WO2023019796A1 - 浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法 - Google Patents
浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法 Download PDFInfo
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- WO2023019796A1 WO2023019796A1 PCT/CN2021/133642 CN2021133642W WO2023019796A1 WO 2023019796 A1 WO2023019796 A1 WO 2023019796A1 CN 2021133642 W CN2021133642 W CN 2021133642W WO 2023019796 A1 WO2023019796 A1 WO 2023019796A1
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- WIPO (PCT)
- Prior art keywords
- drilling
- pressure
- mud
- orifice
- pipe
- Prior art date
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 46
- 238000000034 method Methods 0.000 title claims abstract description 35
- 239000002689 soil Substances 0.000 title claims abstract description 21
- 238000007710 freezing Methods 0.000 title claims abstract description 15
- 230000008014 freezing Effects 0.000 title claims abstract description 15
- 239000002002 slurry Substances 0.000 title abstract description 20
- 238000005553 drilling Methods 0.000 claims description 92
- 230000015572 biosynthetic process Effects 0.000 claims description 43
- 238000005755 formation reaction Methods 0.000 claims description 43
- 238000007906 compression Methods 0.000 claims description 35
- 230000006835 compression Effects 0.000 claims description 34
- 239000004576 sand Substances 0.000 claims description 32
- 238000007789 sealing Methods 0.000 claims description 32
- 239000012530 fluid Substances 0.000 claims description 17
- 238000012856 packing Methods 0.000 claims description 17
- 238000012544 monitoring process Methods 0.000 claims description 12
- 241000251468 Actinopterygii Species 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 5
- 229910000975 Carbon steel Inorganic materials 0.000 claims description 4
- 239000010962 carbon steel Substances 0.000 claims description 4
- 230000005484 gravity Effects 0.000 claims description 4
- 244000025254 Cannabis sativa Species 0.000 claims description 3
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 claims description 3
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 claims description 3
- 235000009120 camo Nutrition 0.000 claims description 3
- 235000005607 chanvre indien Nutrition 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims description 3
- 239000011487 hemp Substances 0.000 claims description 3
- -1 polytetrafluoroethylene Polymers 0.000 claims description 3
- 229920001343 polytetrafluoroethylene Polymers 0.000 claims description 3
- 239000004810 polytetrafluoroethylene Substances 0.000 claims description 3
- 239000002245 particle Substances 0.000 abstract description 9
- 230000035699 permeability Effects 0.000 abstract description 3
- 230000000087 stabilizing effect Effects 0.000 abstract 5
- 239000012466 permeate Substances 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 239000012528 membrane Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
- E21B7/046—Directional drilling horizontal drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
- E21B33/138—Plastering the borehole wall; Injecting into the formation
Definitions
- the freezing method was introduced into municipal engineering construction, it has become one of the main construction methods for strengthening unstable strata with its unique advantages.
- the first-tier urban rail transit has crossed three-dimensional crossings, crossing freezing projects have emerged continuously, and the distance of horizontal drilling has become longer and longer.
- the water-rich sandy pebble formation is a typical mechanically unstable formation. Its basic characteristics are loose structure, no cementation, granular shape of different sizes, and hole collapse sometimes occurs during drilling.
- the drill will be blocked and the drilling will be affected, and the drilling will be difficult to form; on the other hand, due to the shallow burial depth of the municipal freezing project, usually less than 30m, and the high permeability coefficient of the sandy pebble formation, if the retaining wall is damaged during horizontal drilling If the mud pressure is not well controlled, it is very easy to cause mud to emerge from the ground.
- the technical problem to be solved by the present invention is to provide a long-distance horizontal frozen drilling mud pressure-holding drilling method for shallow-covered soil, water-rich sand and pebble formations that solve the problem of hole collapse and ground slurry eruption during drilling.
- a long-distance horizontal freezing drilling mud pressure-holding drilling method in shallow overlying soil, water-rich sand and pebble formations which is characterized in that it includes the following steps: [0005] Step A: Orifice pipe installation, on the concrete wall Carry out a drilling and coring, insert the front end of the orifice tube into the core drilling hole and fix it; Step B: Auxiliary equipment installation, install the compression seal assembly at the end of the orifice tube, and connect the end of the orifice tube with Install pressure monitoring and adjustment components on the orifice pipe between concrete walls; Step C: Drill pipe installation, pass the drill pipe through the compression seal assembly and penetrate into the orifice pipe; Step D: Configure wall protection mud, wall protection mud The specific gravity is 1.03-1.05, the viscosity is 40-50s, and the water loss is less than 10mL; Step E: Start the drill pipe, perform secondary drilling to coring the concrete wall and drill through the concrete wall.
