CN111395496A - Hydraulic rotary crossing puncture method - Google Patents
Hydraulic rotary crossing puncture method Download PDFInfo
- Publication number
- CN111395496A CN111395496A CN202010215960.5A CN202010215960A CN111395496A CN 111395496 A CN111395496 A CN 111395496A CN 202010215960 A CN202010215960 A CN 202010215960A CN 111395496 A CN111395496 A CN 111395496A
- Authority
- CN
- China
- Prior art keywords
- soil
- jacking
- construction
- hydraulic
- pipe
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/06—Methods of, or installations for, laying sewer pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F5/00—Dredgers or soil-shifting machines for special purposes
- E02F5/02—Dredgers or soil-shifting machines for special purposes for digging trenches or ditches
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Health & Medical Sciences (AREA)
- Hydrology & Water Resources (AREA)
- Public Health (AREA)
- Water Supply & Treatment (AREA)
- Mechanical Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a hydraulic rotary passing welding puncture method, which is used for realizing soil body discharge and accurate pipeline arrangement in the passing pipeline construction in strip mines and comprises the following steps: 1) construction preparation; 2) digging a launching well by a hook machine; 3) prefabricating a working well, supporting and flatly pouring a cushion layer; 4) the hoisting equipment and the installation equipment enter and are debugged; 5) the soil enters a soil body through a hydraulic transmission machine matched with a spiral pipe; 6) observing the trend of the iron pipe and correcting errors in time; 7) the equipment is completed and removed. By adopting the method provided by the invention for construction, the problem that the soil body cannot be taken out can be solved, the pipeline precision can be ensured, and collapse is avoided, so that the aim of reducing economic loss caused by construction is fulfilled on the basis of ensuring safety and construction period, and the method can be widely applied to the technical field of road construction.
Description
Technical Field
The invention relates to the technical field of road construction, in particular to a hydraulic rotary crossing puncture method.
Background
The open pit water prevention and drainage project is a necessary project with complex construction, the reasons include that railway track winding is complicated, and the terrain changes every year due to underground mining. However, the hidden dangers of slope collapse caused by rainwater and the like can directly influence the production safety under the pit, so that the normal operation of the whole drainage system is ensured before the coming of the annual flood season. However, due to the special construction environment, the engineering has the disadvantages of many potential safety hazards, high cost control difficulty, tight construction period, high technical difficulty and the like, so that great economic loss is caused to construction, and the economic benefit of an enterprise is influenced.
In the prior art, when the road-passing pipeline construction is carried out aiming at the drainage-preventing engineering, a direct laying method is generally adopted, but the construction method has the problems that the soil body in the scheme of small-pipe-diameter road-passing pipe jacking cannot be discharged, the soil body on the inner wall of the pipeline is easy to collapse, and the direction precision of the pipeline cannot be ensured.
Disclosure of Invention
In order to solve the technical problems, the invention provides a technical scheme, which has the working principle that: the tail power transmission through the hydraulic road passing machine is matched with the spiral puncture machine in the transverse top iron, the cutting and the discharge of the soil body are carried out by utilizing the cutter head shaped like the Chinese character 'mi' at the head part of the spiral puncture machine, the construction process is completed by analyzing the soil body, selecting a drill bit and determining the power of the hydraulic machine by constructors, and the specific technical scheme is as follows:
a hydraulic rotary passing welding puncture method comprises the following steps:
1) construction preparation;
2) digging a launching well by a hook machine;
3) prefabricating a working well, supporting and flatly pouring a cushion layer;
4) the hoisting equipment and the installation equipment enter and are debugged;
5) the soil enters a soil body through a hydraulic transmission machine matched with a spiral pipe;
6) observing the trend of the iron pipe and correcting errors in time;
7) the equipment is completed and removed.
Further, in step 2), it is necessary to observe and measure the uncertainty factors of the soil texture, underground obstacles and the ground, and the method specifically comprises the following sub-steps:
2.1) construction preparation;
2.2) paying off according to the drilling sampling exploration and the surrounding environment data;
2.3) determining the position of the central line of the pipeline, including determining the distance from the starting point to the end point of the pipeline;
2.4) selecting power equipment to determine the size of the working well;
2.5) digging a well.
