CN113250238A - Rock-socketed construction method of marine ultra-large-diameter single pile based on loosening ring theory - Google Patents
Rock-socketed construction method of marine ultra-large-diameter single pile based on loosening ring theory Download PDFInfo
- Publication number
- CN113250238A CN113250238A CN202110543852.5A CN202110543852A CN113250238A CN 113250238 A CN113250238 A CN 113250238A CN 202110543852 A CN202110543852 A CN 202110543852A CN 113250238 A CN113250238 A CN 113250238A
- Authority
- CN
- China
- Prior art keywords
- rock
- drilling
- pile
- grouting
- steel 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
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
- E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/16—Foundations formed of separate piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Abstract
The invention discloses a rock-socketed construction method of an offshore ultra-large diameter single pile based on a loosening ring theory, which adopts a driving-drilling-driving process and comprises the following steps: firstly, evaluating the range of a loose loop by combining a laboratory test according to the geomechanical property of a rock mass of an embedded rock stratum at a set target position on the sea, wherein the range of the loose loop comprises the thickness of the loose loop and the maximum radius of the loose loop; driving the steel pipe pile into the seabed by adopting a pile driving hammer until the steel pipe pile reaches a preset elevation before drilling; thirdly, performing advanced grouting on the rock mass in the loosening ring; step four, after the poured slurry is solidified, namely after various rock body cracks and weak surfaces in the loosening ring are filled and cemented, drilling holes in the steel pipe pile with the ultra-large diameter by using a rock-socketed drilling machine, and drilling to the designed bottom elevation of the steel pipe pile at one time; and fifthly, removing the rock-socketed drilling machine, and then redrawing the steel pipe pile to the designed pile bottom elevation by adopting the piling hammer. The invention can effectively avoid the risk of instability of the hole wall in the drilling stage.
Description
Technical Field
The invention relates to a rock-socketed construction method of an offshore ultra-large-diameter single pile based on a loosening ring theory.
Background
The super-large-diameter single pile is a steel pipe pile with the diameter of more than 5m and can be used for foundation structures of buildings such as offshore wind generating sets, water transport projects and the like. The single-pile foundation is widely applied due to simple structure, quick construction and low overall cost, and accounts for about 7 in the European wind power plant. However, the construction of the super-large diameter single pile foundation is limited by the meteorologic conditions and the geological conditions, and particularly, the geological conditions of the Chinese wind farm are obviously different from Europe.
The offshore wind power rock-socketed single pile is commonly embedded with a steel pipe pile in a following manner at present and is divided into a reaming type 'driving-drilling-driving' process (see figure 1a) and a non-reaming type 'driving-drilling-driving' process (see figure 1 b). The steel pipe pile follow-in rock-socketed construction process is that a pile driving hammer is adopted to drive a steel pipe pile into a seabed until the steel pipe pile touches a rock mass of a rock-socketed layer, the steel pipe pile cannot be driven by the pile driving hammer, or the steel pipe pile is turned into a curled edge after being driven by the pile driving hammer, then a drilling machine is adopted to drill a hole in the steel pipe pile, and then the pile driving hammer is adopted to drive the steel pipe pile; because the steel-pipe pile needs to be embedded into the rock mass to a certain depth, a drilling machine is further adopted to drill a hole in the steel-pipe pile, then a pile driving hammer is adopted to drive the steel-pipe pile, and the process needs to be repeated for multiple times until the steel-pipe pile is driven to the designed bottom elevation.
The 'driving-drilling-driving' process has a temporary stage that the soil body in the pile is hollowed and the pile body is not finally formed, and the stage is the stage with the most unfavorable stress on the pile body, and in the stage, if the hole wall of a drilled hole is unstable, the problems of hole collapse, pile slipping, reduction of bearing capacity, out-of-control verticality and the like can be caused, and the construction equipment can fall into the sea in serious cases.