- the configured retaining mud is pressurized and delivered to the drilling place through the drill pipe; the retaining mud penetrates into the water-rich sandy pebble formation and forms a mud film on the inner wall of the borehole to form a drilling system.
- the flow rate of the retaining mud is 30-60L /min; the drilling speed is 0.5 ⁇ 1.0m/min.
- step B the pressure monitoring and adjusting component controls the pressure of the wall protection mud in the drilling hole to not exceed 0.6 MPa.
- the pressure monitoring and adjusting component controls the pressure of the wall protection mud in the drilling hole to be stable at 0.2-0.3 MPa during normal drilling.
- step A the front end of the pipe wall of the orifice pipe is provided with fish scale buttons, and the surface of the fish scale buttons is wrapped with hemp silk.
- the specification of the orifice pipe is ⁇ 168*5mm
- the material of the orifice pipe is carbon steel
- the fish scale buckle is The length is 300mm
- the depth of one drilling and coring is 300mm.
- the pressure monitoring and adjustment components include an anti-seismic pressure gauge and an orifice check valve, and the pipe walls of the orifice pipes are respectively installed
- the pressure monitoring and adjustment components include an anti-seismic pressure gauge and an orifice check valve, and the pipe walls of the orifice pipes are respectively installed
- the fluid inlet of the second ball valve and the fluid inlet of the third ball valve are in fluid communication with the annular space between the drill pipe and the orifice pipe respectively;
- the anti-seismic pressure gauge is installed on The fluid outlet end of the third ball valve;
- the orifice check valve is installed at the fluid outlet end of the second ball valve.
- the orifice one-way valve includes a valve body, a sealing block, a spring and a screw rod, and the first end of the valve body is connected to the The fluid outlet end of the second ball valve is connected, the inner wall of the second end of the valve body is provided with an internal thread, the first end of the screw rod is threaded in the second end of the valve body, the spring and the sealing block They are all arranged in the valve body, the middle part of the inner wall of the valve body is provided with a boss, the first end of the sealing block is in sealing fit with the boss, the first end of the spring is in contact with the first end of the sealing block The two ends are overlapped, the second end of the spring is overlapped with the first end of the screw rod, a water outlet is opened on the side wall of the valve body within the stroke of the first end of the sealing block, and the valve body is provided with a water outlet.
- the tail end of the orifice pipe is fixedly connected with a first ball valve, and the first end of the first ball valve is connected to the orifice.
- the compression seal assembly includes a fixed cylinder, a packing, a compression sleeve and bolts, the fixed cylinder and the compression sleeve are both set on the surface of the drill pipe, and the first end of the fixed cylinder is connected to the first
- the second end of a ball valve is fixedly connected, the inner wall of the fixed cylinder is provided with a groove along its circumference, the packing is arranged in the groove, and the inner wall of the packing is in close contact with the surface of the drill pipe.
- the first end of the compression sleeve is inserted into the second end of the fixing cylinder, and the first end surface of the compression sleeve is pressed against one end surface of the packing, and the fixing cylinder
- Both the second end and the second end of the compression sleeve are fixedly connected with a flange, and the edge of the flange at the second end of the fixing cylinder is uniformly opened with through holes along its circumference, and the second end of the compression sleeve is The edge of the flange at the end is uniformly provided with threaded holes along its circumference, and the ends of the bolts pass through the through holes and are screwed into the threaded holes.
- the packing is made of wear-resistant oil-containing polytetrafluoroethylene material.
- the present invention aims at the hole collapse and ground slurry phenomenon existing in the drilling process of shallow overlying soil, water-rich sand and pebble strata, by configuring the retaining mud with specific performance parameters, and transporting the retaining mud into the borehole under a certain pressure, By controlling the reasonable drilling speed, the pressure of the retaining mud in the borehole and the parameters of the retaining mud, the three are matched with each other.
- the retaining mud has a certain time to penetrate into the gaps in the sand and pebble formation, so as to fill the particle gaps and form a mud film with a thickness of about 50mm on the inner wall of the borehole; After the mud film is formed, the loose and non-cemented particles are firstly cemented to avoid the phenomenon of drilling caused by hole collapse; secondly, after the formation of the mud film, the generation of slurry on the ground can be avoided within the corresponding working pressure range.
- the compression sealing component by setting the compression sealing component, on the one hand, it can stabilize the normal rotation and drilling of the drill pipe;
- the pressure of the retaining mud in the hole can prevent the ground from overflowing due to too high pressure of the retaining mud and prevent the mud film from being formed due to too low pressure of the retaining mud;
- the orifice check valve can adjust the pressure of the retaining mud in the hole according to the real-time drilling situation.
