CN116006080A

CN116006080A - Quick-replacement back-reaming device and reaming method

Info

Publication number: CN116006080A
Application number: CN202310019233.5A
Authority: CN
Inventors: 娄一鸣; 王强; 黄澍; 赵静; 林琰; 胡晓莲
Original assignee: JIANGXI FIRST CONSTRUCTION ENGINEERING CORP
Current assignee: JIANGXI FIRST CONSTRUCTION ENGINEERING CORP
Priority date: 2021-02-10
Filing date: 2021-02-10
Publication date: 2023-04-25
Also published as: CN112984213A; CN112984213B

Abstract

The invention provides a quick-replacement back-reaming device and a reaming method, wherein the quick-replacement back-reaming device is used for back-reaming a guide hole and comprises a reaming bit and a back-drawing drill rod medical-grade rotary joint; the reamer bit includes a bit body and a drag member. In the quick-replacement back-reaming device and the reaming method, when the back-reaming device performs reaming operation, a drill bit is disassembled, then the reaming drill bit is connected with one end of a drill rod, and the other end of the reaming drill bit is connected with a back-drawing drill rod through a rotary joint; wherein drill bit and drilling rod adopt detachable connected mode, are convenient for the drilling apparatus to change, have promoted the efficiency of pipe laying construction. In addition, compared with the traditional fixed drilling tool, the drilling tool does not need to frequently replace drilling equipment, and the error of drilling construction is reduced.

Description

Quick-replacement back-reaming device and reaming method

The application is a divisional application of patent application with the application number of 202110185406.1 and the application date of 2021, 02 and 10, named as a trenchless directional drilling pipe laying construction method.

Technical Field

The invention relates to the field of pipe laying construction methods, in particular to a quick-replacement back-reaming device and a reaming method.

Background

With the development of urban construction in China, with the continuous improvement of urban capacity and the continuous improvement of awareness of traffic and building protection, and with the acceleration of old urban reconstruction and the continuous growth of underground pipeline construction, the buried engineering of pipelines with various pipe diameters is continuously increased.

In underground pipeline laying operations, non-excavation laying is generally adopted in order to avoid defects such as traffic obstruction, influence on the surrounding environment, and low construction efficiency. In the existing non-excavation pipe laying construction process, a drill bit adopts a fixed mode, the machining position is limited, the replacement and positioning procedures of drilling and reaming tools are complex, the reaming efficiency is low, the error of drilling construction is large, and the overall layout scheme of a construction pipeline is seriously influenced. Therefore, a quick-replacement back-reaming device and a reaming method are needed to solve the above-mentioned problems.

Disclosure of Invention

The invention provides a quick-replacement back-reaming device and a reaming method, which are combined by arranging a detachable reaming tool so as to solve the problems that a drill bit of a pipe-feeding and paving construction device in the prior art adopts a fixed mode, the machining position is limited, and the reaming construction efficiency is low.

In order to solve the technical problems, the technical scheme of the invention is as follows: a quick replacement's back expands device for back expand the guiding hole, quick replacement's back expands device includes:

the reaming bit is detachably connected with one end of the drill rod and used for expanding the aperture of the guide hole;

the drill rod is pulled back and detachably connected with the other end of the reaming bit, and the other end of the drill rod extends out of one end, far away from the drilling machine, of the guide hole and is used for pulling back the drill rod; and

the rotary joint is arranged between the reaming bit and the pull-back drill rod and used for adjusting the rotation direction of the pull-back drill rod;

the reamer bit comprises

The drill bit body is used for rotating and reaming; and

the dragging piece is arranged at one end of the drill bit body, and the drill bit body is connected with the rotary joint through the dragging piece;

the rotary joint comprises a first connecting part connected with the dragging piece and a second connecting part connected with the pull-back drill rod, and the first connecting part is rotationally connected with the second connecting part;

wherein the first connecting part comprises two limiting parts which are oppositely arranged and form a clamping opening, the limiting parts are connected with the dragging part through bolts,

The dragging piece is arranged in the clamping opening, and the dragging piece is connected with the first connecting piece part through a bolt.

In the invention, the second connecting part is provided with a connecting groove for connecting the first connecting part;

the first connecting part further comprises a rotating piece, the rotating piece is arranged in the connecting groove, and the first connecting part is rotationally connected with the second connecting part through the rotating piece;

one end of the rotating piece extends out of the connecting groove, and one end of the rotating piece is connected with the limiting piece through a bolt.

In the invention, the size of the opening is adjustable, one end of the limiting piece is provided with an adjusting rod, one end of the adjusting rod, which is close to the center of the opening, is provided with a limiting block,

the first connection portion further includes:

the fixing seat is fixedly connected with one end of the second connecting part, a limiting groove is formed in the fixing seat and used for accommodating the adjusting rod, and a stop block is arranged at the opening of the limiting groove; and

the elastic piece is arranged between the limiting block and the stop block and is used for extruding the limiting block.

In the invention, two groups of limiting parts are connected with the fixed seat in an adjustable way.

In the present invention, the fixing base includes:

the first fixing piece is fixedly connected with the second connecting part, the limiting groove is formed in one side, away from the first connecting part, of the first fixing piece, and a first connecting hole is formed in one side, away from the first connecting part, of the first fixing piece; and

the second fixing plate is arranged on one side of the first fixing piece far away from the first connecting part and is positioned between the two limiting pieces, a second connecting hole matched with the first connecting hole is arranged on the second fixing plate,

the first fixing piece is fixedly connected with the second fixing plate through a fastener.

According to the invention, a protection plate is further arranged at one end of the limiting piece, which is far away from the opening, and the protection plate structure is matched with the fixing seat outer ring structure.

The invention also provides a reaming method, which uses the quick-replacement back reaming device to carry out drilling and pipeline laying construction in a stratum, wherein the stratum comprises a lower excavation area, an extension area and an upper excavation area which are sequentially arranged; the drilling machine drives the drill rod to drive the pilot bit to drill from an entry point on the surface of the stratum, and the pilot bit sequentially passes through a lower digging area, an extending area and an upper digging area in the stratum according to a drilling track until the pilot bit reaches an exit point position, and the pilot bit is drilled or manually dug out; forming a guide hole for communicating an inlet point with an outlet point in the stratum; the construction steps of the reaming method comprise:

S3: the back reaming device performs reaming construction, and the S3 comprises:

s31: the diameter of the reamed hole is calculated,

the final reaming diameter is as follows: d1 =k1×d calculation; wherein D1 is a drilling diameter suitable for laying a finished pipe; d is the outer diameter of the finished pipe; k1 is an empirical coefficient, and the value of K1 is 1.2-1.5;

s32: after the guide hole is formed, the guide drill bit is taken down, a reaming drill bit is connected, the other end of the reaming drill bit is connected with a pull-back drill rod in a chain manner, and reaming and drilling construction is carried out through the pull-back drill rod;

starting from the earth-discharging position of the pilot bit, reaming along the pilot hole by the reaming bit until the pilot hole reaches the target aperture;

s33: when the small hole of the reaming bit can spray normally, starting reaming;

s34: starting from the earth-discharging position of the pilot bit, reaming along the pilot hole by the reaming bit until the pilot hole reaches the target aperture;

s4: and (3) pipe laying construction:

the drill rod is connected with a reaming bit, and the other end of the reaming bit is connected with a pipeline through a pipe pulling head;

the reaming bit is connected with the pipe pulling head through a single-action joint, and the single-action joint is used for preventing the pipeline from rotating together with the reaming bit, so that the pipeline can be smoothly pulled back;

The pipeline that lays is the steel pipe, the steel pipe is close to reamer bit one end and is connected with recoverable slip casting pipe.

