CN109763828A - Push-bench tunneling construction method - Google Patents
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- CN109763828A CN109763828A CN201811645766.XA CN201811645766A CN109763828A CN 109763828 A CN109763828 A CN 109763828A CN 201811645766 A CN201811645766 A CN 201811645766A CN 109763828 A CN109763828 A CN 109763828A
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Abstract
The present invention provides a kind of push-bench tunneling construction method, push-bench tunneling construction method includes: to carry out prediction calculating to the boring parameter of push-bench according to the buried depth, geological condition and environmental condition of push-bench；Detecting/monitoring is carried out to ground sedimentation and deformation situation in push-bench work, and is verified according to boring parameter of the monitoring result to prediction；Boring parameter includes soil pressure force value, and the theoretical calculation formula of soil pressure force value is as follows: P0=K × γ × H；Wherein, P0For the calculated value of push-bench earth balance pressure power, K is the lateral pressure coefficient of soil, and γ is the bulk density of soil, and H is the influence depth of push pipe；The soil pressure force value actually used is P, standby pressure P1, the calculation formula of practical soil pressure force value is as follows: P=P0+P1.The technical solution provided through the invention is able to solve push-bench tunneling construction effect problem of poor in the prior art.
Description
Technical field
The present invention relates to no-excavation construction method fields, in particular to a kind of push-bench tunneling construction method.
Background technique
Currently, jacking pipe construction process is a kind of construction method of no-dig technique, by the construction method can in few excavation or
Person carries out piping laying in the case where not excavating.At work, the top power that push-bench generates is for overcoming pipe for jacking pipe construction process
Pipeline is headed by the gradient of design into soil layer, and the earthwork is transported by the frictional force in road and surrounding soil.With push pipe
The work of machine, pipeline will be entered in received well by passing through soil layer in active well.
But the construction effect of push-bench tunneling construction in the prior art is bad, is easy to cause larger construction deviation.
Summary of the invention
The main purpose of the present invention is to provide a kind of push-bench tunneling construction methods, to solve push pipe in the prior art
Machine tunneling construction effect problem of poor.
To achieve the goals above, the present invention provides a kind of push-bench tunneling construction methods, comprising: according to push-bench
Buried depth, geological condition and environmental condition carry out prediction calculating to the boring parameter of push-bench；It is heavy to ground in push-bench work
It drops deformation and carries out detecting/monitoring, and verified according to boring parameter of the monitoring result to prediction；Boring parameter includes soil pressure
The theoretical calculation formula of force value, soil pressure force value is as follows: P0=K × γ × H；Wherein, P0For the theory of push-bench earth balance pressure power
Calculated value, K are the lateral pressure coefficient of soil, and γ is the bulk density of soil, and H is the influence depth of push pipe；The soil pressure force value actually used
For P, standby pressure P1, the calculation formula of practical soil pressure force value is as follows: P=P0+P1。
Further, boring parameter further includes amount of being unearthed, and the theoretical calculation formula for amount of being unearthed is as follows: V0=(π/4) × D2×
L× N；Wherein, V0For the calculated value for the amount of being unearthed, N is void side's coefficient, and D is the diameter that push-bench tunnels the cave to be formed, L
The length in the cave to be formed is tunneled for push-bench；The unearthed amount actually used is V, 0.98V0≤V≤V0。
Further, boring parameter further includes fltting speed, push-bench tunneling construction method further include: is promoted in push-bench
When, detected by fltting speed of the soil pressure sensor to shield structure jack, and to the fltting speed of shield structure jack into
Row adjustment, so that the fltting speed of shield structure jack matches with unearthed speed, to keep soil pressure force value appropriate.
Further, push-bench tunneling construction method further include: using automatic guiding system and deviation-rectifying system to push pipe
The axis and posture of machine are controlled.
Further, the axis and posture of push-bench control using automatic guiding system and deviation-rectifying system specific
It include: to be detected using automatic guiding system to the posture of shield, to observe the position of shield and design the level of axis partially
Difference and vertical deflection, and propelling cylinder is adjusted to control tunneling direction by horizontal departure and vertical deflection.
Further, adjustment tunneling direction includes: deviation adjustment angle α, wherein 10 '≤α≤20 '.