- FIG. 1 Schematic diagram of the side view section structure of the present invention
- Fig. 2 The enlarged schematic diagram of A place in Fig. 1 of the present invention
- Fig. 3 The enlarged schematic diagram of B in Fig. 1 of the present invention
- reference numerals in the figure are represented as: 1-shock-resistant pressure gauge; 2-orifice one-way valve; 201-valve body; 202-water outlet; 203-sealing block; 204-spring ;205-screw; 3-mud film; 4-water-rich sand and pebble formation; 5-concrete wall; 6-orifice pipe; 7-the first ball valve; root; 803-compression sleeve; 804-bolt; 9-drill pipe; 10-wall mud; 11-second ball valve; 12-third ball valve; 13-sleeve; 14-fourth ball valve; road.
- 1-shock-resistant pressure gauge 2-orifice one-way valve
- 201-valve body 202-water outlet
- Step A Orifice pipe 6 is installed, and a drilling and coring is carried out on the concrete wall 5, The depth of a drilling coring is 300mm, the front end of the orifice pipe 6 is inserted into the core drilling hole, an expansion screw is placed on the concrete wall 5, and the orifice pipe 6 is welded with the expansion screw.
- the front end of the pipe wall is provided with a fish scale buckle, and the surface of the fish scale buckle is wrapped with hemp silk.
- Step B Auxiliary equipment installation, install a compression seal assembly 8 at the tail end of the orifice pipe 6, and install it between the tail end of the orifice pipe 6 and the concrete wall 5 Install a pressure monitoring and adjusting component on the orifice pipe 6 of the borehole, and the pressure monitoring and adjusting component controls the pressure of the retaining mud 10 in the borehole to maintain within the range of 0.2-0.3 MPa, and the maximum does not exceed 0.6 MPa;
- Step C Install the drill pipe 9 , passing the drill pipe 9 through the compression sealing assembly 8 and penetrating into the orifice pipe 6;
- step D configure the wall protection mud 10, the specific gravity of the wall protection mud 10 is 1.03-1.05, the viscosity is 40-50s, and the water loss is less than 10mL;
- Step E Start the drill pipe
- the flow rate of the wall protection mud 10 is 30-60 L/min, and the drilling speed is 0.5-1.0m/min; by configuring the retaining mud 10 and transporting the retaining mud 10 under a certain pressure, a reasonable drilling speed is controlled so that the pressure of the retaining mud 10 and the drilling speed match each other.
- the retaining mud 10 ensures the unimpeded grouting of the orifice, and on the other hand, it ensures that the retaining mud 10 has a certain period of time to penetrate into the gaps in the sand and pebble formation, thereby filling the particle gaps to form the mud film 3; after the mud film 3 is formed, it first cements the original Loose and non-cemented particles can avoid the phenomenon of drill holding caused by hole collapse; secondly, after the mud film 3 is formed, it can avoid the generation of slurry on the ground within the corresponding working pressure range.
- the pressure monitoring and adjustment assembly includes an anti-seismic pressure gauge 1 and an orifice check valve 2, and a second ball valve 11 and a third ball valve 12 are respectively installed on the pipe wall of the orifice pipe 6, so that The fluid inlet of the second ball valve 11 and the fluid inlet of the third ball valve 12 are in fluid communication with the annular space between the drill pipe 9 and the orifice pipe 6 respectively;
- the anti-seismic pressure gauge 1 is installed on the third ball valve 12;
- the orifice check valve 2 is installed on the fluid outlet end of the second ball valve 11;
- the orifice check valve 2 includes a valve body 201, a sealing block 203, a spring 204 and a screw 205,
- the first end of the valve body 201 communicates with the fluid outlet of the second ball valve 11, the number of water outlets 202 is four, the diameter of a single water outlet 202 is 10mm, and the outer diameter of the valve body 201 is 40mm,
- the diameter of the water inlet is 16mm, the
- the pressure of the retaining mud 10 is to avoid excessive pressure of the retaining mud 10 causing the ground to leak out and avoid the formation of the mud film 3 due to the pressure of the retaining mud 10 being too low.
- the orifice check valve 2 can adjust the retaining mud in the hole according to the real-time drilling situation 10 to reduce the pressure fluctuation of the retaining mud 10, so that the pressure of the retaining mud 10 is in a relatively stable state; a water outlet 202 is provided on the side wall of the valve body 201 within the stroke of the first end of the sealing block 203, and the valve
- the outer periphery of body 201 is covered with sleeve 13, and the outer diameter of described sleeve 13 is 90mm, and sleeve 13 can play the purpose of preventing wall protection mud 10 from splashing, and there is a certain distance between sleeve 13 and valve body 201 simultaneously, It can ensure the smooth discharge of particles.