In the present invention, the step S34 includes:

s341: drilling stuck in the drilling process, namely:

s3411: the reaming bit is blocked with the underground pipeline, the reaming bit is withdrawn, the drill rod is pulled back, the drilling machine is shifted, and the guide hole is reworked;

s3412: brick and stone stuck drill in the miscellaneous fill: loosening torque, rotating a drill bit, and slowly reaming; large stone and concrete block stuck in the mixed filling soil: taking out the drill bit, shifting the drill to redo, or digging out stone blocks, and continuously reaming;

s3413: when the reaming bit performs reaming operation, the hard clay layer is encountered, so that the drilling is blocked, the reaming speed is slowed down, and the mud amount is increased to drag a drill rod;

s3414: the reaming bit and the tree root meet and clamp the drill, release torque, slowly back-expand, and then feed and re-back expand after passing through the tree root, so as to crush the tree root and prevent the pipe laying from being blocked.

In the present invention, the step S34 further includes:

s342: in the drilling process, the drill rod is disassembled by guiding Kong Sujing, and water in the hole flows out of the drill rod; selecting a solid-phase slurry protection wall to balance the pressure in the hole and keep the hole forming;

or enlarging the first-stage drill bit 143 for reaming and then cleaning Kong Puguan; PE and PVC pipes with high hardness and strong lateral pressure resistance are selected.

In the invention, an inlet point is arranged in the lower digging area, an outlet point is arranged in the upper digging area, and a straight line direction between the inlet point and the outlet point is taken as a guiding track;

along the guiding track, the length of the digging area is L ₁ The length of the extension area is L2, and the length of the upper digging area is L ₃ ，

The drilling track comprises a first curve part arranged in the lower digging area, a straight line part in the extending area and a second curve part in the upper digging area, wherein the first curve part and the second curve part are oppositely arranged at two ends of the straight line part, one end of the first curve part is connected with the inlet point, the other end of the first curve part is communicated with one end of the straight line part, one end of the second curve part is connected with the inlet point, and the other end of the second curve part is communicated with the other end of the straight line part;

the length of the first curve part projected on the ground is L ₁ Length L2 of straight line part projected on the ground and length L of second curve part projected on the ground ₃ The depth of the movement track of the pilot bit in the stratum is H ₁ The included angle between the first curve part and the stratum surface is alpha ₁ The curvature radius of the first curve part is R ₁ ，

The included angle between the second curve part and the stratum surface is alpha ₂ The curvature radius of the second curve part is R ₂ ，

When said L ₁ ＜L ₁ And the L is ₃ ＜L ₃ And when the construction device drills and lays pipes according to the drilling track.

Compared with the prior art, the invention has the beneficial effects that: in the quick-replacement back-reaming device and the reaming method, when the back-reaming device performs reaming operation, a drill bit is disassembled, then the reaming drill bit is connected with one end of a drill rod, and the other end of the reaming drill bit is connected with a back-drawing drill rod through a rotary joint; wherein drill bit and drilling rod adopt detachable connected mode, are convenient for the drilling apparatus to change, have promoted the efficiency of pipe laying construction. In addition, compared with the traditional fixed drilling tool, the drilling tool does not need to frequently replace drilling equipment, and the error of drilling construction is reduced.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are needed in the embodiments are briefly described below, and the drawings in the following description are only drawings corresponding to some embodiments of the present invention.

Fig. 1 is a schematic diagram of a drilling track structure of a preferred embodiment of a quick-change back reaming device and reaming method of the present invention.

Fig. 2 is a rear view of a drilling apparatus of a preferred embodiment of a quick-change back reaming apparatus and method of reaming in accordance with the present invention.

Fig. 3 is a schematic diagram of a drilling track structure of a second embodiment of a quick-change back reaming device and a reaming method according to the present invention.

Fig. 4 is a schematic diagram of a drilling track structure of a third embodiment of a quick-change back reaming device and a reaming method according to the present invention.

Fig. 5 is a schematic diagram of a drilling track structure of a fourth embodiment of a quick-change back reaming device and reaming method according to the present invention.

Fig. 6 is a schematic structural diagram of a quick-change back-reaming device and a back-reaming method according to a preferred embodiment of the present invention.

Fig. 7 is a drawing operation structure diagram of a preferred embodiment of a quick-change back-reaming apparatus and a reaming method of the present invention.

Fig. 8 is a schematic diagram of a pipe end product structure of a preferred embodiment of a quick-change back reaming apparatus and method of the present invention.

Fig. 9 is a schematic structural view of a rotary joint according to a preferred embodiment of a quick-change back reaming device and reaming method of the present invention.

Fig. 10 is a schematic structural diagram of a rotary joint according to a second embodiment of a quick-change back reaming device and reaming method of the present invention.

Fig. 11 is a schematic view of an initial bit structure of an adapter according to a second embodiment of a quick-change back-reaming device and a reaming method of the present invention.

Fig. 12 is a schematic view of an adapter extrusion bit structure of a second embodiment of a quick-change back reaming device and reaming method according to the present invention.

Fig. 13 is a schematic view of a first fixture according to a second embodiment of a quick-change back reaming device and reaming method of the present invention.

Fig. 14 is a schematic diagram of a second fixing plate structure of a second embodiment of a quick-change back reaming device and reaming method according to the present invention.

Reference numerals: the formation 11, pilot hole 111, exit pit 112, reinforcement slot 1121, bracket 113, fixture 1131, support 1132, stopper 1132a, borehole trajectory 12, first curve 121, straight line 122, second curve 123, probe 131, surface receiver 132, drilling apparatus 14, drill 141, drill pipe 142, drill bit 143, back-reaming apparatus 16, reamer 161, bit body 1611, drag 1612, back-drilling rod 162, swivel 163, first connection 1631, stopper 16311, rotor 16312, second connection 1632, connection slot 16321, mud layer 17, second drilling apparatus 18, and pipeline 19.

First embodiment drilling trajectory reference numerals: entry point A ₁ First curve part and straight line part track change point B ₁ A linear portion and a second curve portion locus change point C ₁ Exit point D ₁ The first curve part projects on the ground with the length L ₁ Length L2 of straight line part projected on the ground and length L of second curve part projected on the ground ₃ The curvature radius of the first curve part is R ₁ The curvature radius of the second curve part is R ₂ The depth of the movement track of the drill bit in the stratum is H ₁ Angle alpha of penetration of drill bit ₁ Angle alpha of bit ₂ 。

Second embodiment drilling trajectory reference numerals: formation 21, second work pit 212, entry point A ₂ 、B ₂ The first curve part and the straight line part are track change points C ₂ The depth of the movement track of the drill bit in the stratum is H, which is the track change point of the straight line part and the second curve part ₂ 。

Third embodiment drilling trajectory reference numerals: formation 31, entry point A ₃ 、B ₃ The first curve part and the straight line part are track change points C ₃ The depth of the movement track of the drill bit in the stratum is H, which is the track change point of the straight line part and the second curve part ₃ A first work pit 313, a second work pit 312.