Further, push-bench tunneling construction method further includes synchronizing note using synchronous grouting technique in push pipe
Slurry, synchronous grouting technique includes: to fill the gap of head Yu tube coupling part, and to establish mud sleeve to tail slip casting；Wherein, machine
The grouting amount of endnote slurry is V1, the void volume between head and steel pipe is V2, 3V2≤V1≤6V2。
Further, synchronous grouting technique further include: after establishing mud sleeve, the route along driving carries out benefit slurry, to repair
Mud sleeve loss is mended, the benefit slurry amount for mending slurry along the line is V3, 3V2≤V3≤5V2。
Further, synchronous grouting technique further include: the hole slip casting in tunnel installs slip casting in the sealing collar at hole
Pipe and ball valve are to carry out slip casting.
Further, push-bench tunneling construction method further include: in the tunneling process of push-bench, by push-bench to knife
Additive is injected in disk or native storehouse, cutterhead rotates so that additive is mixed with soil quarrel, to increase the creeping of the soil body.
It applies the technical scheme of the present invention, the practical soil pressure force value that construction method through the invention is calculated, and root
It is excavated according to soil pressure force value, construction parameter can be synthesized and coordinated and be optimized in this way, to improve construction effect.Therefore,
The push-bench tunneling construction method provided through the invention is able to solve push-bench tunneling construction effect in the prior art not
Great question.
Specific embodiment
It should be noted that in the absence of conflict, the features in the embodiments and the embodiments of the present application can phase
Mutually combination.Below in conjunction with embodiment, the present invention will be described in detail.
The embodiment of the invention provides a kind of push-bench tunneling construction methods, which includes: root
Prediction calculating is carried out to the boring parameter of push-bench according to the buried depth, geological condition and environmental condition of push-bench；It works in push-bench
When detecting/monitoring is carried out to ground sedimentation and deformation situation, and verified according to boring parameter of the monitoring result to prediction；Driving ginseng
Number includes soil pressure force value, and the theoretical calculation formula of soil pressure force value is as follows: P0=K × γ × H, the formula are bright golden classical formulas；
Wherein, P0For the calculated value of push-bench earth balance pressure power, K is the lateral pressure coefficient of soil, and γ is the bulk density of soil, and H is top
The influence depth of pipe；The soil pressure force value actually used is P, standby pressure P1, the calculation formula of practical soil pressure force value is as follows: P
=P0+P1。
Using push-bench tunneling construction method provided by the invention, the practical soil pressure force value that can be calculated, and according to
Soil pressure force value is excavated, and can construction parameter be synthesized and coordinated and be optimized in this way, to improve construction effect.Therefore, lead to
Push-bench tunneling construction method provided by the invention is crossed, it is bad to be able to solve push-bench tunneling construction effect in the prior art
Problem.
When being tunneled using earth pressure balance mode, the setting of soil pressure is the key that construction, contains propulsive force, fltting speed
With the correlation of unearthed amount three, play a leading role to jacking construction axial line control and stratum settlement control.For sand
Speech: K=0.34-0.45, for clay: K=0.5-0.7 is controlled are as follows: P with soil pressure when lowest level steel pipe jacking0=
0.5 × 20 × 13.1=131Kpa.Because the engineering is stringent to settlement request, consider 10-20Kpa as standby pressure, practical control
Value processed is according to 131+20=151Kpa.
It is measured in construction by being located at the pressure gauge of cutterhead and gas-tight silo, measures and believe in conjunction with geology, buried depth and ground monitoring
The feedback analysis of breath optimizes and revises the setting value of soil pressure, fltting speed, propulsive force and grouting amount in due course, to ensure that ground becomes
Shape controls within the limits prescribed.
Soil pressure is in gas-tight silo with the control of the aperture of screw conveyor revolving speed and unearthed door, i.e., with amount control of being unearthed.Driving
Parameter further includes amount of being unearthed, and the theoretical calculation formula for amount of being unearthed is as follows: V0=(π/4) × D2×L×N.Wherein, V0For the amount of being unearthed
Calculated value, N is void side coefficient, and D tunnels the diameter in the cave to be formed for push-bench, and L tunnels the hole to be formed for push-bench
The length in cave；The unearthed amount actually used is V, 0.98V0≤V≤V0.Theoretical every meter amount of being unearthed: V=(π/4) × D2×L×N
=(π/4) × 2 × 2 × 1.3=4.04m3/m。
N is void side's coefficient, determines that the N value of soft soil layer is generally 1.3 or so according to live reality.Using earth pressure balance
When mode is tunneled, practical amount control of being unearthed is unearthed amount between theoretical 98%~100%, to maintain certain soil pressure, guarantees
The stabilization of the push pipe front soil body.