Further, in the step 2), the underground soil quality and the soil body compactness need to be known in detail, a 3-5 type soil body is selected for jacking, and the passing trend length is considered secondarily, so that the passing simplicity is ensured; determining the ground working well according to the volume of the actual jacking equipment, and forming in a determined mode at one time; before excavation, buildings, greening and pipelines influencing construction need to be treated so as to reduce the influence on traffic travel during construction.
Further, in step 3), the following substeps are included:
3.1) determining the temporary supporting depth of the foundation pit according to the site given position and the size of the passing pipeline;
3.2) arranging fenders with the distance of 50mm at 1m from the periphery of the foundation pit, and smashing channel steel into the ground to the depth of 500 mm;
3.3) the equipment bed course is the common atress of slabstone bed course, sand cushion and concrete cushion, and wherein the determination of sand cushion thickness H adopts the following computational formula to calculate:
H＝N/B+γsandH≤[σ]Wherein H is the sand cushion thickness, N is the construction load, B is the sand cushion width, gammaSandThe bearing capacity of the soil layer is allowed.
According to the calculation result, the thickness H of the sand cushion layer is 30cm no matter the working well or the receiving well; the sand cushion is constructed by a method of adding water and tamping in layers, a tamping tool is a flat plate vibrator, and the thickness of the concrete cushion can be calculated according to the following formula:
h＝(G0the thickness h is 20cm, wherein h is the thickness of a soil cushion layer in cm; g0The unit length weight of the first section of the jacking pipe, R is the allowable bearing capacity of the sand cushion layer; b is the width of the blade angle tread, and X is a safety factor.
And 3.4) binding 40X 60 battens on the side wall of the channel steel by using 8# wires, and performing next construction after the channel steel is fixed and stable.
Further, in step 4), the tail power transmission device is adapted to the soil.
Further, in step 5), the following substeps are included:
5.1) installing a track and jacking equipment in the operation pit, carrying out pre-jacking, and ensuring that the central line of the jacking track is superposed with the central line of the spiral pipe;
and 5.2) fixing the sending track at the bottom of the operation pit and correcting the direction of the sending track during track installation, ensuring that the central line between the two tracks and the central line of the designed crossing sleeve are on the same vertical plane, the distance between the two tracks is 0.7-0.8m, the height between the track surface and the bottom of the foundation pit is 0.12-0.15m, and the tail part of the jacking machine is tightly leaned against a backrest wall.
Further, in step 5), when the jacking of the spiral pipe is performed:
checking the deviation of the central line of the casing pipe and the designed central line, ensuring that the position deviation of the central line of the casing pipe does not exceed 3 percent of the length of the casing pipe, and simultaneously measuring whether the buried depth of the top of the casing pipe meets the design requirement or not; after the jacking pipes are completely installed in place, a first section of sleeve pipe can be installed, a spiral soil sampler is installed in the sleeve pipe and connected with a force transmission plate and a force transmission shaft, wherein the first section of sleeve pipe is tightly attached to the front wall, soil starts to be transferred, and soil is sampled;
the casing jacking operation is carried out according to the sequence of tunneling excavation, jacking of the main oil cylinder, recovery of the main oil cylinder, addition of jacking iron and tunneling;
when the soil body is jacked in, the reamer is stirred and rotated to take out the soil body, the soil body is manually removed, and the soil body is loaded and discharged;
after the passing is completed, the equipment is dismantled according to the modes of dismantling the spiral reamer, the hydraulic jacking device, temporary support at the periphery and backfilling;
furthermore, in the construction process, the ground flatness, the soil body subsidence around the foundation pit, the uplift degree of the upper iron store and the deviation of the jacking axis of the pipeline need to be monitored.
After the construction method is adopted, the invention has the following advantages:
by adopting the method provided by the invention to carry out construction, the problem that the soil body cannot be taken out can be solved, the pipeline precision can be ensured, and collapse is avoided, so that the aim of reducing economic loss caused by construction is fulfilled on the basis of ensuring safety and construction period.
