CN207277308U - Bridge construction of pile groups monitors system to the soil disturbance of adjacent piles - Google Patents
Bridge construction of pile groups monitors system to the soil disturbance of adjacent piles Download PDFInfo
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- CN207277308U CN207277308U CN201720696561.9U CN201720696561U CN207277308U CN 207277308 U CN207277308 U CN 207277308U CN 201720696561 U CN201720696561 U CN 201720696561U CN 207277308 U CN207277308 U CN 207277308U
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Abstract
Soil disturbance monitoring technical field is the utility model is related to, a kind of bridge construction of pile groups is disclosed and system is monitored to the soil disturbance of adjacent piles.The utility model is arranged between bridge calibration pile foundation and adjacent piles, including inclination monitoring system, monitoring pore water pressure system and laminated settlement meter；The quantity of inclination monitoring system is no less than 2 groups, arranges along orientation axis direction spacing parallel arranging；Distance between the first inclination monitoring system and bridge calibration pile foundation is 1 1.5m, and last position inclination monitoring system and the distance of tunnel outer wall are not less than 5m；Originated by the first inclination monitoring system, to last position inclination monitoring system orientation, the arrangement pitch gradients of inclination monitoring system are incremented by；Monitoring pore water pressure system and laminated settlement meter, arrange along orientation axis direction, alternate intervals, are separately positioned between two groups of adjacent inclination monitoring systems.The utility model monitoring accuracy is high, and accuracy is high, and monitoring is comprehensive.
Description
Technical field
Soil disturbance monitoring technical field is the utility model is related to, more particularly to a kind of bridge construction of pile groups to neighbouring tunnel
The soil disturbance monitoring system in road.
Background technology
In recent years, as the continuous of Urbanization in China promotes, urban transportation also gradually starts to stand to few occupation of land, depth
The comprehensive transport development of body.In terms of underground, in the construction of subway just progress like a raging fire in China；Above ground
Face, urban viaduct is also because it relieves traffic congestion, improves the functions such as road speed and widely used by each big city.Therefore, in city
While city's comprehensive traffic high speed development, a series of bridge tunnel intersection problems are inevitably brought.Along tunnel underground, stand
Point carries out the Bridge Pile Foundation Construction of major diameter, and work progress and load action can cause displacement and the stress variation of surrounding soil,
Certain influence will certainly be produced to the section of jurisdiction of adjacent subway tunnel structure and track.A certain range is deformed more than when tunnel
When, the normal operation safety and service life of subway tunnel will be seriously affected.Therefore, closely major diameter Bridge Group how is ensured
Influence of the pile driving construction process to existing tunnel is reduced to minimum, is the technical problem of pendulum urgent need to resolve in face of numerous engineers.
At present, it is not perfect on monitoring system in this respect, telecommunication network monitoring technology is used mostly, but there is prison
Not comprehensive, poor accuracy is surveyed, the problems such as accuracy is low.
Utility model content
The utility model provides a kind of monitoring accuracy height in real time, and accuracy is high, monitors comprehensive bridge construction of pile groups pair
The soil disturbance monitoring system of adjacent piles.
The technical problem of solution is：
In order to solve the above technical problems, the utility model adopts the following technical solution：
The utility model bridge construction of pile groups monitors system to the soil disturbance of adjacent piles, is arranged on bridge calibration pile foundation
Between adjacent piles, the bridge calibration pile foundation is the to be onstructed bridge pile foundation nearest apart from tunnel；The monitoring system
Including inclination monitoring system, monitoring pore water pressure system and laminated settlement meter；The quantity of inclination monitoring system is no less than 2 groups,
Arrange along orientation axis direction spacing parallel arranging, the orientation axis demarcates the vertical line of the axis and tunnel outer wall of pile foundation for bridge；
The inclination monitoring system nearest apart from bridge calibration pile foundation is the first inclination monitoring system, the first inclination monitoring system and bridge mark
It is 1-1.5m to determine the distance between pile foundation, and the inclination monitoring system nearest apart from tunnel is last position inclination monitoring system, last position deviational survey
Monitoring system and the distance of tunnel outer wall are not less than 5m；Originated by the first inclination monitoring system, to last position inclination monitoring system side
To the arrangement pitch gradients of inclination monitoring system are incremented by；Monitoring pore water pressure system and laminated settlement meter, along orientation axis side
To the arrangement of, alternate intervals, it is separately positioned between two groups of adjacent inclination monitoring systems；Every group of monitoring pore water pressure system bag
One group of pore pressure gauge is included, is vertically set up in parallel, uniform intervals arrangement.