Meanwhile, in the construction process of 'drilling-drilling', the original stress balance of the stratum is destroyed after the drill hole is drilled, the stress around the drill hole is redistributed, and the original rock mass structure can be greatly destroyed by the disturbance of rock-socketed construction on the hole wall, so that a fracture area, which is also called a surrounding rock loosening ring, is formed. The existence of the loose circle of the surrounding rock is very unfavorable for the bearing capacity and the deformation resistance of the single pile foundation with the ultra-large diameter.
In recent years, due to the construction difficulty of the process and the overlarge rock-socketed length required by the single pile, the application and popularization of the offshore overlarge-diameter single-pile rock-socketed foundation are seriously influenced.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a rock-socketed construction method of an offshore ultra-large diameter single pile based on the loosening ring theory, which improves the rock mechanical property of a peripheral fracture area of the single pile, can finish pile sinking of a steel pipe pile only by carrying out a driving-drilling-driving process, can effectively avoid the risk of instability of a pile hole in a drilling stage, and can effectively reduce the rock-socketed depth of the steel pipe pile.
The purpose of the invention is realized as follows: a rock-socketed construction method of an offshore ultra-large diameter single pile based on a loosening ring theory adopts a driving-drilling-driving process and comprises the following steps:
firstly, evaluating the range of a loose loop by combining a laboratory test according to the geomechanical property of a rock mass of an embedded rock stratum at a set target position on the sea, wherein the range of the loose loop comprises the thickness of the loose loop and the maximum radius of the loose loop;
step two, firstly, setting up a construction platform at a target position on the sea, and then driving the steel pipe pile with the oversized diameter into the seabed by using a pile driving hammer until the pile bottom of the steel pipe pile with the oversized diameter reaches a preset elevation before drilling;
thirdly, according to the evaluation result of the first step, performing advanced grouting on the rock mass in the loose ring, wherein the concrete construction procedures are as follows:
a. according to the spherical diffusion theory of surrounding rock slurry and the connectivity rule of surrounding rock fractures, the diameter of a distribution circle of the advanced grouting holes, the distance between the advanced grouting holes and grouting pressure are designed; the diameter of the distribution circle of the advanced grouting hole is smaller than the maximum diameter of the loose ring;
b. drilling an advanced grouting hole, wherein the drilling of the advanced grouting hole comprises positioning the advanced grouting hole, drilling the advanced grouting hole and washing the advanced grouting hole; the depth of the advanced grouting hole is not less than the thickness of the loose ring;
c. installing a grouting pipeline and connecting a pulping and grouting system;
d. determining advanced grouting parameters through a pressurized water test, wherein the pressure of the pressurized water test is 80% of designed grouting pressure; the pressure and flow obtained by the pressurized-water test are used as the reference of grouting pressure and grouting flow during formal advanced grouting construction;
e. firstly, preparing grouting slurry, and then performing advanced grouting to reinforce the rock mass in the loose circle; the finishing conditions of the advanced grouting are as follows: under the designed grouting pressure, when the injection rate is not more than 1L/min, continuously pouring for 30min, and then ending;
step four, after the poured grout is solidified, namely after various rock body cracks and weak surfaces in the loosening ring are filled and cemented with the grout, drilling holes in the steel pipe pile with the ultra-large diameter by using a rock-socketed drilling machine, and drilling to the designed bottom elevation of the steel pipe pile with the ultra-large diameter at one time;
and fifthly, removing the rock-socketed drilling machine, and then redriving the steel pipe pile with the oversized diameter to the designed pile bottom elevation by adopting a pile driving hammer.
The offshore oversized diameter rock-socketed construction method based on the loosening ring theory is characterized in that in the first step, the thickness of the loosening ring is measured by a sound wave tester or deep multipoint displacementMeasuring by a meter; maximum radius R of the loosening ring0Calculated according to the modified penner equation:
in the above formula: r is0Excavating a tunnel with a radius, c is the bonding force of the rock mass, phi is the internal friction angle of the rock mass, and sigma iszIs the stress of the original rock.
And c, drilling an advanced grouting hole by using a rotary geological drilling machine and adopting a diamond drill bit when the step b is carried out.