Drawings
FIG. 1 is a schematic flow diagram of a hook machine well digging according to an embodiment of the present invention;
FIG. 2 is a diagram of a prefabricated working well support device according to an embodiment of the present invention;
FIG. 3 is a process plan view of an embodiment of the present invention;
FIG. 4 is a cross-sectional view of a process according to an embodiment of the present invention.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
The construction method provided by the invention is suitable for pipeline passing installation construction of various pipe diameters below phi 500 and various complex terrains. The specific working principle is as follows:
firstly, analyzing and researching soil quality, selecting a reasonable hydraulic passer-by machine to provide tail power transmission, ensuring enough power, and determining the size of a launching well according to the hydraulic passer-by machine; after the working well is determined, the stability of the soil body of the nearby side slope is considered, the working well is prefabricated, and whether the side slope needs to be supported and leveled or not is carried out; according to the actual situation of the site, mechanical equipment is selected to send the device into a working well, and debugging is carried out; and then, the spiral puncture machine in the transverse jacking iron is matched, and the cutter head shaped like a Chinese character 'mi' at the head of the spiral puncture machine is used for cutting and discharging the soil body, so that the problems of soil body lifting and ground uplift caused by a pipeline passing through are effectively solved, and the soil body is discharged to the tail part of the casing pipe in a smooth manner after drilling. Through the analysis to on-site topography and soil texture, choose to fix "tool bit" position, rethread spiral puncture machine's power is carried and the discharge soil body of spiral pipe, and the accuracy of equipment trend has successfully been guaranteed to the rethread, has improved production efficiency on the way greatly. The hydraulic rotary spiral passing welding puncture method successfully controls the eccentric error of the pipeline at 8mm through the early construction preparation and the control of the pipeline axis position, meets the engineering error value and has higher precision.
When the method is implemented, the method mainly comprises the following steps:
construction preparation → hook machine digging launching well → prefabricating working well, supporting, leveling and pouring cushion layer → entering and debugging hoisting equipment and installation equipment → entering soil mass through hydraulic transmission machine matched with spiral pipe → observing the trend of iron pipe, correcting error in time → completing dismantling equipment.
The specific operation steps are as follows.
1) Hook machine digging launching well
The determination of the position of the launching well is considered firstly by the method, the passing quality and the safety of the method are directly influenced, and a series of uncertain factors such as soil texture, underground obstacles, influence on the ground and the like are determined through observation and measurement on the site. The specific construction process method is as shown in a flow chart shown in fig. 1, and specifically comprises the following steps: the method comprises the steps of construction preparation, line setting according to drilling sampling exploration and surrounding environment data, determining the distance from a starting point to an end point of a pipeline, determining the central position of the pipeline, selecting power equipment to determine the size of a working well and digging the well.
In the process of digging the launching well by the hook machine, preferably, 3-5 types of soil bodies are selected for jacking, and the path-passing trend length is considered secondarily, so that the simplicity of path passing is ensured; determining the ground working well according to the volume of the actual jacking equipment; before excavation, the construction, greening and pipelines influencing construction are treated, and the influence on traffic travel during construction is reduced.
2) Prefabricated working well, support and level casting bed course
With reference to the attached figure 2, determining the temporary supporting depth of the foundation pit according to the site given position and the size of the passing pipeline, arranging fenders 1 with the distance of 50mm from 1m around the foundation pit, and smashing channel steel into the ground by 500 mm; the equipment pouring cushion layer is a stone slab cushion layer, a sand cushion layer and a concrete cushion layer which are stressed together, wherein the thickness H of the sand cushion layer can be determined by adopting the following calculation formula:
H＝N/B+γsandH≤[σ]
According to the calculation result, the sand cushion thickness H is 30cm no matter the working well or the receiving well, wherein:
h is the sand cushion thickness, N is the construction load, B is the sand cushion width, gammaSandThe bearing capacity of the soil layer is allowed.
The sand cushion layer is constructed by a method of adding water and tamping layer by layer, and a tamping tool is a flat plate vibrator; the thickness of the concrete cushion can be calculated according to the following formula:
h ═ G0/R-b)/2X thickness h was 20 cm.
Wherein h is the thickness of the soil cushion layer and is unit cm; g0The unit length weight of the first section of the jacking pipe, R is the allowable bearing capacity of the sand cushion layer; b is the width of the blade angle tread, and X is a safety factor.
The side wall of the channel steel is bound with 40X 60 battens by 8# wires, and the next construction can be carried out after the channel steel is fixed and stable.
