfill dam, the lower settling pipe 1 is heightened to 1207.20m, and the earth and rockfill dam is filled to 1206.50m for 8 months. Meanwhile, a 1 st settlement magnetic ring 2 (numbered 1 #) is arranged from 1081.20m, a settlement magnetic ring 2 is arranged every 5m, 25 magnetic rings are arranged totally, the 25# magnetic ring is positioned at 1201.20m, and settlement observation is carried out on each settlement magnetic ring 2 of the lower settlement pipe 1 by using an electromagnetic settlement meter according to the frequency required by design.
Digging a 'subsection operation pit' back near the settlement magnetic ring 2 to reach a subsection elevation 1206.20m, installing a support mechanism 3 to the bottom of a hole, implementing backfill grouting construction with the depth of 5.0m, fixing the bottom end of the support mechanism 3 to the bottom of the hole, installing a soil body settlement meter 4 at the top end of the support mechanism 3, locating the top end of the soil body settlement meter 4 in the range of 1206.25m, sealing the top end of the lower section settlement pipe 1 after leading out a signal cable 5 of the soil body settlement meter 4, and enabling the top elevation of the lower section settlement pipe 1 to be 1207.20m.
A26 # sedimentation magnetic ring 2 is arranged at the top of a lower section sedimentation pipe 1, the height is 1206.20m, then a concrete base 7 template is manufactured on one side of the sedimentation magnetic ring 2, the length, the width and the height are respectively 50cm multiplied by 20cm, the 26# sedimentation magnetic ring 2 and fins on one side of the 26# sedimentation magnetic ring are firmly embedded into the concrete base 7 template, and concrete is poured after the 1 st section sedimentation pipe of an upper section sedimentation pipe 8 is placed in the template.
And after the concrete base 7 is solidified, backfilling the 'sectional operation pit' and rolling, then continuing the filling construction along with the earth-rock dam, heightening the upper section of the settling tube 8, when the height reaches 1211.20m, installing 27# settling magnetic rings 2 on the upper section of the settling tube 8, then sequentially numbering, installing 51# settling magnetic rings 2 at 1331.20m, then filling to the designed top elevation 1336.20m of the settling tube, and completing the settling tube installation and burying construction of the whole SE-3 settling hole observation hole.
Each settlement observation operation of the upper settling tube 8 is divided into two parts, each time the electromagnetic settlement meter is used for reading each settlement magnetic ring 2 of the upper settling tube 8, the reading meter is used for reading the intelligent distributed soil settlement meter at the top end of the lower settling tube, the settlement measuring value of each settlement magnetic ring 2 of the upper settling tube 8 and the settlement measuring value of the 26# settlement magnetic ring 2 at the top end of the lower settling tube are respectively obtained, and the two measuring values are comprehensively calculated, so that the accurate settlement amount of each layer of soil body of the upper settling tube 8 and the accurate total settlement amount of the soil body in the range of the lower settling tube 1 can be obtained.
Claims (6)
1. The utility model provides a structure is buried underground in soil and stone dam sedimentation pipe relay installation, a serial communication port, including hypomere sedimentation pipe (1), hypomere sedimentation pipe (1) sets up in subsiding the observation hole, set up supporting mechanism (3) in hypomere sedimentation pipe (1), supporting mechanism (3) top is equipped with soil body settlement gauge (4), signal cable (5) of soil body settlement gauge (4) are drawn forth from hypomere sedimentation pipe (1) top, hypomere sedimentation pipe (1) top sets up closing cap (6), hypomere sedimentation pipe (1) top outside is equipped with concrete foundation (7), upper segment sedimentation pipe (8) lower extreme is buried underground in concrete foundation (7), hypomere sedimentation pipe (1) and upper segment sedimentation pipe (8) outside all are equipped with a plurality of magnetic rings of subsiding (2), subside pipe (1) outside the superiors subside (2) and concrete foundation (7) are connected.
2. The earth and rock dam settling tube relay installation burying structure as claimed in claim 1, wherein said supporting mechanism (3) is a supporting tube.
3. The earth and rock dam settling tube relay installation and burying structure as claimed in claim 2, wherein the supporting tubes comprise a plurality of unit tubes (301), and the unit tubes (301) are connected through sleeves (302).
4. The earth and rock dam settling tube relay installation and burying structure as claimed in claim 2, wherein the lower end of the supporting mechanism (3) is backfilled and fixed through cement paste or cement mortar.
5. The earth and rock dam settling tube relay installation burying structure as claimed in claim 1, wherein the length of the lower settling tube (1) and the upper settling tube (8) is not more than 150m.