The utility model bridge construction of pile groups monitors system, further, the deviational survey to the soil disturbance of adjacent piles
Monitoring system includes the inclinometer pipe and inclinometer that are vertically arranged, and inclinometer pipe use plastic tube, is arranged in deviational survey hole, inclinometer pipe and
Fine sand is backfilled between deviational survey hole to fix；The aperture in deviational survey hole is 100-120mm, and deviational survey bottom hole face is less than tunnel bottom surface 5-10m..
The utility model bridge construction of pile groups monitors system, further, the deviational survey to the soil disturbance of adjacent piles
The incremental change of the arrangement spacing of monitoring system is 1m.
The utility model bridge construction of pile groups monitors system, further, described every group to the soil disturbance of adjacent piles
The quantity of pore pressure gauge is 4-8, and the pore pressure gauge of the top and the distance on ground are 3-3.5m, pore water pressure
Spacing between meter is 6-8m.
The utility model bridge construction of pile groups monitors system, further, the hole to the soil disturbance of adjacent piles
Water pressure gauge is steel chord type pore pressure gauge.
The utility model bridge construction of pile groups monitors system, further, the layering to the soil disturbance of adjacent piles
Sedimentometer includes sedimentation pipe, the magnetic ring and steel ruler sedimentometer being arranged on sedimentation pipe, and magnetic ring quantity is 5-7, the top
Magnetic ring and the distance on ground be 3-3.5m, the arrangement of magnetic ring uniform intervals, spacing 6-8m.
Soil disturbance monitoring system of the utility model bridge construction of pile groups to adjacent piles compared with prior art, has
Following beneficial effect：
Soil disturbance monitoring system of the utility model bridge construction of pile groups to adjacent piles has monitored a bridge clump of piles in real time
The dynamic change of disturbance is produced in work progress to surrounding soil, it is native in monitoring section by monitoring between a bridge clump of piles and tunnel
Layer pore water pressure, the relative displacement of soil body delaminating deposition and the horizontal displacement of the different depth soil body, have accurately reacted construction
Mode and construction time to the influence degrees of adjacent piles, easy to adjust the speed of fulfiling hole of pile foundation in time according to monitoring rule, apply
Work mode or construction time, reducing bridge construction of pile groups to greatest extent influences the soil disturbance of adjacent piles, it is ensured that neighbouring
The safe handling in tunnel.
The utility model is being set up in parallel multigroup survey where the orientation axis that bridge is demarcated between pile foundation and tunnel on section
Tiltedly monitoring system, the direction close to tunnel, arrangement pitch gradients are incremented by, and incremental change 1m, not only facilitates pore water pressure to supervise
The interval setting of examining system and laminated settlement meter, improves the comprehensive and accuracy of monitoring, and reasonably optimizes the plan of establishment,
With less input, higher monitoring accurate rate is obtained, has accurately reacted the safe range of bridge construction of pile groups, a bridge clump of piles
The influence constructed to surrounding soil is controlled in the range of known safe.
The bridge construction of pile groups of the utility model makees the soil disturbance monitoring system of adjacent piles below in conjunction with the accompanying drawings
Further illustrate.
Brief description of the drawings
Fig. 1 is the structure diagram that the utility model bridge construction of pile groups monitors the soil disturbance of adjacent piles system.
