CN116896025A - Non-excavation drag pipe construction method - Google Patents
Non-excavation drag pipe construction method Download PDFInfo
- Publication number
- CN116896025A CN116896025A CN202311042668.8A CN202311042668A CN116896025A CN 116896025 A CN116896025 A CN 116896025A CN 202311042668 A CN202311042668 A CN 202311042668A CN 116896025 A CN116896025 A CN 116896025A
- Authority
- CN
- China
- Prior art keywords
- pipe
- drilling
- concrete
- pore canal
- bundle
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 43
- 238000009412 basement excavation Methods 0.000 title claims abstract description 23
- 238000005553 drilling Methods 0.000 claims abstract description 91
- 239000004567 concrete Substances 0.000 claims abstract description 75
- 239000002184 metal Substances 0.000 claims abstract description 26
- 239000011148 porous material Substances 0.000 claims description 53
- 239000002002 slurry Substances 0.000 claims description 26
- 238000000034 method Methods 0.000 claims description 17
- 229910000831 Steel Inorganic materials 0.000 claims description 14
- 239000010959 steel Substances 0.000 claims description 14
- 230000001681 protective effect Effects 0.000 claims description 9
- 238000005507 spraying Methods 0.000 claims description 8
- 239000011440 grout Substances 0.000 claims description 6
- 230000009191 jumping Effects 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 3
- 230000001788 irregular Effects 0.000 abstract description 4
- 230000035939 shock Effects 0.000 abstract description 4
- 239000010410 layer Substances 0.000 description 21
- 238000002347 injection Methods 0.000 description 16
- 239000007924 injection Substances 0.000 description 16
- 230000000052 comparative effect Effects 0.000 description 6
- 239000012530 fluid Substances 0.000 description 5
- 239000002689 soil Substances 0.000 description 5
- 239000004801 Chlorinated PVC Substances 0.000 description 4
- 229920000457 chlorinated polyvinyl chloride Polymers 0.000 description 4
- 230000003287 optical effect Effects 0.000 description 4
- 239000011241 protective layer Substances 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 4
- 239000000243 solution Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 239000004743 Polypropylene Substances 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 239000011248 coating agent Substances 0.000 description 2
- 238000000576 coating method Methods 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- -1 polypropylene Polymers 0.000 description 2
- 229920001155 polypropylene Polymers 0.000 description 2
- 239000002994 raw material Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241001391944 Commicarpus scandens Species 0.000 description 1
- 241000405070 Percophidae Species 0.000 description 1
- 239000000654 additive Substances 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
- 238000005266 casting Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 229920001903 high density polyethylene Polymers 0.000 description 1
- 239000004700 high-density polyethylene Substances 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 239000011499 joint compound Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the technical field of underground pipeline construction, and particularly discloses a non-excavation drag pipe construction method, which comprises the steps of digging a working pit, guiding and drilling, arranging a pipe bundle to be installed, back-drawing and reaming, pouring concrete and the like, wherein the concrete pouring pipe and a protection pipe are arranged into the pipe bundle, a metal net is spirally wound on the outer layer of the pipe bundle, the metal net does not influence the path trend of an internal cable and the protection pipe thereof, and the non-excavation drag pipe construction method has certain flexibility and plasticity and is suitable for irregular cable laying paths; the cable protection layer obtained after concrete pouring has higher shock resistance, can be prevented from being directly penetrated by hard and sharp mechanical equipment such as a pipe jacking drill bit, an excavator and the like, and has lower risk of external damage.
Description
Technical Field
The invention relates to the technical field of underground pipeline construction, in particular to a non-excavation drag pipe construction method.
Background
In recent years, with the rapid development of urban construction, various large municipal engineering projects are fully spread in the whole market range, mainly relating to municipal major engineering, subways, bridges, roads, real estate development, urban supporting pipe network water service, electric power, telecommunication, gas construction and the like, and providing higher requirements and challenges for safe operation of a power grid. After counting tripping accidents caused by external force damage (external damage) in recent years, it is found that the external damage tripping accidents caused by damage to the cable top pipe section during the construction of the pulling pipe account for more than 60% of the total number of external damage tripping accidents, so that a novel pulling pipe construction technology is needed to be proposed to reduce the risk of external damage of the top pipe section.
The current common non-excavation drag pipe construction method is a horizontal directional drilling method, is not influenced by the pipeline burial depth, and has high construction speed and low cost. Since the path of the horizontal directional drill is parabolic, only flexible protective tubing can be used as a cable protective layer. The flexible protection tubes such as MPP and HDPE tubes adopt modified polypropylene as main raw materials, and have the advantages of good insulativity, small friction resistance, high temperature resistance, pressure resistance, curvature requirement satisfaction and the like, but have insufficient pressure resistance and are easy to break through when facing hard and sharp mechanical equipment such as push pipe drills, excavators and the like, so that internal cables are damaged. Therefore, the risk of external breakage of the cable protection layer of the drag pipe laid by adopting the horizontal directional drilling method is high.