- the tail end of the orifice pipe 6 is fixedly connected with a first ball valve 7, and the first end of the first ball valve 7 is connected with the tail end of the orifice pipe 6, and the compression sealing assembly
- the first end of 8 is connected with the second end of the first ball valve 7, and the drill pipe 9 passes through the compression sealing assembly 8 and the first ball valve 7 in sequence and penetrates into the orifice pipe 6;
- the tight sealing assembly 8 includes a fixing cylinder 801, a packing 802, a compression sleeve 803 and a bolt 804.
- Both the fixing cylinder 801 and the compression sleeve 803 are sleeved on the surface of the drill pipe 9, and the first of the fixing cylinder 801 end is fixedly connected with the second end of the first ball valve 7, the inner wall of the fixed cylinder 801 is provided with a groove along its circumference, the packing 802 is arranged in the groove, and the packing 802 The inner wall is attached to the surface of the drill pipe 9.
- the packing 802 is a wear-resistant oil-containing polytetrafluoroethylene material with a specification of 20 mm.
- the first end of the compression sleeve 803 is inserted into the second end of the fixing cylinder 801.
- the first end surface of the compression sleeve 803 is pressed against the one end surface of the packing 802, and the second end of the fixing cylinder 801 and the second end of the compression sleeve 803 Both are fixedly connected with a flange, the edge of the flange at the second end of the fixing cylinder 801 is uniformly provided with through holes along its circumference, and the edge of the flange at the second end of the compression sleeve 803 is evenly provided with holes along its circumference.
- threaded hole the end of the bolt 804 passes through the through hole and is threaded in the threaded hole, by setting the compression sealing assembly 8, on the one hand, the normal rotation of the drill rod 9 can be stabilized;
- the grout acts as a seal.
- the wall protection mud can be fully hydrated
- stir the bentonite convey the retaining mud into the borehole under the pressure of 0.2-0.3MPa, and control the drilling speed to 0.5-1.0m/min, the flow rate of the retaining mud 10 is 30-60L/min, control the reasonable drilling