How much amount of being unearthed directly influences the stabilization of cutterhead earth balance pressure power and excavation face, and control soil discharge quantity is control earth's surface
The important measures of deformation.When keeping certain earth balance pressure power, revolving speed of the soil discharge quantity depending on conveyer, and helical feed
The revolving speed and push-bench of machine promote jack fltting speed to coordinate, preferably holding earth pressure balance.
In the present embodiment, boring parameter further includes fltting speed.Push-bench tunneling construction method further include: in push-bench
It when propulsion, is detected by fltting speed of the soil pressure sensor to shield structure jack, and to the propulsion of shield structure jack speed
Degree is adjusted, so that the fltting speed of shield structure jack matches with unearthed speed, to keep soil pressure force value appropriate.Top
By controlling soil pressure sensor detection data the fltting speed of shield structure jack when pipe machine promotes, keep shield driving fast
Degree matches with unearthed speed, to keep appropriate soil pressure force value.
In the present embodiment, push-bench tunneling construction method further include: use automatic guiding system and deviation-rectifying system pair
The axis and posture of push-bench are controlled.Using such setting, the precision of construction can be preferably improved.
Specifically, being carried out using automatic guiding system and deviation-rectifying system to the axis and posture of push-bench in the present embodiment
Control specifically includes: being detected using posture of the automatic guiding system to shield, to observe position and the design axis of shield
Horizontal departure and vertical deflection, and propelling cylinder is adjusted to control tunneling direction by horizontal departure and vertical deflection.
In the present embodiment, adjustment tunneling direction includes: deviation adjustment angle α, wherein 10 '≤α≤20 '.
Specifically, push-bench uses automatic guiding system and deviation-rectifying system.Wherein, shield driving direction controlling and correction packet
It includes:
Shield attitude monitoring is carried out using automatic guiding system and manual measurement auxiliary.The system can be intuitively round-the-clock
Deviation and trend in shield machine master control room Dynamically Announce shield current vertical and horizontal position and Tunnel Design axis.According to
This adjustment control tunneling direction；
Propelling cylinder is adjusted by the direction of division operation push-bench to control tunneling direction.
Specifically, the direction controlling and correction points for attention in correction are as follows: direction adjustment is unsuitable too fast, excessive, prevents
Only increase surface subsidence；Boring parameter should be adjusted in time according to face strata condition, and warning should be set when adjusting tunneling direction
Value and limits value, should just carry out correction program when reaching warning value, calculate correction curve, and pose adjustment is referring to entangling when correction
Inclined curve carries out；Direction controlling is of crucial importance when push-bench originates arrival, should want according to the related technology for originating, reaching driving
It asks, carries out measurement and positioning work.
Specifically, push pipe jacking direction controlling should meet following requirements: establishing stringent setting-out review system, and carry out original
Record.Stringent setting-out repetition measurement system is had to comply with before jacking, it is ensured that measurement is perfectly safe.Reacting wall must be avoided in jacking
Shift and deformation, timing repetition measurement simultaneously adjust in time；Jacking correction must be measured frequently, be finely tuned more, and deviation adjustment angle should be maintained at 10 '
~20 ', be not greater than 0.5 °, and deviation warning line is set；On the one hand initial propulsion stage, correction will slow down fltting speed, and one
Aspect constantly adjusts oil cylinder marshalling and head correction；Before jacking must position to each rice, every section pipe, absolute altitude calculated in advance,
Ensure correct when jacking；Synchronous grouting state modulator.
For reduce push pipe when Guan Zhouyu soil frictional resistance, while filling due to push-bench caliber it is slightly larger caused by gap,
Simultaneous implantation mud is needed when push pipe, mud is formed by injected hole of the slip casting machine through pipeline to steel pipe top, the injection soil body
Thixotropic slurry set.Injection slurries are that bentonite, soda ash etc. are made into slurries (specific formula and performance indicator see the table below shown), are infused
Before slurry, 4 grouting orifice tubes and valve need to be arranged in every section steel pipe.