Disclosure of Invention
The invention provides a non-excavation drag pipe construction method, which solves the technical problem that the cable protection layer of the drag pipe laid by the existing non-excavation drag pipe construction method has higher risk of external breakage.
The invention provides a non-excavation drag pipe construction method, which comprises the following steps:
digging an inlet working pit and a terminal working pit according to a preset cable laying path;
drilling a first cell from the inlet pit to the destination pit;
arranging concrete pouring pipes provided with a plurality of spraying holes and a preset number of protection pipes into a pipe bundle, and spirally wrapping a metal net on the outer layer of the pipe bundle to obtain a pipe bundle to be installed;
reaming the first pore canal until the diameter of the pore canal meets the preset condition to obtain a second pore canal;
drawing the tube bundle to be installed into the second duct;
and injecting concrete grout into the concrete pouring pipe at a preset pressure until the concrete grout fills up the gap between the second pore canal and the pipe bundle to be installed.
Optionally, the drilling a first cell from the inlet pit to the end pit specifically includes:
drilling holes from the inlet working pit to the end working pit by adopting a drilling machine;
continuously tracking and detecting the drilling machine by using a guiding instrument, and measuring real-time parameters of drilling;
and adjusting the drilling parameters of the drilling machine in real time according to the drilling real-time parameters.
Optionally, the spiral wrapping metal mesh on the outer layer of the tube bundle comprises:
and spirally wrapping a metal net on the outer layer of the tube bundle, and welding a plurality of positions of the metal net, which are in lap joint with each circle of spiral.
Optionally, reaming the first duct until the duct diameter meets a preset condition to obtain a second duct, including:
changing the drill bit of the drilling machine according to the current diameter of the first pore canal;
carrying out back-reaming on the first pore canal by adopting the drilling machine, and adjusting drilling parameters of the drilling machine in real time according to geological conditions;
after the back-reaming is finished, if the diameter of the pore canal does not reach the preset diameter, skipping to execute the bit of the drilling machine according to the current diameter of the first pore canal;
if the diameter of the pore canal reaches the preset diameter, judging whether the back traction force and the back expansion torque of the back expansion reaming meet preset stable conditions, if so, obtaining a second pore canal, if not, executing the back expansion reaming of the first pore canal by adopting the drilling machine in a jumping way, and adjusting the drilling parameters of the drilling machine in real time according to geological conditions.
Optionally, injecting concrete into the concrete pouring pipe at a preset pressure until the concrete fills the gap between the second duct and the pipe bundle to be installed, specifically including:
and injecting concrete slurry into the concrete pouring pipe at a preset pressure by adopting a pressure pump at the port on one side of the second port, and adjusting grouting parameters of the pressure pump in real time according to the pressure of the pressure pump and the slurry outlet condition of the port until the concrete slurry fills up a gap between the second port and the pipe bundle to be installed.
Optionally, the trenchless tractor pipe construction method further comprises:
drawing a cable into the protective tube;
backfilling the entry work pit and the destination work pit.
Optionally, the spraying hole is arranged in the middle of the concrete pouring pipe.
Optionally, the arrangement mode of the plurality of spraying holes on the concrete pouring pipe is an array type.
Optionally, the arranging into a tube bundle includes binding and fixing the concrete pouring tube and one of the protection tubes.
Optionally, the metal mesh is a steel wire mesh, and the steel wire diameter of the steel wire mesh is 2mm to 5mm.
From the above technical scheme, the invention has the following advantages:
the invention provides a non-excavation drag pipe construction method, wherein concrete pouring pipes and protective pipes are arranged into a pipe bundle, a metal net is adopted to spirally wrap the outer layer of the pipe bundle, the metal net does not influence the path trend of cables and the protective pipes in the inner part, and the non-excavation drag pipe construction method has certain flexibility and plasticity and is suitable for irregular cable laying paths; the cable protection layer obtained after concrete pouring has higher shock resistance, can be prevented from being directly penetrated by hard and sharp mechanical equipment such as a pipe jacking drill bit, an excavator and the like, and has lower risk of external damage.
Drawings
In order to more clearly illustrate the embodiments of the invention or the technical solutions of the prior art, the drawings which are used in the description of the embodiments or the prior art will be briefly described, it being obvious that the drawings in the description below are only some embodiments of the invention, and that other drawings can be obtained from these drawings without inventive faculty for a person skilled in the art.