3) Hoisting equipment and installation equipment entering and debugging
The tail power transmission device is required to be adaptive to soil, and if the tail power transmission device cannot be adaptive to the soil, great troubles are brought to passing, for example, the construction progress is influenced, and engineering construction cannot be carried out.
4) Hydraulic transmission machine sends spiral pipe and gets into soil body
The main steps of this part are: equipment is installed in place-pipeline jacking.
Installing a track and jacking equipment in the operation pit, and performing pre-jacking, wherein the central line of the jacking track is superposed with the central line of the spiral pipe; when the rails are installed, the sending rails are fixed at the bottom of the operating pit and the direction of the sending rails is corrected, the central line between the two rails and the central line of the designed crossing sleeve are on the same vertical plane, the distance between the two rails is 0.7-0.8m, the height between the rail surface and the bottom of the foundation pit is 0.12-0.15m, and the tail part of the jacking machine is tightly abutted against a backrest wall. The force transmission plate is made of steel plates and has the function of uniformly distributing the jacking force of the push bench on the existing sleeve, and the field plane layout diagram of the force transmission plate is shown as an attached figure 3.
Fig. 3 is a plan view of the construction process of the present invention. As can be seen from the figure, the construction position of the invention is positioned beside a railway 7, channel steel fences with the distance of 50mm are arranged in a foundation pit 2, two slideways 3 which are arranged in parallel are arranged in the foundation pit 2, relay irons 4 are arranged on the slideways 3, a hydraulic jacking device control console 5 is arranged between the two slideways 3, and a hook machine 6 is arranged outside the foundation pit 2. The specific construction process can be implemented by referring to the content disclosed in the figure.
5) Jacking of spiral pipe
After the pipe jacking equipment is completely installed in place, a first section of sleeve can be installed, a spiral soil sampler is installed in the sleeve and connected with a force transmission plate and a force transmission shaft; the first section of casing pipe is tightly attached to the front wall, soil starts to be rotated, and soil is taken out at the same time. The accuracy of the jacking direction of the first casing is the key of jacking and soil taking, the deviation of the central line of the casing and the design central line is checked before jacking, the position deviation of the central line of the casing and the design central line cannot exceed 3% of the length of the casing, and meanwhile, whether the embedded depth of the top of the casing meets the design requirements or not is measured.
The casing jacking operation is circularly carried out according to the sequence of tunneling excavation → jacking main oil cylinder → recycling main oil cylinder → adding top iron → tunneling.
The sleeve jacking construction is carried out in a mode that an electric oil pump drives jacking and a spiral pipe is used for soil transferring and soil taking, an iron pipe is connected every 5m according to the actual situation on site, and one section is welded after one section is jacked. When the soil body is jacked in each time, the reamer is stirred and rotated to take out the soil body, and the soil body is manually removed and discharged after being loaded; and after the passing is finished, the equipment is dismantled in a mode of dismantling the spiral reamer → the hydraulic jacking device → peripheral temporary support → backfilling.
In the construction process of each procedure, the ground flatness, the soil subsidence around the foundation pit, the upper railway uplift degree and the pipeline jacking axis deviation need to be monitored in the whole process, so that the jacking precision is mastered, the side slope soil is prevented from collapsing, the railway deformation caused by soil uplift is prevented, and the pipeline trend deviation is reduced.
In the jacking process, the soil on the top of the pipe is larger than 2.5 times of the outer diameter of the pipe, and the minimum soil is not smaller than 1.5 times of the outer diameter of the pipe. In the process of opposite-top construction, before a pipe joint enters a soil layer, a hemp thread, a felt or a wood base plate is padded outside an interface, a gap of 10-20mm is reserved inside a pipe orifice, and the gap between two tightly-pushed pipes is 10-15 mm; and when the soil enters the soil layer and is normally jacked, at least one measurement is carried out every time the soil is jacked for 100 cm.
Claims (8)
1. A hydraulic rotary passing welding puncture method is used for realizing soil body discharge and accurate pipeline arrangement in the passing pipeline construction in an open pit mine, and is characterized by comprising the following steps:
1) construction preparation;
2) digging a launching well by a hook machine;
3) prefabricating a working well, supporting and flatly pouring a cushion layer;
4) the hoisting equipment and the installation equipment enter and are debugged;
5) the soil enters a soil body through a hydraulic transmission machine matched with a spiral pipe;
6) observing the trend of the iron pipe and correcting errors in time;
7) the equipment is completed and removed.