Fourth embodiment drilling trajectory reference numerals: the stratum 41 and the supporting structure 411 guide the depth of the movement track of the drill bit in the stratum 41 The degree is H, and the length of the first curve part projected on the ground is L ₄ 。

Second embodiment rotary drill bit reference numerals: the rotary joint 5, the first connecting portion 51, the limiting member 511, the adjusting lever 512, the limiting member 513, the shielding plate 514, the fixing base 515, the first fixing member 5151, the limiting groove 5151a, the stopper 5151b, the first fixing hole 5151c, the second fixing plate 5152, the second fixing hole 5152a, the elastic member 5153, the avoidance notch 5154, and the second connecting portion 52.

Detailed Description

The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.

In the drawings, like structural elements are denoted by like reference numerals.

The words "first," "second," and the like in the terminology of the present invention are used for descriptive purposes only and are not to be construed as indicating or implying relative importance and not as limiting the order of precedence.

Referring to fig. 1 and 2, fig. 1 is a schematic diagram of a drilling track structure of a preferred embodiment of a quick-change back-reaming device and a reaming method according to the present invention, and fig. 2 is a rear view of a drilling device of a preferred embodiment of a quick-change back-reaming device and a reaming method according to the present invention.

The following is a preferred embodiment of a non-quick-change back reaming device and reaming method that solves the above technical problems.

The invention provides a quick-replacement back-reaming device and a reaming method, which are applied to non-excavation directional drilling pipe laying construction operation. Preferred embodiments of the invention are:

the quick-replacement back-reaming device and the reaming method are applied to non-excavation directional drilling pipe-laying construction operation, wherein the non-excavation directional drilling pipe-laying construction is used for carrying out drilling and pipeline-laying construction on a stratum, and the stratum comprises a lower excavation area, an extension area and an upper excavation area which are sequentially arranged; the non-excavation directional drilling pipe laying construction method comprises the following steps of:

s1: and designing a guiding track and a drilling track according to geological survey data.

The specific steps of S1 are as follows:

s111: collection of job site pre-data

The non-excavation directional drilling construction is a construction method with a certain risk, so that the preparation work in a sufficient earlier stage is very important before the drilling construction. And (3) knowing and collecting stratum condition data of the trenchless construction site, and carrying out professional geotechnical engineering investigation if necessary to acquire detailed data of underground soil layer conditions. Because the non-excavation horizontal directional drilling pipe laying construction is an underground soil layer drilling project, various stratum can be encountered, different soil layers have great influence on the non-excavation directional drilling pipe laying construction, the situation of stratum distribution is fully mastered and understood, and an important factor of the non-excavation horizontal directional drilling construction efficiency is sometimes even influenced.

S112: investigation and detection of underground pipeline at construction site

For non-excavation horizontal directional drilling pipe laying construction, it is especially important to comprehensively master the data of underground pipeline distribution, burial depth and the like in the construction area range, and various means and modes should be adopted to master the data of the original underground pipeline before construction. The underground pipeline is to be cleaned: referring to the related drawings and arrangement conditions of the pipelines at the construction site by a construction planning department, checking on site, and finding out the pipelines marked by the drawings on site; the distribution, trend, position and pipe diameter of the underground pipeline are investigated and detected by using an underground pipeline detecting instrument and a bottom detection radar method, and manual exploration can be carried out if necessary, so that the method is more visual and accurate; actively linking each relevant pipeline ownership unit to the site for validation and surrendering.

S12: design of drilling track

The design of the drilling track is the basis of non-excavation directional drilling construction and the standard of quality inspection. The track is designed by taking the underground pipeline avoiding the crossing area into consideration, and also taking the factors such as hydrogeology, ground environment, pipe diameter material of laid pipes, crossing length depth, bending radius of a drilling machine and pipes and the like into consideration. The actual construction track of the pipeline meets the design requirement, and the lengths of the inclined straight section and the curved section of the soil entering point and the soil exiting point must be considered, so that the elevation of each point of the horizontal traversing section is strictly controlled.

In the design of the drilling track in the embodiment, an inlet point is arranged in a lower digging area, an outlet point is arranged in an upper digging area, and a straight line direction between the inlet point and the outlet point is used as a guiding track; along the guiding track, the length of the digging area is L ₁ The length of the extension area is L2, and the length of the upper digging area is L ₃ 。

In this embodiment, the drilling track 12 includes a first curved portion 121 disposed in a lower digging area, a straight portion 122 in an extending area, and a second curved portion 123 in the upper digging area, where the first curved portion 121 and the second curved portion 123 are disposed opposite to each other at two ends of the straight portion 122, one end of the first curved portion 121 is connected to an entry point, the other end is connected to one end of the straight portion 122, one end of the second curved portion 123 is connected to the entry point, and the other end is connected to the other end of the straight portion 122.

Wherein, the calculation of the curvature radius of the pipeline is determined by the bending characteristic of the pipeline to be paved, and the larger the diameter of the pipeline is, the larger the curvature radius is.

When the paved pipeline is a steel pipe, the minimum bending rate radius of the steel pipe is Rmin, the outer diameter of the steel pipe is D (mm), the safety coefficient is S, the S value is between 1 and 2, and the yield limit of the steel pipe is K2 (N/mm 2); wherein rmin=206·d·s/K2 (m).

When the laid pipeline is a PE pipe, the minimum curvature radius of the PE pipe is ρ, the elastic modulus is E (Mpa), the outer diameter of the pipe is DH (cm), and the bending stress is δρ (Mpa); wherein, the liquid crystal display device comprises a liquid crystal display device,

With depth H of the trajectory of pilot bit 143 in formation 11 ₁ First curve 121 and stratum 11 tableThe included angle of the faces is alpha ₁ The first curved portion 121 has a radius of curvature R ₁ The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the liquid crystal display device comprises a liquid crystal display device,

the included angle between the second curve 123 and the surface of the stratum 11 is alpha ₂ The second curved portion 123 has a radius of curvature R ₂ The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the liquid crystal display device comprises a liquid crystal display device,

when L ₁ ＜L ₁ And L is ₃ ＜L ₃ When the construction device is used, the pipe can be directly drilled and paved. The borehole trajectory 12 is shown in fig. 1.

When L ₃ ＞L ₃ When the second working pit 212 is to be excavated vertically in the upper excavated area of the ground layer 21 before pilot hole drilling is performed. The drilling track is shown in fig. 2; wherein A is ₂ Is an entry point, B ₂ The first curve part and the straight line part are track change points C ₂ The depth of the movement track of the drill bit in the stratum is H, which is the track change point of the straight line part and the second curve part ₂ . Similarly, when L ₁ ＞L ₁ When the first working pit is required to be excavated vertically in the lower excavation region before the pilot hole 111 is drilled.

Laying a steel pipe (D)>200 mm) due to the bending radius R ₂ Too large, L ₃ The corresponding increase in the distance of the pilot hole 111 increases and material is wasted, so that the present invention preferably uses an excavated down tube pit instead of the second deflecting segment in the event that the field conditions are met.