- the feeding speed, the pressure of the retaining mud in the borehole and the performance parameters of the retaining mud make the three match each other.
- the retaining mud has a certain time to penetrate into the gaps in the sand and pebble formation, so as to fill the particle gaps and form a mud film with a thickness of about 50mm on the inner wall of the borehole;
- the originally loose and non-cemented particles are firstly cemented to avoid the phenomenon of drill holding caused by hole collapse; secondly, after the formation of a 50mm thick mud membrane, the permeability coefficient of the sand and pebble formation is reduced. It can avoid the generation of slurry on the ground.
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- Mining & Mineral Resources (AREA)
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- Environmental & Geological Engineering (AREA)
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Abstract
公开了浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，包括以下步骤：孔口管（6）安装、辅助设备安装、钻杆（9）安装、配置护壁泥浆（10）和启动钻杆（9）；通过配置护壁泥浆，并调节护壁泥浆的流量和压力，控制合理的钻进速度，使护壁泥浆压力和钻进速度相互匹配；一方面保证了孔口回浆的畅通性，另一方面保证护壁泥浆有一定的时间向砂卵石地层缝隙间渗透，从而填充颗粒缝隙形成泥膜；形成泥膜后，首先胶结了原本松散、无胶结的颗粒，避免塌孔导致抱钻现象的发生；其次，泥膜形成后，减小了地层的渗透系数，在相应的工作压力区间内能够避免地面冒浆的产生。
Description
本发明涉及冻结法施工钻孔技术领域。具体地说是浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法。
冻结法引入市政工程建设以来，以其独特的优势成为加固不稳定地层的主要工法之一。近年来，随着一线城市轨道交通立体交叉穿越，穿越冻结工程不断涌现，水平钻孔的距离越来越长。富水砂卵石地层是一种典型的力学不稳定地层，其基本特征是结构松散、无胶结，呈大小不等的颗粒状，在钻孔过程中塌孔时有发生。一方面塌孔后产生抱钻影响钻进，钻孔难以成型；另一方面，由于市政冻结工程埋深比较浅，通常小于30m，加之砂卵石地层由于渗透系数大，水平钻孔过程中若护壁泥浆压力控制不好，极易导致地面冒浆。
为此，本发明所要解决的技术问题在于提供一种解决钻孔过程中塌孔及地面冒浆的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法。
本发明提供如下技术方案：浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，包括以下步骤：
[0005]
步骤A：孔口管安装，在混凝土墙上进行一次钻孔取芯，将孔口管前端插入取芯钻孔中并固定；
步骤B：辅助设备安装，在孔口管的尾端安装压紧密封组件，并在孔口管的尾端与混凝土墙之间的孔口管的上安装压力监控及调节组件； 步骤C：钻杆安装，将钻杆穿过压紧密封组件并穿入到孔口管内；
步骤D：配置护壁泥浆，护壁泥浆的比重为1.03～1.05、粘度40～50s、失水量小于10mL； 步骤E：启动钻杆，对混凝土墙进行二次钻孔取芯并钻透混凝土墙，取出岩芯后，安装泥浆管路，将配置好的护壁泥浆加压经过钻杆输送至钻进处；护壁泥浆向富水砂卵石地层内渗透并在钻孔内壁上形成泥膜，形成钻进系统，护壁泥浆的流量为30～60L/min；钻进速度为0.5～1.0m/min。
上述浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，在步骤B中，所述压力监控及调节组件控制钻孔内护壁泥浆压力不超过0.6MPa。
上述浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，所述压力监控及调节组件控制正常钻进过程中钻孔内护壁泥浆压力稳定在0.2～0.3MPa。
上述浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，步骤A中，所述孔口管的管壁前端设置有鱼鳞扣，所述鱼鳞扣的表面包裹有麻丝。
上述浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，所述孔口管的规格为φ168*5mm，所述孔口管的材质为碳素钢，所述鱼鳞扣的长度为300mm，所述一次钻孔取芯的深度为300mm。