Must adhere to when mud jacking " with top with pressure, hole-specifically mud jacking, completely mend slurry, slurry amount it is uniform " principle, grouting pressure control
It makes identical as support pressure.Grouting pipeline divides general pipeline and branch pipe, and general pipeline uses the coating steel pipe of diameter 50mm, and branch pipe is using straight
The rubber tube of diameter 50mm.Valve is set in each injected hole and branch pipe and the junction general pipeline, to control mud sleeve quality.Note
Three lines of slurry point, first is that push pipe tail synchronous grouting, second is that pipeline mends slurry along the line, third is that slip casting at hole.
Specifically, push-bench tunneling construction method further includes synchronizing slip casting using synchronous grouting technique in push pipe,
Synchronous grouting technique includes: to fill the gap of head Yu tube coupling part, and to establish mud sleeve to tail slip casting；Wherein, tail
The grouting amount of slip casting is V1, the void volume between head and steel pipe is V2, 3V2≤V1≤6V2。
Tail synchronous slip casting: thixotropic slurry is responsible for by Φ 50 to tail slip casting, with fill between head and tube coupling gap with
And the gap that correction generates, and establish mud sleeve.Diaphragm pressure gage should be installed before slip casting at head, control slip casting pressure
Power should confirm whether tail grouting pressure has been established before every section pipe opens top, to ensure that slurries are sensible；Grouting amount is head
3~6 times or so of gap between steel pipe, and be adjusted according to monitoring result.
In the present embodiment, synchronous grouting technique further include: after establishing mud sleeve, the route along driving carries out benefit slurry,
It is covered and is lost with mending slip, the benefit slurry amount for mending slurry along the line is V3, 3V2≤V3≤5V2。
Slurry is mended along the line: covering and loses for mending slip, need to be carried out mending slurry along the line, be opened ball valve one by one in tube coupling jacking, by
One closes, and never slurries are unilateral, are largely distributed, and distinguish with synchronous grouting, measures respectively.Grouting amount is head and steel
3~5 times or so of gap between pipe, and be adjusted according to monitoring result.
Specifically, synchronous grouting technique further include: the hole slip casting in tunnel installs Grouting Pipe in the sealing collar at hole
With ball valve to carry out slip casting.
Specifically, push-bench tunneling construction method further include: in the tunneling process of push-bench, by push-bench to cutterhead
Additive is injected in face or native storehouse, cutterhead rotates so that additive is mixed with soil quarrel, to increase the creeping of the soil body.
Good quarrel land reform is exactly that the dedicated unit configured by push-bench injects additive into cutterhead face or native storehouse, utilizes knife
The Stirring of disk or native storehouse agitating device stirring mix additive with soil quarrel.Earth pressure balanced push-bench construction is successful
Key is that the soil body for excavating excavation face is adjusted to a kind of " Plastic Flow state " in pressure chamber.It is needed when excavation
A certain number of additives are added into the soil body, to increase the creeping for excavating the soil body to the full extent, will be sprayed in driving
It gushes, mud lining, excavation face unstability, casting are unsmooth etc. because construction failure possibility occurrence caused by soil mass property is bad drops to
It is minimum.
Being cut, land reform is good to select foam, modified alta-mud and polymer as main additive, is selected according to Different Strata
Add appropriate number of additive and reasonable injection technology.
It is as good in do not done quarrel land reform, it may appear that following problem: in silty clay with regard to the formation condition that this bid section tunnel is passed through
When middle driving, quarrel soil is not easy smoothly to export from native storehouse.Taking following technical measures is the mistake in driving silty clay or silt
The additives such as foam are added in Cheng Zhong, Xiang Tucang, the workability of quarrel soil can be improved, will not in front of cutterhead mud lining.
The filling line of configuration plus foam in shield.On excavation cabin bulkhead, cutterhead disk, helical feed machine drum body
Inlet is set, and each inlet can inject foam.
Foaming agent stoste is stored in bubble chamber, is pumped in foam gun after being diluted with water by foam pump, in foam gun
It is mixed with compressed air, hair tonic foam, corresponding position is filled by the injection hole on shield machine.Made by the stirring of cutterhead
It is uniformly mixed with quarrel soil, so as to improve the creeping of quarrel soil.