For laying steel pipe (D)>400 mm) should be at the entry point A of the formation 31 in case the field conditions are met ₃ And an exit point C ₃ And the construction is carried out by adopting a mode of excavating a working pit. As shown in fig. 3. Wherein A is ₃ Is an entry point, B ₃ The first curve part and the straight line part are track change points C ₃ The track change points of the straight line part and the second curve part and the drill bit are on the groundThe depth of the motion trail in the layer is H ₃ Entry point A ₃ Disposed within first working well 313, an exit point disposed within second working well 312, and C ₃ Also disposed within the second work pit 312.

When L ₁ ＞L ₁ And L is ₁ And L is equal to ₁ The length difference value is within a first set range; in this embodiment, the first setting range is preferably 0m to 0.5 times L ₁ Is a length between the lengths of (a). As shown in fig. 4, at an entry point a of the formation ₄ The position is provided with a supporting structure 411, the depth of the motion track of the pilot bit in the stratum 41 is H based on the plane of the top surface of the supporting structure 411, and at the moment, the projection of the first curve part on the surface of the stratum 41 is L ₄ Wherein, the method comprises the steps of, wherein,

and L is ₄ ＜L ₁ 。

S2: constructing a guide hole 111;

s21: working pit excavation and support and the installation and positioning of the drilling machine 141; the method comprises the following specific steps:

s211: excavation and support of working pit

The size of the working pit at the inlet and the outlet is determined according to the field condition, the pipeline type, the pipe diameter, the material, the burial depth, the geological condition and the design parameters of the guiding track, and the shape, the size and the depth of the working pit are generally dug into a rectangular pit. When the depth is deeper, the stability of the pit wall in the excavation work must be considered, and a corresponding supporting mode is adopted, so that the overall rigidity, the stability and the supporting strength must be checked. When considering the pit function, if the pit is to be used for taking over the outlet pit of the work, the operation space of the welding work needs to be considered; if the pipeline to be laid is large in diameter, the exit pit must be lengthened to a long trough suitable for straight-back towing of the pipeline.

S212: installing and positioning a drilling machine; the method comprises the following specific steps:

s2121: selective drilling machine

When construction conditions are known, after the drilling design track is confirmed, the horizontal directional drilling machine is selected mainly by taking the following factors into consideration:

the drilling machine is selected and determined according to the size of the final bore diameter of the drilling hole, the curvature radius of the drilling hole, the length of a laid pipeline and the like through turning torque and towing back force. Considering drilling complications, the selected drill capacity should be at least more than 30% of the calculation required.

Site topography, traffic conditions, pipeline burial depth, working positions and the like, and after evaluating the factors, selecting an earth surface initial drilling machine or an in-pit initial drilling machine.

The earth surface initial drilling type drilling machine is usually crawler-type or tire-type, is provided with a running mechanism and can self-run into a construction site by means of own power. There are several modes of piling for the earth's surface drilling rig to anchor the rig to the ground, and the well-behaved rig piling system may be hydraulically driven. Some earth surface initial drilling rigs are self-contained and carry a stirring pool and a pump for drilling fluid, a power auxiliary device, a valve and a control system, and are also provided with a drill rod automatic loading and unloading system, a fixed-length drill rod is arranged on a 'conveying disc', and drill rods are automatically added and subtracted from a drill rod string during the process of drilling or back expansion; some devices such as stirring tanks and pumps are arranged separately.

The initial drilling type drilling machine in the pit is generally small in size, working pits are required to be excavated at two ends of a drilling hole during construction, the drilling machine can be operated in places with limited space, and the working pits designed into the more compact drilling machine can be only slightly bigger than the pits required by connecting pipes. The in-pit launching drilling machine is fixed in the working pit, and the front wall and the rear wall of the pit are used for bearing feeding force and pull-back force.

S2122: placing the drill 141

Before the drilling machine 141 enters the field, a working pit is dug at the position of the earth entering point and the earth exiting point of the drilling hole, after the working pit is dug, the drilling machine 141 can be placed, the placement of the drilling machine 141 mainly considers the earth entering angle of the design drill rod 142, the angle and the direction of the erection of the drilling machine 141 are adjusted according to the earth entering angle of the design drill rod 142, and the equipment is arranged at the initial position of the central line extension of the production pipe and adjusts the direction of the frame until the machine frame accords with the designed drilling axis. After the drilling machine 141 is placed, the drilling machine 141 is anchored, the soil layer is hard and dry, the soil layer can be suitable for a straight anchor rod, the soil layer is loose and can be anchored and positioned by adopting a concrete foundation or a caisson spiral anchor rod, and the anchoring capacity of the drilling machine 141 reflects the capacity of the drilling machine 141 to exert the self power during feeding and pulling construction.

After the drilling machine 141 is in place, a proper drill bit 143 and a drilling tool combination are selected according to different soil layer conditions of a construction site, and the drilling tool combination is inspected and installed. The greater the torque and the higher the rotational speed of the drill 141, the higher the reaming efficiency, which is directly related to the soil layer being reamed, the reamer head 161, the reaming mud quality and the mud volume under the rated torque and rotational speed conditions of the drill 141. To improve the reaming efficiency, the soil structure and the soil composition must be clarified, the efficient drill bit 143 suitable for cutting the soil is selected, the slurry and the reasonable slurry amount suitable for the soil are prepared, the reaming is performed, and the reaming efficiency is high.

S22: mud preparation and drilling of pilot holes 111.

S221: preparation of mud

Slurry refers to a mixture of water and bentonite or polymer, sometimes with the addition of certain slurry treatments. The basic materials that make up the trenchless drilling mud are water and clay, and the effect of clay on mud performance is a determining factor. The properties and performance of the slurry are primarily dependent on the mineral type of the clay particles and their nature in water, the size of the dispersed particle size, the total content of the distributed clay, and the effect of these particulates and treatments, among other things. The non-excavation clay is mainly bentonite, the bentonite cells are loosely connected, the exchangeable cations are more, and water molecules easily enter the cells, so that the non-excavation clay is easy to expand and hydrate, good in dispersibility and high in pulping rate. Because the general bentonite is calcareous bentonite, in order to improve the pulping performance of the calcareous bentonite, the calcareous bentonite is subjected to alkalization treatment, and when the calcareous bentonite is used for pulping, a proper amount of calcined soda is added to change the performance of soil, so that the calcareous bentonite is obtained. Sodium carbonate is generally added to the clay to a specific weight of about 5 to 6 percent of the weight of the clay. The water for pulp preparation is generally taken in situ, but a water source with clean water quality, no impurities and no pollution is required. In order to ensure the stability of the slurry during the drilling process and improve the performance of the slurry to adapt to the drilling requirements under various conditions, the slurry must be subjected to chemical treatment, and the addition of a slurry treatment agent is a common method for treating the slurry. The treating agent is divided into an inorganic treating agent and an organic treating agent, and different slurry treating agents can be selected for treatment aiming at different soil layers.

And (3) calculating the slurry consumption: the mud volume v=0.785× (D ₂ -d ₂ ) X coefficient; total chemical mud additive amount t=t×v; wherein V-the volume of slurry required (cubic meters); d—diameter of large back expander (meters); d-diameter (meters) of small back-expanders or pilot holes 111, T-total amount of chemical mud additive (kg); t-reference amount (kg) of chemical mud additive added per cubic meter of water; the coefficient value should be selected according to the soil property, pipe diameter, length, number of back expansion and the like, and the coefficient value in the embodiment should be between 1.5 and 3.