Reference numeral：
1- bridges demarcate pile foundation；2- tunnels；3- inclination monitoring systems；31- first places inclination monitoring system；32- ends position deviational survey
Monitoring system；4- pore pressure gauges；5- laminated settlement meters；51- sedimentation pipes；52- magnetic rings；53- steel ruler sedimentometers.
Embodiment
As shown in Figure 1, soil disturbance monitoring system of the utility model bridge construction of pile groups to adjacent piles is arranged on bridge
Beam is demarcated between pile foundation 1 and adjacent piles 2, and bridge calibration pile foundation 1 is the to be onstructed bridge pile foundation nearest apart from tunnel 2；Prison
Examining system includes inclination monitoring system 3, monitoring pore water pressure system and laminated settlement meter 5, and inclination monitoring system 3 includes vertical
The inclinometer pipe and inclinometer of setting, inclinometer pipe use plastic tube, are arranged in deviational survey hole, are backfilled between inclinometer pipe and deviational survey hole thin
Sand is fixed；The aperture in deviational survey hole is 100-120mm, and deviational survey bottom hole face is less than 2 bottom surface 5-10m of tunnel, the number of inclination monitoring system 3
Measure and be no less than 2 groups, arrange along orientation axis direction spacing parallel arranging, orientation axis is demarcated outside the axis and tunnel 2 of pile foundation 1 for bridge
The vertical line of wall；The inclination monitoring system 3 nearest apart from bridge calibration pile foundation 1 is the first inclination monitoring system 31, and the first deviational survey is supervised
Distance between examining system 31 and bridge calibration pile foundation 1 is 1-1.5m, and the inclination monitoring system 3 nearest apart from tunnel 2 is that last position is surveyed
Tiltedly monitoring system 32, last position inclination monitoring system 32 and the distance of 2 outer wall of tunnel are not less than 5m；By the first inclination monitoring system 31
Starting, to last 32 direction of position inclination monitoring system, the arrangement pitch gradients of inclination monitoring system 3 are incremented by, incremental change 1m；Hole
Water pressure monitors system and laminated settlement meter 5, arranges along orientation axis direction, alternate intervals, is separately positioned on adjacent two groups
Between inclination monitoring system 3；Monitoring pore water pressure system includes one group of pore pressure gauge 4, the quantity of pore pressure gauge 4
For 4-8, vertically it is set up in parallel, the pore pressure gauge 4 of the top and the distance on ground are 3-3.5m, pore water pressure
4 uniform intervals of power meter are arranged, and spacing 6-8m, pore pressure gauge 4 is steel chord type pore pressure gauge；Laminated settlement meter 5 wraps
Sedimentation pipe 51, the magnetic ring being arranged on sedimentation pipe 51 52 and steel ruler sedimentometer 53 are included, 52 quantity of magnetic ring is 5-7, most upper
The magnetic ring 52 of side is 3-3.5m with the distance on ground, and 52 uniform intervals of magnetic ring are arranged, spacing 6-8m.