The rock-socketed construction method of the marine ultra-large diameter single pile based on the loosening ring theory has the following effects:
1. rock mass disturbance generated by rock-socketed drilling is evaluated in advance by utilizing a loosening ring theory, so that the risks of hole collapse, pile slipping, bearing capacity reduction, out-of-control verticality and the like which are easily caused in a drilling stage are effectively avoided, and the construction quality and safety are facilitated;
2. the invention can effectively ensure that the pile sinking of the steel pipe pile can be completed only by carrying out the flow of 'driving-drilling-driving' once, so that the construction flow is controllable, the allocation thinking of main equipment such as a rock-socketed drilling machine, a pile driving hammer, a grouting system and the like and an auxiliary ship machine is clear, the invention is beneficial to forming the flow operation condition in a large project, and the construction period and the construction cost are effectively saved;
3. the advanced grouting reinforcement can enhance the physical mechanical property of a rock body and reduce the rock-socketing depth of the steel pipe pile, so that the pile length can be reduced, and the advanced grouting reinforcement can play a role in filling and cementing cracks and weak faces of the rock body, so that the phenomenon of deflection caused by uneven stress of the steel pipe pile due to the weak faces of the rock body in the drilling and redressing processes can be effectively reduced;
4. the rock mass loosening ring range of the advanced grouting reinforcement is also the main influence range of stress and deformation of the oversized-diameter single-pile foundation in the use stage, and the advanced grouting reinforcement can also effectively improve the physical and mechanical properties of the foundation of a covering layer above the rock foundation, greatly shorten the designed pile length of the single pile, expand the application range of the oversized-diameter single-pile foundation and effectively reduce the cost.
Drawings
Fig. 1a is a schematic view of a reamed pile follow-in type rock-socketed driving-drilling-driving process;
FIG. 1b is a schematic illustration of a no-ream steel pile follow-in type rock-socketed driving-drilling-driving process;
FIG. 2 is a schematic diagram showing the distribution of advanced grouting holes when the rock-socketed construction method of the present invention performs step three, step a;
FIG. 3 is an elevation view of an oversized-diameter single-pile foundation formed after the construction method of the invention is adopted;
fig. 4 is a view from a-a of fig. 3.
Detailed Description
The invention will be further explained with reference to the drawings.
Referring to fig. 2 to 4 in combination with fig. 1a and 1b, the rock-socketed construction method of the marine ultra-large diameter mono-pile based on the loosening ring theory of the present invention adopts a driving-drilling-driving process and includes the following steps:
firstly, setting the geomechanical properties of an embedded rock mass of a target position on the sea and evaluating the range of a loosening ring by combining a test room test, wherein the geomechanical properties of the rock mass comprise strength, water-based properties and fracture characteristics; the range of the loosening ring comprises the thickness of the loosening ring and the maximum radius of the loosening ring; the thickness of the loosening ring is measured by a sound wave tester or a deep multi-point displacement meter, and the maximum radius R of the loosening ring0Calculated according to the modified penner equation:
in the above formula: r is0Excavating a tunnel with a radius, c is the bonding force of the rock mass, phi is the internal friction angle of the rock mass, and sigma iszIs the stress of the original rock.