6. A relay installation and burying method for a settling pipe of an earth and rockfill dam is characterized by comprising the following steps:
drilling a hole on a foundation rock surface at a designed position, processing a settlement observation hole, installing a lower section of settlement pipe (1) in the settlement observation hole, and backfilling and grouting;
step two, following the filling construction of the earth-rock dam, and carrying out sectional arrangement and installation of the sedimentation magnetic rings (2), wherein in the construction process, each sedimentation magnetic ring (2) on the outer side of the lower sedimentation pipe (1) is subjected to sedimentation observation through an electromagnetic sedimentation instrument according to design requirements;
step three, when the earth and rock dam is filled to a subsection elevation, a supporting mechanism (3) is arranged in the lower section settling tube (1) to the bottom of the settlement observation hole, the lower end of the supporting mechanism (3) is fixed by cement paste or cement mortar, a soil body settlement gauge (4) is arranged at the top of the supporting mechanism (3), and after a signal cable (5) of the soil body settlement gauge (4) is led out, the upper end of the lower section settling tube (1) is sealed;
fourthly, constructing a concrete base (7) on the outer side of the top of the lower section of the settling tube (1), embedding a settling magnetic ring (2) and fins thereof on the uppermost layer of the outer side of the lower section of the settling tube (1) into the concrete base (7), installing an upper section of the settling tube (8) on the concrete base (7), continuously connecting and heightening the upper section of the settling tube (8) along with the continuous filling of the earth-rock dam, installing the settling magnetic rings (2) in sections, and upwards pulling the signal cable (5) together until the construction of the upper section of the settling tube (8) is completed;
and step five, when observation operation of the upper section of the settling pipe (8) is carried out, the observation operation is carried out in two parts, an electromagnetic settlement meter is used for reading each settlement magnetic ring (2) on the outer side of the upper section of the settling pipe (8), meanwhile, a reading meter is used for reading the soil settlement meter (4), settlement measurement values of each settlement magnetic ring (2) on the outer side of the upper section of the settling pipe (8) and the settlement measurement value of the uppermost layer of the outer side of the lower section of the settling pipe (1) are respectively obtained, and the two measurement values are comprehensively calculated, so that the settlement amount of each layer of the soil of the upper section of the settling pipe (8) and the total settlement amount of the soil in the range of the lower section of the settling pipe (1) can be obtained.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210636208.7A CN115450267B (en) | 2022-06-07 | 2022-06-07 | Relay installation and burying structure and method for earth-rock dam settling tube |
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| CN202210636208.7A CN115450267B (en) | 2022-06-07 | 2022-06-07 | Relay installation and burying structure and method for earth-rock dam settling tube |
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| CN115450267B CN115450267B (en) | 2023-10-27 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116592938A (en) * | 2023-04-23 | 2023-08-15 | 上海勘测设计研究院有限公司 | Multifunctional observation tube for earth and rockfill dam |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362114A (en) * | 2013-08-06 | 2013-10-23 | 淮海工学院 | Measuring method for monitoring soil mass layered settlement |
| CN203383201U (en) * | 2013-08-06 | 2014-01-08 | 淮海工学院 | Measuring device for monitoring soil mass layered settlement |
| JP2015200096A (en) * | 2014-04-08 | 2015-11-12 | 大成建設株式会社 | Installation method for stratified settlement gauge and stratified settlement measuring system |
| CN110849323A (en) * | 2019-12-12 | 2020-02-28 | 中国电建集团成都勘测设计研究院有限公司 | Telescopic settling tube, and settling deformation monitoring system and method |
| CN111024033A (en) * | 2019-12-26 | 2020-04-17 | 中国电建集团成都勘测设计研究院有限公司 | Rockfill dam settlement monitoring point device, monitoring system and monitoring method |
| US20210270685A1 (en) * | 2021-04-28 | 2021-09-02 | Shenzhen University | Optical fiber sensing monitoring device for soil settlement and settlement amount measurement method |
-
2022
- 2022-06-07 CN CN202210636208.7A patent/CN115450267B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362114A (en) * | 2013-08-06 | 2013-10-23 | 淮海工学院 | Measuring method for monitoring soil mass layered settlement |
| CN203383201U (en) * | 2013-08-06 | 2014-01-08 | 淮海工学院 | Measuring device for monitoring soil mass layered settlement |
| JP2015200096A (en) * | 2014-04-08 | 2015-11-12 | 大成建設株式会社 | Installation method for stratified settlement gauge and stratified settlement measuring system |
| CN110849323A (en) * | 2019-12-12 | 2020-02-28 | 中国电建集团成都勘测设计研究院有限公司 | Telescopic settling tube, and settling deformation monitoring system and method |
| CN111024033A (en) * | 2019-12-26 | 2020-04-17 | 中国电建集团成都勘测设计研究院有限公司 | Rockfill dam settlement monitoring point device, monitoring system and monitoring method |
| US20210270685A1 (en) * | 2021-04-28 | 2021-09-02 | Shenzhen University | Optical fiber sensing monitoring device for soil settlement and settlement amount measurement method |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116592938A (en) * | 2023-04-23 | 2023-08-15 | 上海勘测设计研究院有限公司 | Multifunctional observation tube for earth and rockfill dam |
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| CN115450267B (en) | 2023-10-27 |
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