Further, the drilling operation in this embodiment should accumulate the mud usage by performing the diameter expansion of the different drill bits 143; d=0 is taken when multiple back-amplifications are performed with the same diameter back-spreader.

The slurry configuration procedure in this embodiment is as follows: firstly, adding soda ash softened water with a certain proportion (0.1-0.2%) into the pumped clear water; then adding bentonite in a certain proportion, fully dissolving the bentonite in water by mechanical stirring, and completely dispersing the bentonite, wherein the bentonite is generally stirred for about 20 minutes; finally, adding a certain proportion of additives and stirring for 3-5 minutes.

S222: selection guide

For trenchless directional drilling engineering, positioning and guiding instruments are very critical devices, and for different construction conditions, proper selection and use of guiding instruments is a major factor in determining success or failure of the engineering. The selection of the direction control equipment is mainly selected according to factors such as burial depth of a drilling design track, site topography, electromagnetic signal interference, continuous working time and the like, and the direction control equipment with different performances and precision can be selected for construction according to the actual site situation and considering technical requirements of construction, construction cost and the like.

The guiding system has several types, mainly comprises a handheld tracking system and a cabled guiding system, and the positioning and guiding performances of the two systems can meet the requirements of conventional horizontal directional drilling traversing engineering. The most widely used positioning system is a hand-held tracking (walk-over) system, which is based on a detector or probe mounted in a cavity at the rear of a drill bit, and a radio signal sent by a transmitting probe is received by a ground receiver held by a person, and the received signal is processed by a receiver to display various parameters of the received signal.

S223: and drilling a guide hole.

Drilling pilot holes is the most important stage of horizontal directional drilling construction, which determines the final position of the laid pipeline, and the construction of the pilot holes should meet the following requirements:

s2231: after the drilling machine 141 is started, trial operation is performed, and drilling can be performed after each part of the equipment is determined to operate normally; wherein, the detector 131 in the guiding device is fixed on the guiding drill bit 143, the detector 131 is used for transmitting radio signals, the ground receiver 132 is arranged on the surface of the stratum 11 and is used for receiving the radio signals transmitted by the detector 131, and various parameters of the received radio signals are displayed; the drilling track deviation can be found in time by an operator conveniently, and the deviation can be corrected in time.

S2232: when the first drill rod 142 is driven into the soil, the first drill rod 142 is slowly rotated to stabilize the soil-entering position, the drilling can be implemented after the designed soil-entering angle is met, the drilling hole continuously extends forwards under the auxiliary effect of the jet drilling of drilling liquid, the drilling hole is driven into a hard stratum by a mud motor, and the tail end of the drill rod 142 is provided with an elbow joint for controlling the track direction.

In the drilling process, the receiver receives and displays various parameters such as the facing angle of the inclined plane and the like, and synchronously displays the parameters on a remote sensing display of the drilling machine 141, an operator can grasp the conditions of the drill bit 143 and the drilling track in the hole according to the display conditions, and when the drilling track deviates from the original design track, the operator can perform inclined plane deviation correction by adjusting the inclined plane forming direction of the drill bit 143 until the actual position of the drill bit 143 is the same as the drilling design track, so that the guide hole 111 identical to the design track can be drilled.

S2233: while the pilot hole 111 is drilled, the surface receiver 132 moves along the pilot trajectory from the entry point along the surface of the formation 11 to the exit point; at the same time, the drill rod 142 drives the pilot bit 143 to drill from the entry point on the surface of the stratum 11, and the pilot bit 143 sequentially passes through the lower digging area, the extension area and the upper digging area inside the stratum 11 along the drilling track until the bit 143 reaches the exit point position, and the bit 143 is drilled or manually dug out.

The measurement frequency of the deflecting section is generally 0.5-1.0 m/time, the measurement frequency of the straight line section is generally once for each drill rod 142, and when the original underground pipeline position, the key soil inlet and outlet point, the hole with gradient requirement are drilled or the drilling track is adjusted, the measurement frequency is increased, the measurement data is compared with the design track, and the deviation is corrected at any time so as to confirm the drilling direction of the next section.

When the curve section is drilled, the propelling force is adjusted according to the condition of the stratum 11, so that the drill rod 142 is prevented from being excessively bent.

When the deflecting section is jacked, the primary jacking length is preferably smaller than 0.5-1.0m, meanwhile, the vertex angle variable of the extension length is observed, the vertex angle variable meets the requirement of the ultimate bending strength of the drill rod 142, and the sectional drilling is adopted to ensure that the vertex angle of the extension length is uniformly strained.

The track deviation error between two adjacent measuring points of the guide hole 111 is not larger than the aperture of the final hole, and the deviation error is found to be corrected in time.

S2234: when the drill bit 143 is exposed at the exit pit

When the ground is on the ground, whether the actual unearthed point is within the allowable error range should be measured. If a portion of the borehole is outside the tolerance range, the drill pipe 142 may be pulled back to re-drill the deviated portion of the borehole. When the point of emergence meets the requirements, the drill bit 143 and associated drilling tool are removed and reaming and pullback begins.

S2235: drilling fluid

The drilling fluid is usually drilling mud, and in the non-excavation directional drilling construction, the function of the drilling fluid is very important, and the drilling fluid plays different important roles in various links. Drilling fluid is used to carry drill cuttings, stabilize the bore wall, reduce rotational torque and drag, cool the drill bit and firing probe, and jet drilling, etc., and is considered "blood" for pilot drilling. The drilling fluid in the annular space between the pipeline and the hole wall also has the functions of suspension and lubrication, which is beneficial to the back dragging of the subsequent pipeline. Drilling mud is pumped into the drill rod 142 by a mud pump, is sprayed out from a nozzle of the drill bit 143, returns to the ground through an annular gap between the drill rod 142 and the hole wall, and is returned to the mud tank after being treated by a mud sedimentation tank or mud purifying equipment or is mixed with new mud for reuse. The drilling fluid is a mixture of clean water, bentonite, a small amount of polymer and a treating agent. Bentonite is a commonly used slurry material, which is a harmless slurry material.

S3: the back reaming device 16 performs reaming work, and the back reaming device 16 is shown in fig. 6. The back-expansion step is as follows:

s31: hole reaming diameter calculation: in the construction method of the present invention, reaming may be performed one or more times depending on the diameter of the pilot hole 111 and the appropriate pipe laying hole for the finished product and the condition of the ground layer 11. When the same-diameter laying is performed, the return support pipe laying can be directly performed after the guide holes 111 are completed. However, most pilot holes 111 require a reamer to enlarge the borehole so that the finished pipeline can be installed, the main purpose of the reaming being to enlarge the borehole diameter, the final reaming diameter formula: d1 =k1×d calculation; wherein D1 is a drilling diameter suitable for laying a finished pipe; d is the outer diameter of the finished pipe; k1 is an empirical coefficient, generally K1 takes 1.2-1.5, when the stratum 11 is homogeneous and complete, K1 takes a small value, and when the stratum 11 is complex, K1 takes a large value.