Step two, firstly, setting up a construction platform at a target position on the sea, then driving the steel pipe pile 1 with the super-large diameter into the sea bed by using a pile driving hammer until the pile bottom of the steel pipe pile 1 with the super-large diameter reaches a preset elevation before rock-socketed construction, namely the pile bottom of the steel pipe pile with the super-large diameter reaches the preset elevation before drilling, namely, driving the steel pipe pile 1 with the super-large diameter from a covering layer 2 to a rock-socketed layer 3, enabling the pile bottom of the steel pipe pile 1 to touch a rock mass, and not driving the steel pipe pile by using the pile driving hammer, or turning the steel pipe pile to be curled again;
thirdly, according to the evaluation result of the first step, performing advanced grouting on the rock mass in the loose ring 4, wherein the concrete construction procedures are as follows:
a. according to the spherical diffusion theory of surrounding rock slurry and the connectivity rule of surrounding rock cracks, the diameter D of a distribution circle of the advanced grouting holes 5, the distance between the advanced grouting holes 5 and the grouting pressure are designed so as to ensure that the slurry injected from the advanced grouting holes can be connected into a sheet after being diffused, and a uniform grouting area is formed; the diameter D of the distribution circle of the leading grouting holes 5 is smaller than the maximum diameter of the loose ring 4 (see figure 2);
b. drilling an advanced grouting hole, wherein the drilling of the advanced grouting hole comprises positioning the advanced grouting hole, drilling the advanced grouting hole and washing the advanced grouting hole; adopting a rotary geological drilling machine to drill an advanced grouting hole, and adopting a diamond drill bit; the depth of the advanced grouting hole is not less than the thickness of the loose ring;
c. installing a grouting pipeline and connecting a pulping and grouting system;
d. determining advanced grouting parameters through a pressurized water test, wherein the advanced grouting parameters comprise grouting pressure and grouting flow, and the pressure of the pressurized water test is 80% of designed grouting pressure; the pressure and flow of the water pressure test are used as the reference of the final grouting pressure and grouting flow during formal advanced grouting construction;
e. firstly, preparing grouting slurry, and then performing advanced grouting to reinforce the rock mass in the loose circle; the finishing conditions of the advanced grouting are as follows: under the final grouting pressure, when the injection rate is not more than 1L/min, continuously pouring for 30min, and then ending;
step four, after the poured grout is solidified, namely after various rock body cracks and weak surfaces in the loosening ring are filled and cemented with the grout, drilling holes in the steel pipe pile with the ultra-large diameter by using a drilling machine, and drilling to the designed bottom elevation of the steel pipe pile with the ultra-large diameter at one time; because the rock mass in the disturbed loose circle outside the drilled hole wall is subjected to advanced grouting reinforcement treatment, the physical mechanical property of the rock mass in the loose circle is improved, so that the rock-socketed depth of the steel pipe pile with the ultra-large diameter is effectively reduced, and the rock mass can be drilled to the designed bottom elevation at one time;
and fifthly, removing the rock-socketed drilling machine, and then redriving the steel pipe pile with the oversized diameter to the designed pile bottom elevation by adopting a pile driving hammer.
According to the rock-socketed construction method of the offshore ultra-large-diameter single pile based on the loosening ring theory, rock mass around the single pile foundation is subjected to theoretical evaluation of the loosening ring, and is reinforced by advanced grouting before a drilling stage, so that various rock mass cracks and weak surfaces are filled and cemented, the physical and mechanical properties of the rock mass are enhanced, the reinforcing effect can meet the requirement of once drilling to the designed elevation, and therefore repeated drilling-driving cyclic construction is not needed, and adverse phenomena such as hole collapse, pile slipping and the like cannot occur in the drilling process.
The large-diameter single-pile foundation (see fig. 3 and 4) formed by the rock-socketed construction method is high in verticality, and the rock-socketed depth can be reduced, so that the pile length of the single-pile foundation can be reduced.
The above embodiments are provided only for illustrating the present invention and not for limiting the present invention, and those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and therefore all equivalent technical solutions should also fall within the scope of the present invention, and should be defined by the claims.