2. The hydraulic type spin pass welding puncture method according to claim 1, wherein in step 2), the uncertain factors of the field soil texture, underground obstacle and ground need to be observed and measured, and the method specifically comprises the following sub-steps:
2.1) construction preparation;
2.2) paying off according to the drilling sampling exploration and the surrounding environment data;
2.3) determining the position of the central line of the pipeline, including determining the distance from the starting point to the end point of the pipeline;
2.4) selecting power equipment to determine the size of the working well;
2.5) digging a well.
3. The hydraulic rotary passing welding puncture method according to claim 2, wherein in the step 2), the underground soil and the soil compactness are required to be known in detail, 3-5 types of soil are selected for jacking, and the passing trend length is considered secondarily, so that the passing simplicity is ensured; determining the ground working well according to the volume of the actual jacking equipment, and forming in a determined mode at one time; before excavation, buildings, greening and pipelines influencing construction need to be treated so as to reduce the influence on traffic travel during construction.
4. A hydraulic spin pass weld penetration method according to claim 1, comprising the following substeps in step 3):
3.1) determining the temporary supporting depth of the foundation pit according to the site given position and the size of the passing pipeline;
3.2) arranging fenders with the distance of 50mm at 1m from the periphery of the foundation pit, and smashing channel steel into the ground to the depth of 500 mm;
3.3) the equipment bed course is the common atress of slabstone bed course, sand cushion and concrete cushion, and wherein the determination of sand cushion thickness H adopts the following computational formula to calculate:
H＝N/B+γsandH≤[σ]，
Wherein: h is the sand cushion thickness, N is the construction load, B is the sand cushion width, gammaSandThe bearing capacity of the soil layer is allowed.
According to the calculation result, the thickness H of the sand cushion layer is 30cm no matter the working well or the receiving well; the sand cushion is constructed by a method of adding water and tamping in layers, a tamping tool is a flat plate vibrator, and the thickness of the concrete cushion can be calculated according to the following formula:
h＝(G0R-b)/2X, the thickness h is 20 cm;
wherein: h is the thickness of the soil cushion layer in cm; g0The unit length weight of the first section of the jacking pipe, R is the allowable bearing capacity of the sand cushion layer; b is the width of the blade angle tread, and X is a safety factor.
And 3.4) binding 40X 60 battens on the side wall of the channel steel by using 8# wires, and performing next construction after the channel steel is fixed and stable.
5. A hydraulic spin pass weld penetration method according to claim 1, wherein in step 4) the tail power transmission is adapted to the soil.
6. A hydraulic spin pass weld penetration method according to claim 1, comprising the following substeps in step 5):
5.1) installing a track and jacking equipment in the operation pit, carrying out pre-jacking, and ensuring that the central line of the jacking track is superposed with the central line of the spiral pipe;
and 5.2) fixing the sending track at the bottom of the operation pit and correcting the direction of the sending track during track installation, ensuring that the central line between the two tracks and the central line of the designed crossing sleeve are on the same vertical plane, the distance between the two tracks is 0.7-0.8m, the height between the track surface and the bottom of the foundation pit is 0.12-0.15m, and the tail part of the jacking machine is tightly leaned against a backrest wall.
7. A hydraulic spin pass weld penetration method according to claim 1, wherein in step 5), when the jacking of the spiral pipe is performed:
checking the deviation of the central line of the casing pipe and the designed central line, ensuring that the position deviation of the central line of the casing pipe does not exceed 3 percent of the length of the casing pipe, and simultaneously measuring whether the buried depth of the top of the casing pipe meets the design requirement or not; after the jacking pipes are completely installed in place, a first section of sleeve pipe can be installed, a spiral soil sampler is installed in the sleeve pipe and connected with a force transmission plate and a force transmission shaft, wherein the first section of sleeve pipe is tightly attached to the front wall, soil starts to be transferred, and soil is sampled;
the casing jacking operation is carried out according to the sequence of tunneling excavation, jacking of the main oil cylinder, recovery of the main oil cylinder, addition of jacking iron and tunneling;
when the soil body is jacked in, the reamer is stirred and rotated to take out the soil body, the soil body is manually removed, and the soil body is loaded and discharged;
and after the passing is finished, the equipment is dismantled according to the modes of dismantling the spiral reamer, the hydraulic jacking device, the temporary support at the periphery and backfilling.