S32: after the guide hole 111 is formed, firstly, the guide bit 143 arranged at the front end of the drill rod 142 during construction of the guide hole 111 is taken down at the exit pit; next, the tip of the drill rod 142 is connected to one end of a reamer 161 via a rotary joint 163, and the other end of the reamer 161 is linked with a pull-back drill rod 162, whereby the reamer is used for reaming and drilling work by the pull-back drill rod 162.

S33: when the small eye of the reamer head 161 (reamer) can normally spray slurry, reaming can be started and dry reaming is strictly prohibited.

S34: from the point of pilot bit 143's unearthed position, reamer bit 161 reams along pilot hole 111 until pilot hole 111 has been enlarged to the target bore diameter. After the reamer bit 161 reaches the working pit on one side of the drilling machine 141, the reamer and the rotary joint are disassembled, the drill rod 142 on the drilling machine 141 is connected with the pull-back drill rod 162, then the other larger reamer and the rotary joint are connected after the drill rod 142 in the earth pit is connected, and then the drill rod 142 for the second pull-back is connected, so that the second reaming and drilling are performed, and the reciprocating reaming is performed until the requirement is met.

During reaming, operators should perform step-by-step reaming according to the matched reamer bit from small to large, and the diameters of the general reamer bit are 100 mm, 300 mm, 500mm, 700 mm, 900 mm, 1100 mm, 1300 mm and 1500mm. The middle and large drilling machine is used for reaming in the soft soil layer and can span the diameter of the first-stage drill bit for reaming.

During reaming, if the torque and the tension of the drilling machine 141 are abnormal, hole cleaning (one or more times of drilling is performed to keep the inside of the hole smooth) is performed, and after the hole cleaning is finished, the reaming operation is continued.

S4: pipe laying construction, and a pipe dragging device drags the pipe back:

after the drilled hole is enlarged to the required aperture, the finished pipe to be laid can be pulled into the hole filled with slurry. The pipes are preferably fully connected in advance to facilitate one pull-in, and the strength and ring stiffness of the pipe must meet the load requirements at the design and construction stage. When the formation 11 is complex, such as: the shrinkage of the borehole or collapse of the wall of the borehole may cause difficulties in pulling the pipe in sections.

S41: before pipe pulling, two phi 23-phi 27 steel pipes with the same length as the PE pipe are connected at the front end of the pipeline, and the phi 25 steel pipe is preferably adopted in the embodiment.

S42: as shown in fig. 7, when the pipe is pulled back, the drill rod 142 is connected with the reamer head 161, and the other end of the reamer head 161 is connected with a pipeline through the pipe pulling head; wherein, the reamer bit 161 is connected with the pipe pulling head through a single-action joint, and the single-action joint is used for preventing the pipeline from rotating together with the reamer bit 161, thereby ensuring that the pipeline can be smoothly pulled back; at this time, the steel pipe and the pipeline are pulled into the soil together and reach the end-point pile number of the tube pulling design together.

The calculation formula of the back traction force is as follows: the weight of the tube is: g=ρtube×g×v; the buoyancy of the tube in the hole is: ffloat = ρmud x g x v rows; the side friction resistance of the pipe is: fmol= (ffloat-G) ×f1; the adhesion force of the pipe after pulling back is Ftack=31.4×D×L×f2; the resistance of reaming while the pipe is pulled back is fstretch=62.8xd; the maximum tensile force born by the pipeline during pipe pulling is that F pipe=Fviscosity+F expansion; the maximum pulling force applied by the drill 141 when pulling the pipe is: ftap=fskin+fskin+fmol.

Wherein ρ pipe-tubing density (kg/cubic meter); ρ mud-mud density (kg/cubic meter); v—speed of drawing back tubing (meters per second); v-line-volume of tubing displaced mud (cubic meters); f1-coefficient of friction of the pipe with the wall of the hole in the slurry; f2-the coefficient of adhesion of the slurry to the pipe surface; d-the outer diameter of the pipe (meters); l-pipe length (meters); g-9.8N/kg.

S43: after the pipeline is pulled back, one end of the steel pipe is disconnected with the pipeline. One end of the steel pipe, which is close to the reamer head 161, is connected with a recyclable grouting pipe.

S5, grouting reinforcement construction:

grouting the gap between the pipeline and the guide hole 111 through the recyclable grouting pipe, and pulling out the recyclable grouting pipe after grouting is completed; a slurry layer 17 is filled between the guide hole 111 and the pipeline, and the slurry layer 17 is used for filling the gap around the pipeline and reinforcing the stratum 11. The step S5 comprises the following steps:

S51: one end of each of the two steel pipes is connected with a pipe pulling machine, and the other end of each of the two steel pipes is provided with a grouting pipe with the same diameter and the length of 5-7 m.

S52: the pipe pulling machine pulls the steel pipe, pulls the steel pipe for 5-7 m, releases the connection between the steel pipe and the pipe pulling machine, then connects one end of the steel pipe with a high-pressure grouting pump, and then performs single grouting operation.

S52: after the single grouting operation is finished, the connection between the steel pipe and the high-pressure grouting pump is released, the connection between the steel pipe and the pipe pulling machine is changed into the connection between the steel pipe and the pipe pulling machine, the steel pipe is pulled for 5-7 m, the connection between the steel pipe and the pipe pulling machine is released, then one end of the steel pipe is connected with the high-pressure grouting pump, and then the single grouting operation is carried out. And S52, repeating the step until the steel pipe is pulled out completely, and completing grouting reinforcement construction.

The grouting reinforcement construction preferred scheme in the embodiment is as follows: a grouting flower pipe with the length of 6m and the same phase diameter is added in front of each of the two steel pipes; every time the steel pipe is pulled in for 6m, the connection between the steel pipe and the pipe drawing machine is canceled, the connection between the steel pipe and the high-pressure grouting pump is replaced, and 1: cement, fly ash slurry (0.4 Mpa), thereby displacing thixotropic slurry and replenishing the voids around the pipeline. Then the connection between the steel pipe and the high-pressure grouting pump is released, and the connection between the steel pipe and the pipe pulling machine is changed to carry out pulling operation; then the steel pipe is pulled in for 6m, the connection between the steel pipe and the pipe drawing machine is canceled, the connection between the steel pipe and the high-pressure grouting pump is replaced, and slurry is injected; and repeating the steps until the steel pipe is pulled out completely, and finishing grouting operation.

The invention performs grouting through the recoverable grouting pipe to the gap between the pipeline 19 and the guide hole 111, and the recoverable grouting pipe is pulled out after grouting is completed. Grouting reinforcement treatment is needed after pipe pulling is finished, ground subsidence is avoided, bearing capacity of a foundation is improved, piping is effectively prevented, and a water source is blocked. The pipeline laying structure after grouting is shown in the schematic diagram of FIG. 8; and a slurry layer 17 is filled between the outer wall of the pipeline 19 and the inner wall of the guide hole 111, and the slurry layer 17 is used for filling gaps around the pipeline 19, so that the stability of the whole pipe-laying structure is ensured.

And S6, backfilling the working pit to finish pipeline laying.