Claims (3)
1. A rock-socketed construction method of an offshore ultra-large diameter single pile based on a loosening ring theory adopts a driving-drilling-driving process; the rock-socketed construction method is characterized by comprising the following steps:
firstly, evaluating the range of a loose loop by combining a laboratory test according to the geomechanical property of a rock mass of an embedded rock stratum at a set target position on the sea, wherein the range of the loose loop comprises the thickness of the loose loop and the maximum radius of the loose loop;
step two, firstly, setting up a construction platform at a target position on the sea, and then driving the steel pipe pile with the oversized diameter into the seabed by using a pile driving hammer until the pile bottom of the steel pipe pile with the oversized diameter reaches a preset elevation before drilling;
thirdly, according to the evaluation result of the first step, performing advanced grouting on the rock mass in the loose ring, wherein the concrete construction procedures are as follows:
a. according to the spherical diffusion theory of surrounding rock slurry and the connectivity rule of surrounding rock fractures, the diameter of a distribution circle of the advanced grouting holes, the distance between the advanced grouting holes and grouting pressure are designed; the diameter of the distribution circle of the advanced grouting hole is smaller than the maximum diameter of the loose ring;
b. drilling an advanced grouting hole, wherein the drilling of the advanced grouting hole comprises positioning the advanced grouting hole, drilling the advanced grouting hole and washing the advanced grouting hole; the depth of the advanced grouting hole is not less than the thickness of the loose ring;
c. installing a grouting pipeline and connecting a pulping and grouting system;
d. determining advanced grouting parameters through a pressurized water test, wherein the pressure of the pressurized water test is 80% of designed grouting pressure; the pressure and flow obtained by the pressurized-water test are used as the reference of grouting pressure and grouting flow during formal advanced grouting construction;
e. firstly, preparing grouting slurry, and then performing advanced grouting to reinforce the rock mass in the loose circle; the finishing conditions of the advanced grouting are as follows: under the designed grouting pressure, when the injection rate is not more than 1L/min, continuously pouring for 30min, and then ending;
step four, after the poured grout is solidified, namely after various rock body cracks and weak surfaces in the loosening ring are filled and cemented with the grout, drilling holes in the steel pipe pile with the ultra-large diameter by using a rock-socketed drilling machine, and drilling to the designed bottom elevation of the steel pipe pile with the ultra-large diameter at one time;
and fifthly, removing the rock-socketed drilling machine, and then redriving the steel pipe pile with the oversized diameter to the designed pile bottom elevation by adopting a pile driving hammer.
2. The offshore ultra-large diameter rock-socketed construction method based on the loosening ring theory as claimed in claim 1, wherein in the step one, the thickness of the loosening ring is measured by a sound wave tester or a deep multi-point displacement meter; the above-mentionedMaximum radius R of the release ring0Calculated according to the modified penner equation:
in the above formula: r is0Excavating a tunnel with a radius, c is the bonding force of the rock mass, phi is the internal friction angle of the rock mass, and sigma iszIs the stress of the original rock.
3. The offshore ultra-large diameter socketed rock construction method based on the loosening ring theory as claimed in claim 1, wherein when the step b of the third step is performed, a rotary geological drilling machine is used for drilling a leading grouting hole, and a diamond drill bit is used.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110543852.5A CN113250238A (en) | 2021-05-19 | 2021-05-19 | Rock-socketed construction method of marine ultra-large-diameter single pile based on loosening ring theory |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110543852.5A CN113250238A (en) | 2021-05-19 | 2021-05-19 | Rock-socketed construction method of marine ultra-large-diameter single pile based on loosening ring theory |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113250238A true CN113250238A (en) | 2021-08-13 |
Family
ID=77182711
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110543852.5A Pending CN113250238A (en) | 2021-05-19 | 2021-05-19 | Rock-socketed construction method of marine ultra-large-diameter single pile based on loosening ring theory |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113250238A (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5136726B2 (en) * | 2011-03-02 | 2013-02-06 | 新日鐵住金株式会社 | Monopile foundation for structures that generate vibration. |