For section by stratum, the foam dope using concentration 3% is fixed tentatively, foam volume expansion rate is 15 times, foam
Injection rate is 45%.The then dosage of every meter of foaming agent are as follows:
V1=1 × 3.14 × 1 × 1 × 0.45/15 × 0.03=0.0028m3。
The bentonite slurry of 1:8 is added simultaneously, adds the additives such as suitable soda ash, CMC in slurries.Bentonite slurry is mixed
Amount is advisable with meeting in bottom fine particle content not less than 20%.In view of the filter loss on stratum, for originating stratum, temporarily
Determining incorporation is 10%.Every meter of bentonite slurry dosage: V2=3.14 × 1 × 1 × 0.10=0.3m3。
According to small pipe shed construct encountered in barrier situation, disturbance in judgement object location, if within the scope of platform, can slave station
Interior earth's surface excavation excavates barrier, and enclosing is arranged when excavating on platform, excavates hole as circle, diameter is in vertical range
Interior covering barrier is principle, reinforced concrete core-tube, thickness 15cm is arranged when excavating, it is ensured that excavate the stabilization in hole.If nothing
Method is excavated, can first construction obstacle object two sides push pipe, after the completion of to be onstructed, opened in Obstacle Position slip casting in pipe and in tube wall
Mouth abolishes barrier.In jack-in process, smooth jacking whens to guarantee to encounter old friend's canopy pile foundation, the old sleeper etc. do not verified, top
Pipe machine knife disk is designed as spoke type structure, in order to personnel open a position into cabin using pneumatic pick or concrete cutting machine cut place
Manage the barriers such as pile foundation, dark culvert and reinforced concrete sleeper.Use pre-grouting to push pipe area according to geological condition before opening a position
Face carries out grouting and reinforcing.
Thixotropic slurry is replaced using cement slurry immediately after every push pipe top is complete.Pressure injection thixotropic slurry system is utilized when displacement
And pipeline carries out.Pressure injection sequence are as follows: from first segment pipe successively pressure injection backward, the previous section Guan Shiying of pressure injection is by subsequent tube coupling mud jacking
Hole is opened, and overflows the thixotropic slurry in original pipeline from subsequent tube coupling mud jacking hole under the pressure of cement slurry, until subsequent
The pressure injection of leading portion pipe cement slurry can be stopped after cement slurry by emerging in injected hole, it is ensured that thixotropic slurry is all replaced.
After push-bench reaches received well, directly push-bench is integrally hung out using 100 tons of cranes, using large flat lorry
Using night transition to starting well, debugging is reinstalled by gantry crane in starting well, carries out second jacking construction.
Being cut, land reform is good to select foam, modified alta-mud and polymer as main additive, is selected according to Different Strata
Add appropriate number of additive and reasonable injection technology.
The control of push-bench boring parameter is mainly comprising soil pressure control, soil discharge quantity and fltting speed control, synchronous grouting control
System, push-bench gesture stability etc..Be familiar with push-bench performance and operating method in construction, and according to push pipe buried depth, geological condition and
Environmental condition etc. carries out prediction calculating to boring parameter, while following jacking closely and being monitored instead to ground sedimentation and deformation
Feedback, to verify the reasonability of construction parameter or according to monitoring result, synthesizes and coordinates construction parameter, is optimized.
It can be seen from the above description that being applied the above embodiments of the present invention realized the following chievements: improving
Work efficiency fruit, convenient for operation.
The foregoing is only a preferred embodiment of the present invention, is not intended to restrict the invention, for the skill of this field
For art personnel, the invention may be variously modified and varied.All within the spirits and principles of the present invention, made any
Modification, equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of push-bench tunneling construction method characterized by comprising
Prediction calculating is carried out according to the boring parameter of the buried depth, geological condition and environmental condition of the push-bench to push-bench；
Detecting/monitoring is carried out to ground sedimentation and deformation situation in push-bench work, and according to monitoring result to the driving of prediction
Parameter is verified；
The boring parameter includes soil pressure force value, and the theoretical calculation formula of the soil pressure force value is as follows:
P0=K × γ × H；
Wherein, P0For the calculated value of push-bench earth balance pressure power, K is the lateral pressure coefficient of soil, and γ is the bulk density of soil, and H is
The influence depth of push pipe；
The soil pressure force value actually used is P, standby pressure P1, the calculation formula of practical soil pressure force value is as follows:
P=P0+P1。
2. push-bench tunneling construction method according to claim 1, which is characterized in that the boring parameter further includes being unearthed
Amount, the theoretical calculation formula of the unearthed amount are as follows:
V0=(π/4) × D2×L×N；
Wherein, V0For the calculated value for the amount of being unearthed, N is void side's coefficient, and D is the diameter that the push-bench tunnels the cave to be formed,
L is the length that the push-bench tunnels the cave to be formed；
The unearthed amount actually used is V, 0.98V0≤V≤V0。
3. push-bench tunneling construction method according to claim 1, which is characterized in that the boring parameter further includes promoting
Speed, the push-bench tunneling construction method further include:
When the push-bench promotes, detected by fltting speed of the soil pressure sensor to shield structure jack, and to institute
The fltting speed for stating shield structure jack is adjusted, so that the fltting speed of the shield structure jack matches with unearthed speed,
To keep soil pressure force value appropriate.