After the back pulling is finished, the pipe head is pulled out for a length which is about 3 percent of the total length of the pipe, and the two ends of the finished pipe are plugged to prevent foreign matters from entering the pipe. According to different purposes of the pull-back pipe, a pipe related test is also carried out, and after the test is qualified, on-site slurry, dregs and wastes are cleaned in time and the compaction work pit is backfilled as required.

The reaming step S34 in this embodiment is explained in detail as follows:

s341: and (5) clamping the drill during the drilling process. Stuck drill is a common technical difficulty in reaming, and is subjected to post-treatment for analyzing and judging reasons.

S3411: the reamer bit 161 is jammed against the underground pipeline, the reamer bit 161 is withdrawn, the drill rod 142 is pulled back, the drill 141 is shifted, and the pilot hole 111 is reworked.

S3412: brick and stone stuck drill in the miscellaneous fill: loosening torque, rotating the drill bit 143, and slowly reaming; large stone and concrete block stuck in the mixed filling soil: the drill bit 143 is withdrawn, the drill 141 is shifted to rework, or the block is dug out, reaming is continued, and brute force is cut, or else the drill rod 142 is twisted off, losing the drill.

S3413: when the large diameter reamer head 161 performs reaming operation, it encounters a hard clay layer, causing frequent sticking, slowing down the reaming speed, increasing the amount of mud, and sometimes pulling back one drill pipe 142, requiring 40 minutes.

S3414: the reamer bit 161 and the tree root meet to seize, release torque, slowly back-expand, and after passing the tree root, the re-expand is fed again to crush the tree root so as to prevent the pipe laying from being blocked.

S342: during the drilling process, the guide hole 111 is reduced in diameter. And reaming a soft soil layer, wherein the hole is easy to generate the phenomenon of diameter shrinkage.

After the drill pipe 142 is detached, water in the hole flows back out of the drill pipe 142, which indicates that the diameter of the hole is seriously reduced. When the diameter shrinkage is serious, the paved pipe can be extruded and deformed, and even the paved pipe is blocked. When serious diameter reduction is encountered, solid-phase slurry is selected for protecting the wall, so that the pressure in the hole is balanced, and the hole is formed. Or the primary drill bit 143 is enlarged for reaming and then Kong Puguan is cleared. PE and PVC pipes with high hardness and strong lateral pressure resistance are selected. If the diameter is slightly reduced, the pipe can be paved by cleaning the hole once.

S343: and (5) slumping holes.

Wherein, the sandy clay layer, the sand layer and the loose backfill layer are reamed and the hole is easy to collapse. The collapse hole buries, blocks the drill, blocks the paved pipe, and causes the pavement crack to sink. The solid phase slurry and the heavy colloid solid phase slurry are selected for protecting the wall, so that the collapse holes can be effectively prevented. If the hole is formed at the pile-up position of the stone blocks, the hole expansion can be continued only after the stone blocks are removed.

S344: the borehole is expanded.

A clay layer, a Xigeda bottom layer swells when meeting water: after such a formation 11 is drilled and pipe-laid, and a guide hole 111 is drilled, the soil layer is expanded, mud dust in the hole is increased, the hole diameter is reduced, and the pipe is laid Yi Labian. At this time, the high-quality solid-free retaining wall is selected, so that the slurry has less water loss, and the contact between the wall of the hole and water is reduced. The primary reaming is enlarged, the holes are cleared for two times, and the expansion of the stratum 11 can be effectively prevented, and the pipe is extruded and laid.

S345: mud is lost.

And (3) reaming the loose backfill soil layer, the underground water level is lower, the sandy silt layer, the sand layer and the soft soil layer of the river bed bottom. The mud is not returned from the orifice, but is leaked from the inside of the hole, so that the concentration and viscosity of the mud are increased, mud skin leakage is formed on the hole wall, and the mud leakage is effectively prevented. When crossing river, mud is lost but can not be prevented from leaking, which is natural.

The construction method of laying pipes in different soil layers is described in detail as follows:

and (3) paving a pipe in the quicksand layer for construction:

reaming the quicksand layer, wherein a complete hole cannot be formed after reaming, and the quicksand has adsorption force characteristics and causes resistance to the paved pipe.

Before the tube is pulled, heavy colloid solid phase slurry is selected, the back expansion speed is slowed down, the slurry and the quicksand are fully emulsified, and the quicksand is suspended in the holes, so that the adsorption force of the quicksand is eliminated. During pipe laying, the running sand flows out of the borehole with the mud.

In the construction of the stratum 11 with strong viscosity by pipe laying:

the highly viscous formation 11 is reamed and the clay remains in the pores in the form of lumps, which are difficult to stir into slurry. When the pipe is laid, the mud blocks are piled up and extruded, and the pipe is extruded and deformed.

Before the pipe is laid, the holes are cleared for one time, and then the pipe is laid. The deformation of the pipe is small, and the test is qualified. The deformation of the pipe is large, the pipe is pulled out for repair, and the pipe cannot be repaired for scrapping treatment.

In the pipe laying construction process, as a plurality of mud blocks remain in the holes, the holes collapse and the diameter is reduced, and when the pipe is easy to be blocked:

before the blockage, the back-dragging pressure gauge is gradually lifted, when the gauge needle is lifted, the back-dragging speed is paused or slowed down, the slurry amount is increased, and the pipe blockage can be avoided. After the pipe is blocked, the bulldozer and the excavator are adjusted to drag the pipe out. And recleaning Kong Puguan.

Thus, the construction process of the quick-replacement back-reaming device and the reaming method of the preferred embodiment is completed.

Referring to fig. 9, fig. 9 is a schematic structural view of a rotary joint according to a preferred embodiment of a quick-change back-reaming device and a reaming method of the present invention. The structure of the back expansion device in this embodiment will be described in detail:

in this embodiment, reamer bit 161 includes bit body 1611 and drag 1612; wherein the bit body 1611 is used for rotary reaming; the dragging member 1612 is disposed at one end of the drill body 1611, the drill body 1611 is connected to the rotary joint 163 through the dragging member 1612, and a first connecting hole is disposed on the dragging member 1612.

The rotary joint 163 in the present embodiment includes a first connecting portion 1631 and a second connecting portion 1632. One end of the first connecting part 1631 is connected with the dragging piece 1612, one end of the second connecting part 1632 is connected with the pullback drill 163, and the first connecting part 1631 is rotationally connected with the second connecting part 1632;

the first connecting portion 1631 includes two limiting members 16311 disposed opposite to each other and formed to clamp the opening, the limiting members 16311 are provided with second connecting holes corresponding to the first connecting holes, the dragging member 1612 is disposed in the clamping opening, and the dragging member 1612 is connected to the first connecting member portion through bolts.

The second connection part 1632 of the rotary joint 163 in this embodiment is provided with a connection groove 16321 for connecting to the first connection part 1631; the first connecting portion 1631 further includes a rotating member 16312, the rotating member 16312 is disposed in the connecting slot 16321, and the first connecting portion 1631 is rotatably connected to the second connecting portion 13242 through the rotating member 16312. One end of the rotating member 1612 is detachably connected to the limiting member 16311 through a bolt.