| CN106088140A (en) * | 2016-06-28 | 2016-11-09 | 江苏海上龙源风力发电有限公司 | A kind of batholith sea bed offshore wind turbine embedding rock single-pile foundation construction technique |
| CN206646541U (en) * | 2017-03-30 | 2017-11-17 | 福建省水利水电勘测设计院（水利部福建水利水电勘测设计研究院） | A kind of embedding rock single-pile foundation of batholith sea bed offshore wind turbine |
| CN209179815U (en) * | 2018-10-09 | 2019-07-30 | 山西晋城无烟煤矿业集团有限责任公司 | Whitewashing grouting and reinforcing strengthens the mash gas pumping drilling structure of sealing in advance |
| CN110374607A (en) * | 2019-08-22 | 2019-10-25 | 中铁隧道集团三处有限公司 | Construction of the highway technique is worn under a kind of tunnel |
| WO2020062940A1 (en) * | 2018-09-25 | 2020-04-02 | 高永光 | Grouting consolidation method for full casing borehole guide prefabricated pile and prefabricated pile therefor |
-
2021
- 2021-05-19 CN CN202110543852.5A patent/CN113250238A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5136726B2 (en) * | 2011-03-02 | 2013-02-06 | 新日鐵住金株式会社 | Monopile foundation for structures that generate vibration. |
| CN106088140A (en) * | 2016-06-28 | 2016-11-09 | 江苏海上龙源风力发电有限公司 | A kind of batholith sea bed offshore wind turbine embedding rock single-pile foundation construction technique |
| CN206646541U (en) * | 2017-03-30 | 2017-11-17 | 福建省水利水电勘测设计院（水利部福建水利水电勘测设计研究院） | A kind of embedding rock single-pile foundation of batholith sea bed offshore wind turbine |
| WO2020062940A1 (en) * | 2018-09-25 | 2020-04-02 | 高永光 | Grouting consolidation method for full casing borehole guide prefabricated pile and prefabricated pile therefor |
| CN209179815U (en) * | 2018-10-09 | 2019-07-30 | 山西晋城无烟煤矿业集团有限责任公司 | Whitewashing grouting and reinforcing strengthens the mash gas pumping drilling structure of sealing in advance |
| CN110374607A (en) * | 2019-08-22 | 2019-10-25 | 中铁隧道集团三处有限公司 | Construction of the highway technique is worn under a kind of tunnel |
Non-Patent Citations (2)
| Title |
|---|
| 袁树来等: "《沿空留巷开采技术》", 31 December 2013, 煤炭工业出版 * |
| 高召宁等: "《矿山压力与岩层控制》", 30 September 2018, 煤炭工业出版社 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2020103672A4 (en) | Construction method of rotary drilling hole-forming and jet mixing cement-soil occlusion curtain piles | |
| CN101812976B (en) | Adjustable multiple coil extruding and expanding drilling tool | |
| CN109024651B (en) | Steel pipe concrete mixed pile foundation and construction method | |
| CN204370469U (en) | A kind of drilled pile long leg jacket offshore wind turbine foundation | |
| CN105256795B (en) | Hold type thread core built pile and its construction equipment and construction method in a kind of end | |
| CN104631438B (en) | Long auger guncreting uplift pile construction method | |
| CN102943466A (en) | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction | |
| CN108166483A (en) | Bored pile construction method | |
| CN109024719B (en) | Pile side disturbance resistance-reducing building inclination correcting method | |
| CN113186903A (en) | Combined pile structure and construction method for treating insufficient bearing capacity of deep foundation pit construction pile by adopting combined pile structure | |
| CN102808407B (en) | Construction method of soft-foundation reinforced concrete cast-in-place pile | |
| CN104652423A (en) | Construction method of bidirectional spiral soil-squeezing cast-in-place pile | |
| CN104895583A (en) | Tunnel surrounding rock control technology combining pressure relief and slip-casting reinforcement | |
| CN103485347A (en) | Batter pile used for building foundation pit support and construction method thereof | |
| CN201762702U (en) | Drilling bitten pile | |
| CN109487777A (en) | A method of a reinforcing deep soft soil foundation of filling the span of a man's arms is formed using slip casing by pressure | |
| CN113250238A (en) | Rock-socketed construction method of marine ultra-large-diameter single pile based on loosening ring theory | |
| CN106337418A (en) | Supporting structure and supporting method of deep foundation pit in narrow area | |
| CN104727305B (en) | Boring high-pressure slip-casting uplift pile construction method | |
| CN110206012B (en) | Connectable spiral plate deep dynamic compaction device and construction method | |
| CN210288356U (en) | Ultra-high pressure replacement guniting structure for pile bottom sediment | |
| CN209816867U (en) | A supporting construction for peripheral foundation ditch of existing building | |
| CN202672165U (en) | Grouting water-blocking cofferdam | |
| CN113174992A (en) | Comprehensive treatment and reinforcement method for collapse of stratum around marine deep-water inclined pile | |
| CN201649075U (en) | Deep well cast-in-place pile of reverse construction board wall of expanded head |
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: 20210813 |