8. The hydraulic rotating pass welding penetration method according to claim 1, wherein during construction, ground flatness, foundation pit surrounding soil subsidence, upper iron store bulging and pipeline jacking axis deviation need to be monitored.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010215960.5A CN111395496A (en) | 2020-03-25 | 2020-03-25 | Hydraulic rotary crossing puncture method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010215960.5A CN111395496A (en) | 2020-03-25 | 2020-03-25 | Hydraulic rotary crossing puncture method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111395496A true CN111395496A (en) | 2020-07-10 |
Family
ID=71427481
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010215960.5A Pending CN111395496A (en) | 2020-03-25 | 2020-03-25 | Hydraulic rotary crossing puncture method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111395496A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112081121A (en) * | 2020-08-08 | 2020-12-15 | 上海静安市政工程有限公司 | Pipeline bottom emptying device and construction method |
Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103046637A (en) * | 2012-12-21 | 2013-04-17 | 广州市市政集团有限公司 | Pipe-jacking construction method utilizing pipeline augering |
| CN103046638A (en) * | 2011-04-28 | 2013-04-17 | 朱奎 | Pipe jacking construction method |
| CN106402490A (en) * | 2016-10-31 | 2017-02-15 | 中铁二十局集团第五工程有限公司 | Silty soil stratum pipe-jacking jacking construction method based on tool pipe with steel sleeve head |
| CN108930323A (en) * | 2018-07-23 | 2018-12-04 | 中国市政工程中南设计研究总院有限公司 | A kind of pipe jacking construction method |
| CN109027420A (en) * | 2018-09-07 | 2018-12-18 | 中水电第十工程局（郑州）有限公司 | A kind of municipal pipeline no-dig technique Directional Drilling construction method |
| CN208364988U (en) * | 2018-05-02 | 2019-01-11 | 广东中科华冉智网科技有限公司 | Plastic drain-pipe for small diameter tube jacking construction |
| CN208364940U (en) * | 2018-05-02 | 2019-01-11 | 广东中科华冉智网科技有限公司 | Small diameter tube plastic drain-pipe jacking construction equipment |
| KR101944262B1 (en) * | 2018-09-12 | 2019-01-30 | 주식회사 강물 | Simultaneous propulsion construction method using double pipe |
| JP2019094682A (en) * | 2017-11-22 | 2019-06-20 | 機動建設工業株式会社 | Reconstruction method of existing pipeline and existing pipe crusher used therefor |
| CN209067208U (en) * | 2018-10-23 | 2019-07-05 | 廊坊市秋田岩土工程机械有限公司 | Casing guide type is oriented to spiral push pipe drilling machine |
| CN110439580A (en) * | 2019-07-22 | 2019-11-12 | 江苏马超地下工程设备有限公司 | Integrated micro development machine pushing tow system and its working method with screw drives |
| CN209704573U (en) * | 2019-04-11 | 2019-11-29 | 中铁工程装备集团有限公司 | Miniature push pipe formula development machine |
| CN210003208U (en) * | 2019-04-24 | 2020-01-31 | 宋红浩 | non-broken path cable pipeline laying drilling device |
-
2020
- 2020-03-25 CN CN202010215960.5A patent/CN111395496A/en active Pending
Patent Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103046638A (en) * | 2011-04-28 | 2013-04-17 | 朱奎 | Pipe jacking construction method |
| CN103046637A (en) * | 2012-12-21 | 2013-04-17 | 广州市市政集团有限公司 | Pipe-jacking construction method utilizing pipeline augering |
| CN106402490A (en) * | 2016-10-31 | 2017-02-15 | 中铁二十局集团第五工程有限公司 | Silty soil stratum pipe-jacking jacking construction method based on tool pipe with steel sleeve head |
| JP2019094682A (en) * | 2017-11-22 | 2019-06-20 | 機動建設工業株式会社 | Reconstruction method of existing pipeline and existing pipe crusher used therefor |
| CN208364940U (en) * | 2018-05-02 | 2019-01-11 | 广东中科华冉智网科技有限公司 | Small diameter tube plastic drain-pipe jacking construction equipment |
| CN208364988U (en) * | 2018-05-02 | 2019-01-11 | 广东中科华冉智网科技有限公司 | Plastic drain-pipe for small diameter tube jacking construction |
| CN108930323A (en) * | 2018-07-23 | 2018-12-04 | 中国市政工程中南设计研究总院有限公司 | A kind of pipe jacking construction method |