上述浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，所述压力监控及调节组件包括抗震压力表和孔口单向阀，所述孔口管的管壁上分别安装有第二球阀和第三球阀，所述第二球阀的流体入口和所述第三球阀的流体入口分别与钻杆和孔口管之间的环形空间流体导通；所述抗震压力表安装在所述第三球阀的流体出口端；所述孔口单向阀安装在所述第二球阀的流体出口端。
上述浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，所述孔口单向阀包括阀体、密封块、弹簧和螺杆，所述阀体的第一端与所述第二球阀的流体出口端连通，所述阀体的第二端内壁开设有内螺纹，所述螺杆的第一端螺纹连接在所述阀体第二端内，所述弹簧和所述密封块均设置在所述阀体内，所述阀体的内壁中部设置有凸台，所述密封块的第一端与所述凸台密封配合，所述弹簧的第一端与所述密封块的第二端搭接，所述弹簧的第二端与所述螺杆的第一端搭接，所述密封块第一端行程内的所述阀体侧壁上开设有出水口，所述阀体的外围套有套筒。
上述浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，所述孔口管的尾端固定连接有第一球阀，所述第一球阀的第一端与所述孔口管尾端连接，所述压紧密封组件的第一端与所述第一球阀的第二端连接，所述钻杆依次穿过所述压紧密封组件和第一球阀并穿入孔口管内；所述压紧密封组件包括固定筒、盘根、压紧套和螺栓，所述固定筒和压紧套均套在所述钻杆的表面，所述固定筒的第一端与所述第一球阀的第二端固定连接，所述固定筒的内壁沿其周向设置有凹槽，所述盘根设置在所述凹槽内，所述盘根的内壁与所述钻杆的表面贴合，所述压紧套的第一端插入所述固定筒第二端内，且所述压紧套的第一端端面与所述盘根的一端端面压紧贴合，所述固定筒的第二端和所述压紧套的第二端上均固定连接有法兰盘，所述固定筒第二端的法兰盘边沿沿其周向均匀开设有通孔，所述压紧套第二端的法兰盘边沿沿其周向均匀开设有螺纹孔，所述螺栓的端部穿过所述通孔并螺纹连接在所述螺纹孔内。
上述浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，所述盘根为耐磨含油型聚四氟乙烯材料。
1、本发明针对浅覆土富水砂卵石地层钻孔过程中存在的塌孔及地面冒浆现象，通过配置具有特定性能参数的护壁泥浆，并在一定的压力下向钻孔内输送护壁泥浆，通过控制合理的钻进速度、钻孔内护壁泥浆压力和护壁泥浆参数，使得三者相互匹配。一方面保证了孔口回浆的畅通性，另一方面保证护壁泥浆有一定的时间向砂卵石地层缝隙间渗透，从而填充颗粒缝隙在钻孔内壁上形成厚度为50mm左右的泥膜；形成泥膜后，首先胶结了原本松散、无胶结的颗粒，避免塌孔导致抱钻现象的发生；其次，泥膜形成后，在相应的工作压力区间内能够避免地面冒浆的产生。
2、本发明，通过设置压紧密封组件，一方面能够稳定钻杆正常转动钻进，另一方面对回浆起到了密封的作用；通过设置压力监控及调节组件，能够实时监测钻进过程中孔内护壁泥浆的压力，避免护壁泥浆压力过高引起地面冒浆和避免护壁泥浆压力过小导致泥膜无法形成；孔口单向阀能够根据实时钻进的情况调节孔内护壁泥浆的压力，减少护壁泥浆压力波动，使护壁泥浆压力处于相对稳定的状态；通过孔口单向阀与抗震压力表的配合使用，不仅解决了浅覆土富水砂卵石地层钻进过程中的塌孔难题，而且通过护壁泥浆在孔壁渗透成膜及压力控制，解决了钻孔过程中的地面冒浆难题，实现了浅覆土富水砂卵石地层中长距离水平冻结钻孔顺利成孔。
图1 本发明的侧视剖面结构示意图；图2
本发明图1的A处放大示意图；图3
本发明图1的B处放大示意图；图中附图标记表示为：1-抗震压力表；2-孔口单向阀；201-阀体；202-出水口；203-密封块；204-弹簧；205-螺杆；3-泥膜；4-富水砂卵石地层；5-混凝土墙；6-孔口管；7-第一球阀；8-压紧密封组件；801-固定筒；802-盘根；803-压紧套；804-螺栓；9-钻杆；10-护壁泥浆；11-第二球阀；12-第三球阀；13-套筒；14-第四球阀；15-护壁泥浆管路。
请参阅图1，浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，包括以下步骤： 步骤A：孔口管6安装，在混凝土墙5上进行一次钻孔取芯，一次钻孔取芯的深度为300mm，将孔口管6前端插入取芯钻孔中，在混凝土墙5上打上膨胀螺钉，并将孔口管6与膨胀螺钉焊接，所述孔口管6的管壁前端设置有鱼鳞扣，所述鱼鳞扣的表面包裹有麻丝，所述孔口管6的规格为φ168*5mm，所述孔口管6的材质为碳素钢，碳素钢的型号为20#，所述鱼鳞扣的长度为300mm； 步骤B：辅助设备安装，在孔口管6的尾端安装压紧密封组件8，并在孔口管6的尾端与混凝土墙5之间的孔口管6上安装压力监控及调节组件，所述压力监控及调节组件控制钻孔内护壁泥浆10压力保持在0.2～0.3MPa范围内，最大不超过0.6MPa； 步骤C：钻杆9安装，将钻杆9穿过压紧密封组件8并穿入到孔口管6内；步骤D：配置护壁泥浆10，护壁泥浆10的比重为1.03～1.05、粘度40～50s、失水量小于10mL；