Referring to fig. 10, fig. 10 is a schematic structural diagram of a rotary joint according to a second embodiment of a quick-change back-reaming device and a reaming method of the present invention. The second implementation structure of the rotary joint of the present invention is as follows:

the rotary joint 5 in the present embodiment includes a first connection portion 51 and a second connection portion 52. One end of the first connecting part 51 is connected with a dragging piece, one end of the second connecting part 52 is connected with a pull-back drill rod, and the first connecting part 51 is rotationally connected with the second connecting part 52; the first connecting portion 51 includes two limiting members 511 disposed opposite to each other and formed to clamp the opening, and the limiting members 511 are connected to the dragging member by bolts. In this embodiment, the opening of the rotary joint 5 for clamping the reamer bit is adjustable in size, so that the adaptability of the rotary joint 5 is improved.

Referring to fig. 11 and 12, fig. 11 is a schematic view illustrating an initial bit structure of an adaptor according to a second embodiment of a quick-change back reaming device and a reaming method of the present invention. Fig. 12 is a schematic view of an adapter extrusion bit structure of a second embodiment of a quick-change back reaming device and reaming method according to the present invention.

In the present embodiment, the first connection portion 51 of the rotary joint 5 includes a limiting member 511, a fixing seat 515, and an elastic member 5153; one end of the limiting member 511 is provided with an adjusting rod 512, and one end of the adjusting rod 512, which is close to the center of the opening, is provided with a limiting block 513. The fixed seat 515 is fixedly connected with one end of the second connecting portion 52, a limiting groove 5151a is arranged on the fixed seat 515, the limiting groove 5151a is used for accommodating the adjusting rod 512, and a stop block 5151b is arranged at the opening of the limiting groove 5151 a. The elastic member 5153 is disposed between the limiting block 513 and the stop 5151b, and is used for extruding the limiting block 513, so that the stability of connection between the rotary joint 5 and the reamer bit is improved.

Further, in this embodiment, the two sets of limiting members 511 are all adjustably connected with the fixing base 515, so as to further improve the adjustment range of the opening of the hole-enlarging drill, and improve the practicability of the rotary joint in this embodiment.

Referring to fig. 13 and 14, fig. 13 is a schematic structural view of a first fixing member according to a second embodiment of a quick-replacing back-reaming device and reaming method of the present invention, and fig. 14 is a schematic structural view of a second fixing plate according to a second embodiment of a quick-replacing back-reaming device and reaming method of the present invention.

The fixing base 515 in this embodiment includes a first fixing member 5151 and a second fixing plate 5152 assembled by being spliced with each other; the first fixing member 5151 is fixedly connected with the second connecting portion, the limiting groove 5151a is disposed on one side of the first fixing member 5151 away from the first connecting portion 51, and a first fixing hole 5151c is further disposed on one side of the first fixing member 5151 away from the first connecting portion 51; the second fixing plate 5152 is disposed on a side of the first fixing member 5151 remote from the first connection portion 51, and the second fixing plate 5152 is disposed between the two limiting members 511, the second fixing plate 5152 is provided with a second fixing hole 5152a matching the first fixing hole 5151c, and the first fixing member 5151 and the second fixing plate 5152 are fixedly connected by a fastener.

In addition, in this embodiment, the end of the limiting member 511 away from the opening is further provided with a protection plate 514, and the structure of the protection plate 514 is matched with the structure of the outer ring of the fixing seat 515.

Preferably, the protection plate 514 in this embodiment has an arc structure, and the periphery of the fixing base 515 is provided with a avoiding notch 5154 for embedding the protection plate 514. The structural design improves the contact area between the fixed seat 515 and the limiting piece 511, and improves the stability of the whole structure of the rotary joint 5.

The elastic member 5153 of the rotary joint 5 in the present embodiment includes an initial position and a pressing position. When the elastic member 5153 is at the initial position, the distance between the two limiting members 511 in the rotary joint 5; less than the distance between the two stoppers 511 in the rotary joint 5 when the elastic member 5153 is in the pressing position.

When the dragging member for fixing the reamer bit is connected, the elastic member 5153 is deformed by being pressed from the initial position by relatively moving the two limiting members 511 away from each other; when the opening distance between the two limiting pieces 511 is larger than the width of the dragging piece of the reamer bit, the dragging piece of the reamer bit is placed in the opening between the two limiting pieces 511, and the limiting pieces 511 correspond to the connecting holes of the dragging pieces; then, under the elastic recovery of the elastic member 5153, the two limiting members 511 are driven to approach each other until the dragging member is clamped; finally, the limiting piece 511 is fastened and connected with the dragging piece through a fastening bolt.

Through setting up the rotary joint 5 with adjustable centre gripping opening size on the basis of first embodiment, promoted rotary joint 5's suitability, but the reamer bit of fixed not unidimensional has promoted the practicality of non-excavation horizontal directional drilling pipe laying construction device.

In summary, although the present invention has been described in terms of the preferred embodiments, the above-mentioned embodiments are not intended to limit the invention, and those skilled in the art can make various modifications and alterations without departing from the spirit and scope of the invention, so that the scope of the invention is defined by the appended claims.

Claims

1. A quick replacement's back expands device for back expands the guiding hole, its characterized in that, quick replacement's back expands device includes:

The reamer bit comprises

The drill bit body is used for rotating and reaming; and

2. The quick change back-expanding apparatus of claim 1, wherein the second connecting portion is provided with a connecting groove for connecting the first connecting portion;

3. The quick-change back-expanding device according to claim 2, wherein the size of the opening is adjustable, one end of the limiting piece is provided with an adjusting rod, one end of the adjusting rod, which is close to the center of the opening, is provided with a limiting block,

the first connection portion further includes:

4. A quick change back-expanding apparatus as claimed in claim 3 wherein both sets of said stop members are adjustably connected to said mounting base.

5. The quick change flash unit of claim 4, wherein the mounting block comprises:

6. The quick change back-expanding device of claim 5, wherein the end of the limiting member away from the opening is further provided with a protection plate, and the protection plate structure is matched with the fixing base outer ring structure.

7. A reaming method, characterized in that the rapid replacement back reaming device according to any one of claims 1-6 is used for drilling and laying pipelines in a stratum, wherein the stratum comprises a lower excavation area, an extension area and an upper excavation area which are sequentially arranged; the drilling machine drives the drill rod to drive the pilot bit to drill from an entry point on the surface of the stratum, and the pilot bit sequentially passes through a lower digging area, an extending area and an upper digging area in the stratum according to a drilling track until the pilot bit reaches an exit point position, and the pilot bit is drilled or manually dug out; forming a guide hole for communicating an inlet point with an outlet point in the stratum; the construction steps of the reaming method comprise:

s31: the diameter of the reamed hole is calculated,

S32: after the guide hole is formed, the guide drill bit is taken down, a reaming drill bit is connected, the other end of the reaming drill bit is connected with a pull-back drill rod, and reaming and drilling construction is carried out through the pull-back drill rod;

s4: and (3) pipe laying construction:

8. The reaming method of claim 7, wherein S34 comprises:

s341: drilling stuck in the drilling process, namely:

9. The reaming method of claim 7, wherein S34 further comprises:

10. The reaming method according to claim 7, wherein an entry point is provided in the lower excavated area, an exit point is provided in the upper excavated area, and a straight line direction between the entry point and the exit point is taken as a guide track;

Along the guiding track, the length of the digging area is L ₁ Length of the extension regionThe degree is L2, and the length of the upper digging area is L ₃ ，