| CN109027420A (en) * | 2018-09-07 | 2018-12-18 | 中水电第十工程局（郑州）有限公司 | A kind of municipal pipeline no-dig technique Directional Drilling construction method |
| KR101944262B1 (en) * | 2018-09-12 | 2019-01-30 | 주식회사 강물 | Simultaneous propulsion construction method using double pipe |
| CN209067208U (en) * | 2018-10-23 | 2019-07-05 | 廊坊市秋田岩土工程机械有限公司 | Casing guide type is oriented to spiral push pipe drilling machine |
| CN209704573U (en) * | 2019-04-11 | 2019-11-29 | 中铁工程装备集团有限公司 | Miniature push pipe formula development machine |
| CN210003208U (en) * | 2019-04-24 | 2020-01-31 | 宋红浩 | non-broken path cable pipeline laying drilling device |
| CN110439580A (en) * | 2019-07-22 | 2019-11-12 | 江苏马超地下工程设备有限公司 | Integrated micro development machine pushing tow system and its working method with screw drives |
Non-Patent Citations (2)
| Title |
|---|
| 华国强: "《沉井制作时刃脚垫层的计算》", 《上海市政工程》 * |
| 葛春辉: "《钢筋混凝土沉井结构设计施工手册》", 31 October 2004 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112081121A (en) * | 2020-08-08 | 2020-12-15 | 上海静安市政工程有限公司 | Pipeline bottom emptying device and construction method |
| CN112081121B (en) * | 2020-08-08 | 2021-11-05 | 上海静安市政工程有限公司 | Pipeline bottom emptying device and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106641440B (en) | A kind of transverse crossing railway line underground piping jacking construction method | |
| US4009579A (en) | Method for constructing a tunnel or underpass | |
| CN104846829B (en) | Shield-reserved penetration composite type foundation pit support wall and construction method thereof | |
| CN109723443B (en) | Tunnel construction method | |
| AU2021106928A4 (en) | Construction method for excavation of deep pit with triaxial mixing pile waterstop curtains and rotary bored cast-in-place pile supports | |
| CN111560941A (en) | Karst landform cavity treatment method | |
| CN106812531A (en) | The shield launching construction method of shield machine | |
| CN103266599A (en) | Construction method of rotating drilling dry-drilled piles of sand soil interlayer foundation | |
| CN107269288A (en) | The non-explosion water mill of hard stone section push pipe bores two-way drilling construction method | |
| CN113235341A (en) | Construction method for adding high-speed railway subgrade to existing high-speed railway in parallel | |
| CN112727470B (en) | Construction reinforcing method for shield tunnel at overlapped section | |
| CN111395496A (en) | Hydraulic rotary crossing puncture method | |
| CN113605377A (en) | Rock stratum ultra-deep steel pipe column and uplift pile combined construction process | |
| CN113685190B (en) | Reinforcing system for shield to penetrate shallow soft clay and construction method | |
| CN115217487A (en) | Earth pressure balance circular pipe jacking construction method for underpass railway roadbed stratum | |
| CN113266019B (en) | Construction method of foundation pit steel pipe support system | |
| CN113047853B (en) | Shield originating construction method for water-rich soft soil geological region | |
| CN115681613A (en) | Pipe jacking construction method for silt silty clay layer construction | |
| CN113550764A (en) | Method for starting shield concrete sleeve to enter hole and building structure | |
| CN110144903A (en) | A kind of pattern foundation pit supporting structure meets the construction in bomb shelter | |
| CN115045262B (en) | Karst landform Gao Tianfu foundation pile foundation construction method | |
| CN111042049A (en) | Rainwater pipe construction process | |
| CN214368163U (en) | Pipe ramming construction equipment | |
| CN114508629B (en) | Pipe jacking construction method for penetrating through mixed gravel layer and sandstone layer | |
| CN111287763B (en) | Control method for preventing subway shield tunnel from long-term settlement |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200710 |