步骤E：启动钻杆9，对混凝土墙5进行二次钻孔取芯并钻透混凝土墙5，取出岩芯后，安装泥浆管路15，将配置好的护壁泥浆10加压经过钻杆9输送至钻进处；护壁泥浆10向富水砂卵石地层4内渗透并在钻孔内壁上形成泥膜3，形成钻进系统，护壁泥浆10的流量为30～60L/min，钻进速度为0.5～1.0m/min；通过配置护壁泥浆10，并在一定的压力下输送护壁泥浆10，控制合理的钻进速度，使护壁泥浆10压力和钻进速度相互匹配。一方面保证了孔口回浆的畅通性，另一方面保证护壁泥浆10有一定的时间向砂卵石地层缝隙间渗透，从而填充颗粒缝隙形成泥膜3；形成泥膜3后，首先胶结了原本松散、无胶结的颗粒，避免塌孔导致抱钻现象的发生；其次，泥膜3形成后，在相应的工作压力区间内能够避免地面冒浆的产生。
如图3所示，所述压力监控及调节组件包括抗震压力表1和孔口单向阀2，所述孔口管6的管壁上分别安装有第二球阀11和第三球阀12，所述第二球阀11的流体入口和所述第三球阀12的流体入口分别与钻杆9和孔口管6之间的环形空间流体导通；所述抗震压力表1安装在所述第三球阀12的流体出口端；所述孔口单向阀2安装在所述第二球阀11的流体出口端；所述孔口单向阀2包括阀体201、密封块203、弹簧204和螺杆205，所述阀体201的第一端与所述第二球阀11的流体出口连通，出水口202的数量为四个，单个出水口202的直径为10mm，所述阀体201的外径是40mm，进水口直径为16mm，所述阀体201的第二端内壁开设有内螺纹，所述螺杆205的第一端螺纹连接在所述阀体201第二端内，所述弹簧204和所述密封块203均设置在所述阀体201内，所述阀体201的内壁中部设置有凸台，所述密封块203的第一端与所述凸台密封配合，所述弹簧204的第一端与所述密封块203的第二端搭接，所述弹簧204的第二端与所述螺杆205的第一端搭接，通过设置压力监控及调节组件，能够实时监测钻进过程中孔内护壁泥浆10的压力，避免护壁泥浆10压力过高引起地面冒浆和避免护壁泥浆10压力过小导致泥膜3无法形成，孔口单向阀2能够根据实时钻进的情况调节孔内护壁泥浆10的压力，减少护壁泥浆10压力波动，使护壁泥浆10压力处于相对稳定的状态；所述密封块203第一端行程内的所述阀体201侧壁上开设有出水口202，所述阀体201的外围套有套筒13，所述套筒13的外径为90mm，套筒13能够起到防止护壁泥浆10飞溅的目的，同时套筒13与阀体201之间存在一定的间距，能够保证颗粒顺利排出。
如图2所示，所述孔口管6的尾端固定连接有第一球阀7，所述第一球阀7的第一端与所述孔口管6尾端连接，所述压紧密封组件8的第一端与所述第一球阀7的第二端连接，所述钻杆9依次穿过所述压紧密封组件8和第一球阀7并穿入孔口管6内；所述压紧密封组件8包括固定筒801、盘根802、压紧套803和螺栓804，所述固定筒801和压紧套803均套在所述钻杆9的表面，所述固定筒801的第一端与所述第一球阀7的第二端固定连接，所述固定筒801的内壁沿其周向设置有凹槽，所述盘根802设置在所述凹槽内，所述盘根802的内壁与所述钻杆9的表面贴合，所述盘根802为耐磨含油型聚四氟乙烯材料，规格为20mm，所述压紧套803的第一端插入所述固定筒801第二端内，且所述压紧套803的第一端端面与所述盘根802的一端端面压紧贴合，所述固定筒801的第二端和所述压紧套803的第二端上均固定连接有法兰盘，所述固定筒801第二端的法兰盘边沿沿其周向均匀开设有通孔，所述压紧套803第二端的法兰盘边沿沿其周向均匀开设有螺纹孔，所述螺栓804的端部穿过所述通孔并螺纹连接在所述螺纹孔内，通过设置压紧密封组件8，一方面能够稳定钻杆9正常转动钻进，另一方面对回浆起到了密封的作用。
工作原理：将钻杆9插入压紧密封组件8后，旋转螺栓804，螺栓804带动压紧套803靠近固定筒801，从而挤压盘根802，盘根802受到挤压后贴紧在钻杆9的表面，实现密封；当需要调节护壁泥浆10的压力时，转动螺杆205，螺杆205旋入或旋出阀体201，使弹簧204受到不同程度的压缩，从而以不同的推力顶动密封块203，从而控制护壁泥浆10泄流的压力；通过孔口单向阀与抗震压力表的配合使用，不仅解决了浅覆土富水砂卵石地层钻进过程中的塌孔难题，而且通过护壁泥浆在孔壁渗透成膜及压力控制，解决了钻孔过程中的地面冒浆难题，实现了浅覆土富水砂卵石地层中长距离水平冻结钻孔顺利成孔。
针对浅覆土富水砂卵石地层钻孔过程中存在的塌孔及地面冒浆现象，通过配置比重为1.03～1.05、粘度40～50s、失水量小于10mL的护壁泥浆，护壁泥浆可选用充分水化并搅匀的膨润土，在0.2～0.3MPa压力下向钻孔内输送护壁泥浆，并控制钻进速度为0.5～1.0m/min，护壁泥浆10的流量为30～60L/min，控制合理的钻进速度、钻孔内护壁泥浆压力和护壁泥浆性能参数，使得三者相互匹配。一方面保证了孔口回浆的畅通性，另一方面保证护壁泥浆有一定的时间向砂卵石地层缝隙间渗透，从而填充颗粒缝隙在钻孔内壁上形成厚度为50mm左右的泥膜；形成泥膜后，首先胶结了原本松散、无胶结的颗粒，避免塌孔导致抱钻现象的发生；其次，50mm厚的泥膜形成后，减小了砂卵石地层的渗透系数，在相应的工作压力区间内能够避免地面冒浆的产生。
显然，上述实施例仅仅是为清楚地说明所作的举例，而并非对实施方式的限定。对于所属领域的普通技术人员来说，在上述说明的基础上还可以做出其它不同形式的变化或变动。这里无需也无法对所有的实施方式予以穷举。而由此所引伸出的显而易见的变化或变动仍处于本专利申请权利要求的保护范围之中。
Claims (9)