The utility model bridge construction of pile groups monitors the soil disturbance of adjacent piles the monitoring method of system, including following
Specific steps：
Step 1: determine monitoring section：According to site operation environment, by accurate measurement, positioning, locating shaft delimited
Line, section where it is monitoring section；Orientation axis demarcates the vertical line of the axis and 2 outer wall of tunnel of pile foundation 1, bridge mark for bridge
It is the to be onstructed bridge pile foundation nearest apart from tunnel 2 to determine pile foundation 1；
Step 2: arrangement inclination monitoring system：Positioning drilling, buries inclinometer pipe in deviational survey hole, hangs down to setting in inclinometer pipe and watches
Take acceierometer sensor；The quantity of inclination monitoring system 3 is no less than 2 groups, arranges along orientation axis direction spacing parallel arranging, distance
The nearest inclination monitoring system 3 of bridge calibration pile foundation 1 is the first inclination monitoring system 31, the first inclination monitoring system 31 and bridge
The distance demarcated between pile foundation 1 is 1-1.5m, and the inclination monitoring system 3 nearest apart from tunnel 2 is last position inclination monitoring system 32, last
Position inclination monitoring system 32 and the distance of 2 outer wall of tunnel are not less than 5m；Originated by the first inclination monitoring system 31, to last position deviational survey
32 direction of monitoring system, the arrangement pitch gradients of inclination monitoring system 3 are incremented by, incremental change 1m；
Specific arrangement is as follows：
（One）, positioning drilling：Drilling, deviational survey hole aperture 100-120mm, hole depth are 5-10m below 2 bottom of tunnel；
（Two）, embedded inclinometer pipe：Inclinometer pipe is sealed bottom cover to assemble, be put into section by section in deviational survey hole section by section, and is being surveyed at the same time
Clear water is filled in inclined tube, backfilling fine sand untill predetermined absolute altitude is put into, between inclinometer pipe and deviational survey hole fixes, and inclinometer pipe is adopted
Use plastic tube；
（Three）, measurement record initial value：Inclinometer pipe is adjacent to, measures orientation, mouth of pipe coordinate and the elevation of inclinometer pipe guide groove,
After respectively survey section perfect measurement is complete once, gauge head is promoted to the mouth of pipe, rotates 180 °, duplicate measurements once, calculates what is measured twice
Average value is initial level displacement；
（Four）Monitoring：A monitoring results are carried out daily, and each monitoring results carry out 2 test operations, and test result takes
The average value measured twice is the horizontal displacement of the same day soil body, and supervised period is limited to 15；Then once monitored week about
Operation, monitoring results operation are same as above.
Step 3: arrangement monitoring pore water pressure system：Monitoring pore water pressure system and laminated settlement meter 5, along positioning
Axis direction, alternate intervals arrangement, are separately positioned between two groups of adjacent inclination monitoring systems 3；Positioning drilling, along vertical side
To being set up in parallel one group of pore pressure gauge 4；The quantity of pore pressure gauge 4 be 6, the pore pressure gauge 4 of the top with
The distance on ground is 3m, and 4 uniform intervals of pore pressure gauge are arranged, spacing 6m；
Specific arrangement is as follows：
（1）Positioning drilling：Drilling, aperture 100-120mm, deviational survey bottom hole face is less than 2 bottom surface 5-10m of tunnel；
（2）Pore pressure gauge pre-processes：Permeable stone on pore pressure gauge 4 is boiled into 2h in boiling water, is excluded saturating
The intrapore bubble of water stone and greasy dirt, then cool down 0.5h in cold water；
（3）Measurement record initial value：Operating instrument measures the original frequency of pore pressure gauge 4 in an atmosphere, record
Initial reading, temperature, atmospheric pressure value；
（4）Embedded pore pressure gauge：In water by permeable stone on pore pressure gauge 4, successively in pore-forming
Six depths of 3.0m, 9.0m, 15.0m, 21.0m, 27.0m, 33.0m bury pore pressure gauge 4；
Concrete operation method is as follows：Pore pressure gauge 4 is put into drilling, after reaching predetermined altitude, is fallen into drilling
Enter dry mud ball, fill up around pore pressure gauge 4, make 4 vertical stand-up of pore pressure gauge, register instrument reading and temperature, inspection
Look into the working condition of pore pressure gauge 4；After checking normally, dry mud ball is slowly poured into drilling, prevents from making somebody a mere figurehead, backfills dry mud
Ball depth is 6m, buries remaining pore pressure gauge 4 successively；
（5）Monitoring：A monitoring results are carried out daily, and each monitoring results carry out 2 test operations, and test result takes two
The average value of secondary measurement is the excess pore water pressure changing value stablized on the same day, and supervised period is limited to 15；Then week about into
Monitoring results of row, monitoring results operation are same as above.