4. push-bench tunneling construction method according to claim 1, which is characterized in that the push-bench tunneling construction method
Further include:
The axis and posture of the push-bench are controlled using automatic guiding system and deviation-rectifying system.
5. push-bench tunneling construction method according to claim 4, which is characterized in that use the automatic guiding system with
And the deviation-rectifying system carries out control to the axis and posture of the push-bench and specifically includes:
It is detected using posture of the automatic guiding system to shield, to observe the position of the shield and design axis
Horizontal departure and vertical deflection, and propelling cylinder is adjusted to control driving side by the horizontal departure and the vertical deflection
To.
6. push-bench tunneling construction method according to claim 1, which is characterized in that adjusting tunneling direction includes:
Deviation adjustment angle α, wherein 10 '≤α≤20 '.
7. push-bench tunneling construction method according to claim 1, which is characterized in that the push-bench tunneling construction method
It further include that slip casting is synchronized using synchronous grouting technique in push pipe, the synchronous grouting technique includes:
To tail slip casting, to fill the gap of head Yu tube coupling part, and mud sleeve is established；Wherein, the slip casting of the tail slip casting
Amount is V1, the void volume between the head and steel pipe is V2, 3V2≤V1≤6V2。
8. push-bench tunneling construction method according to claim 7, which is characterized in that the synchronous grouting technique is also wrapped
It includes:
After establishing mud sleeve, the route along driving carries out benefit slurry, is covered and is lost with mending slip, and the benefit slurry amount for mending slurry along the line is V3,
3V2≤V3≤5V2。
9. push-bench tunneling construction method according to claim 7, which is characterized in that the synchronous grouting technique is also wrapped
It includes:
Hole slip casting in tunnel installs Grouting Pipe and ball valve in the sealing collar at hole to carry out slip casting.
10. push-bench tunneling construction method according to claim 1, which is characterized in that the push-bench tunneling construction side
Method further include:
In the tunneling process of the push-bench, additive, the knife are injected into cutterhead face or native storehouse by the push-bench
Disk rotates so that the additive is mixed with soil quarrel, to increase the creeping of the soil body.
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| CN111337165A (en) * | 2020-03-05 | 2020-06-26 | 五邑大学 | Pressure measurement system of shield spiral conveyor and calculation method thereof |
| CN111577302A (en) * | 2020-04-20 | 2020-08-25 | 中交天和机械设备制造有限公司 | TBM (tunnel boring machine) pressure injection type concrete support control system and method |
| CN113309524A (en) * | 2021-03-19 | 2021-08-27 | 中铁四局集团有限公司 | Method for controlling influence of rectangular pipe jacking tunneling in shallow soil-covered stratum on surrounding environment |
| CN113338983A (en) * | 2021-07-30 | 2021-09-03 | 中国建筑第七工程局有限公司 | Large-diameter mud-water balance pipe jacking construction method suitable for high-water-level rock geology |
| WO2021184507A1 (en) * | 2020-03-20 | 2021-09-23 | 中铁十四局集团有限公司 | Stratum deformation control method and apparatus for shield construction process and non-volatile storage medium |
| CN114578871A (en) * | 2022-01-30 | 2022-06-03 | 扬州地龙机械有限公司 | Pressure compensation system of push bench based on industrial data intelligent analysis |
| CN116398146A (en) * | 2023-03-20 | 2023-07-07 | 广东华顶工程技术有限公司 | Construction method of rectangular pipe-jacking tunnel |
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