- 浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，包括以下步骤： 步骤A：孔口管（6）安装，在混凝土墙（5）上进行一次钻孔取芯，将孔口管（6）前端插入取芯钻孔中并固定； 步骤B：辅助设备安装，在孔口管（6）的尾端安装压紧密封组件（8），并在孔口管（6）的尾端与混凝土墙（5）之间的孔口管（6）的上安装压力监控及调节组件； 步骤C：钻杆（9）安装，将钻杆（9）穿过压紧密封组件（8）并穿入到孔口管（6）内； 步骤D：配置护壁泥浆（10），护壁泥浆（10）的比重为1.03～1.05、粘度40～50s、失水量小于10mL； 步骤E：启动钻杆（9），对混凝土墙（5）进行二次钻孔取芯并钻透混凝土墙（5），取出岩芯后，安装泥浆管路（15），将配置好的护壁泥浆（10）加压经过钻杆（9）输送至钻进处；护壁泥浆（10）向富水砂卵石地层（4）内渗透并在钻孔内壁上形成泥膜（3），形成钻进系统，护壁泥浆（10）的流量为30～60L/min；钻进速度为0.5～1.0m/min。
- 根据权利要求1所述的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，在步骤B中，所述压力监控及调节组件控制钻孔内护壁泥浆（10）压力不超过0.6MPa。
- 根据权利要求2所述的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，所述压力监控及调节组件控制正常钻进过程中钻孔内护壁泥浆（10）压力稳定在0.2～0.3MPa。
- 根据权利要求1所述的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，步骤A中，所述孔口管（6）的管壁前端设置有鱼鳞扣，所述鱼鳞扣的表面包裹有麻丝。
- 根据权利要求4所述的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，所述孔口管（6）的规格为φ168*5mm，所述孔口管（6）的材质为碳素钢，所述鱼鳞扣的长度为300mm，所述一次钻孔取芯的深度为300mm。
- 根据权利要求1所述的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，所述压力监控及调节组件包括抗震压力表（1）和孔口单向阀（2），所述孔口管（6）的管壁上分别安装有第二球阀（11）和第三球阀（12），所述第二球阀（11）的流体入口和所述第三球阀（12）的流体入口分别与钻杆（9）和孔口管（6）之间的环形空间流体导通；所述抗震压力表（1）安装在所述第三球阀（12）的流体出口端；所述孔口单向阀（2）安装在所述第二球阀（11）的流体出口端。
- 根据权利要求6所述的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，所述孔口单向阀（2）包括阀体（201）、密封块（203）、弹簧（204）和螺杆（205），所述阀体（201）的第一端与所述第二球阀（11）的流体出口端连通，所述阀体（201）的第二端内壁开设有内螺纹，所述螺杆（205）的第一端螺纹连接在所述阀体（201）第二端内，所述弹簧（204）和所述密封块（203）均设置在所述阀体（201）内，所述阀体（201）的内壁中部设置有凸台，所述密封块（203）的第一端与所述凸台密封配合，所述弹簧（204）的第一端与所述密封块（203）的第二端搭接，所述弹簧（204）的第二端与所述螺杆（205）的第一端搭接，所述密封块（203）第一端行程内的所述阀体（201）侧壁上开设有出水口（202），所述阀体（201）的外围套有套筒（13）。
- 根据权利要求1所述的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，所述孔口管（6）的尾端固定连接有第一球阀（7），所述第一球阀（7）的第一端与所述孔口管（6）尾端连接，所述压紧密封组件（8）的第一端与所述第一球阀（7）的第二端连接，所述钻杆（9）依次穿过所述压紧密封组件（8）和第一球阀（7）并穿入孔口管（6）内；所述压紧密封组件（8）包括固定筒（801）、盘根（802）、压紧套（803）和螺栓（804），所述固定筒（801）和压紧套（803）均套在所述钻杆（9）的表面，所述固定筒（801）的第一端与所述第一球阀（7）的第二端固定连接，所述固定筒（801）的内壁沿其周向设置有凹槽，所述盘根（802）设置在所述凹槽内，所述盘根（802）的内壁与所述钻杆（9）的表面贴合，所述压紧套（803）的第一端插入所述固定筒（801）第二端内，且所述压紧套（803）的第一端端面与所述盘根（802）的一端端面压紧贴合，所述固定筒（801）的第二端和所述压紧套（803）的第二端上均固定连接有法兰盘，所述固定筒（801）第二端的法兰盘边沿沿其周向均匀开设有通孔，所述压紧套（803）第二端的法兰盘边沿沿其周向均匀开设有螺纹孔，所述螺栓（804）的端部穿过所述通孔并螺纹连接在所述螺纹孔内。
- 根据权利要求8所述的浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法，其特征在于，所述盘根（802）为耐磨含油型聚四氟乙烯材料。
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| CN113585969A (zh) * | 2021-08-19 | 2021-11-02 | 北京中煤矿山工程有限公司 | 浅覆土富水砂卵石地层长距离水平冻结钻孔泥浆保压钻进方法 |
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