Step 4: arrangement laminated settlement meter 5：Positioning drilling, buries laminated settlement meter 5 vertically；
Specific arrangement is as follows：
1. positioning drilling：Drilling, aperture 100-120mm, hole depth are 5-10m below 2 bottom of tunnel；During drilling, drill bit bores
To after precalculated position, brill is not carried immediately, need to be pumped into drilling and fill clear water, until slime water carries brill again after becoming cleaning muddy water；
2. sedimentation pipe 51 is set：Sedimentation pipe 51 is connected section by section using coupling, sedimentation pipe 51 is sent under one side, while into pipe
Injected clear water, magnetic ring 52 and locating ring are arranged on every section sedimentation pipe 51；The quantity of magnetic ring 52 is 5, the magnetic of the top
The distance on power ring 52 and ground is 3m, and 52 uniform intervals of magnetic ring are arranged, spacing 6m；
3. backfill is fixed：Sedimentation pipe 51 is closed the lid at the top of sedimentation pipe 51 after installation is complete, is returned in the outside of sedimentation pipe 51
Filler grain, backfill material grain are live dry fine earth or middle rough sand, and backfill speed is slow, in order to avoid do not gone under backfill material after blocking, so that
Gap is formed, after filler fills up again after sinking；
4. measurement record initial value：Monitoring is popped one's head in and is sent into sedimentation pipe 51, transfers steel ruler cable, makes monitoring probe slow
Slowly move down, when monitoring probe contacts to magnetic ring 52 in soil layer, reception system can receive sound twice, with the first peal
Survey and read for standard, record the process, which is surveyed, reads data；When withdrawing monitoring probe, record backhaul, which is surveyed, reads data, and calculation procedure, which is surveyed, reads data
The actual grade for reading the average value of data as magnetic ring 52 is surveyed with backhaul；
5. monitor：A monitoring results are carried out daily, and each monitoring results carry out 2 test operations, and test result takes two
The average value of secondary measurement is the sedimentation value stablized on the same day, and supervised period is limited to 15；Then a monitoring results are carried out week about,
Monitoring results operation is same as above.
Step 5: instruct adjustment construction progress：Test result is analyzed, according to obtained bridge construction of pile groups process and construction
Afterwards to the dynamic disturbances deformation rule of its surrounding soil, the influence degree of pile foundation construction and time effect to adjacent piles 2 is grasped,
Real-time instruction pile foundation speed of fulfiling hole simultaneously adjusts construction technology.
Embodiment described above is only that the preferred embodiment of the utility model is described, not to this practicality
New scope is defined, and on the premise of the spirit of the design of the utility model is not departed from, those of ordinary skill in the art are to this
The various modifications and improvement that the technical solution of utility model is made, should all fall into the protection that the utility model claims book determines
In the range of.
Claims (6)
1. bridge construction of pile groups monitors system to the soil disturbance of adjacent piles, it is characterised in that：It is arranged on bridge calibration pile foundation
（1）With adjacent piles（2）Between, the bridge demarcates pile foundation（1）For apart from tunnel（2）Nearest bridge pile foundation to be onstructed；
The monitoring system includes inclination monitoring system（3）, monitoring pore water pressure system and laminated settlement meter（5）；Inclination monitoring system
System（3）Quantity be no less than 2 groups, along orientation axis direction spacing parallel arranging arrange, the orientation axis for bridge demarcate pile foundation（1）
Axis and tunnel（2）The vertical line of outer wall；Pile foundation is demarcated apart from bridge（1）Nearest inclination monitoring system（3）For the first deviational survey
Monitoring system（31）, the first inclination monitoring system（31）Pile foundation is demarcated with bridge（1）Between distance be 1-1.5m, apart from tunnel
（2）Nearest inclination monitoring system（3）For last position inclination monitoring system（32）, last position inclination monitoring system（32）With tunnel（2）
The distance of outer wall is not less than 5m；By the first inclination monitoring system（31）Starting, to last position inclination monitoring system（32）Direction, deviational survey
Monitoring system（3）Arrangement pitch gradients be incremented by；Monitoring pore water pressure system and laminated settlement meter（5）, along orientation axis side
To the arrangement of, alternate intervals, two groups of adjacent inclination monitoring systems are separately positioned on（3）Between；Every group of monitoring pore water pressure system
System includes one group of pore pressure gauge（4）, vertically it is set up in parallel, uniform intervals arrangement.
2. bridge construction of pile groups according to claim 1 monitors system to the soil disturbance of adjacent piles, it is characterised in that：
The inclination monitoring system（3）Including the inclinometer pipe and inclinometer being vertically arranged, inclinometer pipe uses plastic tube, is arranged on deviational survey hole
It is interior, fine sand is backfilled between inclinometer pipe and deviational survey hole and is fixed；The aperture in deviational survey hole is 100-120mm, and deviational survey bottom hole face is less than tunnel
（2）Bottom surface 5-10m.
3. bridge construction of pile groups according to claim 1 monitors system to the soil disturbance of adjacent piles, it is characterised in that：
The inclination monitoring system（3）The incremental change of arrangement spacing be 1m.
4. bridge construction of pile groups according to claim 1 monitors system to the soil disturbance of adjacent piles, it is characterised in that：
Every group of pore pressure gauge（4）Quantity be 4-8, the pore pressure gauge of the top（4）Distance with ground is 3-
3.5m, pore pressure gauge（4）Between spacing be 6-8m.
5. bridge construction of pile groups according to claim 1 monitors system to the soil disturbance of adjacent piles, it is characterised in that：
The pore pressure gauge（4）For steel chord type pore pressure gauge.
6. bridge construction of pile groups according to claim 1 monitors system to the soil disturbance of adjacent piles, it is characterised in that：
The laminated settlement meter（5）Including sedimentation pipe（51）, be arranged on sedimentation pipe（51）On magnetic ring（52）With steel ruler sedimentometer
（53）, magnetic ring（52）Quantity is 5-7, the magnetic ring of the top（52）Distance with ground is 3-3.5m, magnetic ring（52）
Uniform intervals are arranged, spacing 6-8m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720696561.9U CN207277308U (en) | 2017-06-15 | 2017-06-15 | Bridge construction of pile groups monitors system to the soil disturbance of adjacent piles |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720696561.9U CN207277308U (en) | 2017-06-15 | 2017-06-15 | Bridge construction of pile groups monitors system to the soil disturbance of adjacent piles |
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| Publication Number | Publication Date |
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| CN207277308U true CN207277308U (en) | 2018-04-27 |
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ID=61992578
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720696561.9U Active CN207277308U (en) | 2017-06-15 | 2017-06-15 | Bridge construction of pile groups monitors system to the soil disturbance of adjacent piles |
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| Country | Link |
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| CN (1) | CN207277308U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100213A (en) * | 2017-06-15 | 2017-08-29 | 浙江交工集团股份有限公司 | Soil disturbance monitoring system and monitoring method of the bridge construction of pile groups to adjacent piles |
| CN109001081A (en) * | 2018-07-17 | 2018-12-14 | 中铁十二局集团第二工程有限公司 | Tunnel excavation is simulated to the experimental rig and method of Influence of Pile Foundation |
-
2017
- 2017-06-15 CN CN201720696561.9U patent/CN207277308U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100213A (en) * | 2017-06-15 | 2017-08-29 | 浙江交工集团股份有限公司 | Soil disturbance monitoring system and monitoring method of the bridge construction of pile groups to adjacent piles |
| CN109001081A (en) * | 2018-07-17 | 2018-12-14 | 中铁十二局集团第二工程有限公司 | Tunnel excavation is simulated to the experimental rig and method of Influence of Pile Foundation |
| CN109001081B (en) * | 2018-07-17 | 2021-05-25 | 中铁十二局集团第二工程有限公司 | Test device and method for simulating influence of tunnel excavation on pile foundation |
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