FIG. 1 is a flow chart of steps of a method for constructing a trenchless tractor pipe according to a first embodiment of the present invention;
fig. 2 is a schematic structural diagram of a trenchless tractor pipe construction according to a first embodiment of the present invention;
FIG. 3 is a schematic cross-sectional view of a trenchless tractor tube construction according to a first embodiment of the present invention;
fig. 4 is a schematic view of an injection hole according to a first embodiment of the present invention.
Detailed Description
The embodiment of the invention provides a method for solving the technical problem.
In order to make the objects, features and advantages of the present invention more comprehensible, the technical solutions in the embodiments of the present invention are described in detail below with reference to the accompanying drawings, and it is apparent that the embodiments described below are only some embodiments of the present invention, but not all embodiments of the present invention. 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.
Referring to fig. 1 to 4, fig. 1 is a flowchart illustrating steps of a method for constructing a trenchless tractor pipe according to a first embodiment of the present invention; fig. 2 is a schematic structural diagram of a trenchless tractor tube according to a first embodiment of the present invention, fig. 3 is a schematic sectional diagram of a trenchless tractor tube according to a first embodiment of the present invention, and fig. 4 is a schematic view of an injection hole according to a first embodiment of the present invention.
The first embodiment of the invention provides a non-excavation drag pipe construction method, which comprises the following steps:
and 101, excavating an inlet working pit and a terminal working pit according to a preset cable laying path.
It will be appreciated that the tractor tube construction requires the excavation of an entry and a destination pit at each of the entry and exit locations of the pipeline, according to the pre-designed cabling path. The inlet working pit is used for determining the initial position of a cable pipeline, installing a drilling machine and a drilling machine operating platform, pulling a pipe to be in place, supplying drilling fluid, concrete slurry and the like required by drilling machine construction; the terminal working pit is used for determining the outlet position of the cable pipeline, recovering and storing slurry discharged in the construction of the drilling machine and the like; drilling fluid refers to the fluid used to mix with the cuttings as they are directed to the borehole, including water, bentonite and additives, and mud refers to the mixture of drilling fluid and cuttings.
The excavation depth of the inlet working pit and the end working pit can be determined according to the factors of the pre-designed pipeline elevation of the cable laying, the dimension of the horizontal directional drilling machine and the like, and the general depth is 1-2 meters.
Step 102, drilling a first cell from the import pit to the endpoint pit.
The center line of the first duct is the center line of the required laying pipeline, and the first duct is preferably a circular duct with a diameter of about 100 mm.
In a preferred embodiment, step 102 comprises in particular the following sub-steps S11 to S13:
s11, drilling holes from an inlet working pit to a destination working pit by adopting a drilling machine;
s12, continuously tracking and detecting the drilling machine by using a guide instrument, and measuring real-time parameters of drilling;
s13, adjusting drilling parameters of the drilling machine in real time according to the drilling real-time parameters.
It will be appreciated that the drilling machine used in the present invention is a non-excavation horizontal directional drilling machine, and the drill bit used in the drilling machine in step 102 is a pilot bit; the guide instrument is a non-excavation guide instrument, the guide instrument can continuously track and detect a signal transmitter arranged in the guide drill bit, and the measured real-time drilling parameters comprise the position, the vertex angle, the depth and the temperature of the guide drill bit, the facing angle of a duckbill plate of the drilling machine, the state of a battery in the signal transmitter and the like; the drilling parameters comprise drilling parameters such as the drilling direction, the rotating speed and the drilling fluid flow of the pilot bit, and the like, and the central line of the first pore canal can be ensured to be the central line of a pipeline to be laid by adjusting the drilling parameters of the drilling machine in real time.
Furthermore, a special person can continuously track and detect a signal transmitter arranged in the pilot bit by using a handheld non-excavation pilot, the maximum guiding depth of the pilot is preferably 18m, the real-time drilling parameters are continuously measured, the real-time drilling parameters are fed back to a remote synchronous monitor on a drilling machine operation table of a starting point working pit, and an operator can grasp the state of the drilling track in the first pore canal according to the real-time drilling parameters, and if the deviation is good, the state of the drilling track in the first pore canal is corrected in time.
In addition, the drilling machine should press slowly when drilling just begins, the drilling speed is improved after the drilling is normally carried out, the guidance and stability of the drilling machine must be maintained in the drilling process, the situation that whether the torque of the pilot bit changes, the drilling speed is suddenly changed, the slurry is leaked or not is concerned at all, if the situation happens, the machine is stopped immediately, the reason is found out, and corresponding measures are taken for treatment.
And 103, arranging the concreting pipes 2 provided with the plurality of jet holes 3 and the preset number of protection pipes 4 into a pipe bundle, and spirally wrapping the metal net 5 on the outer layer of the pipe bundle to obtain the pipe bundle to be installed.
The concrete pouring pipe 2 and the protection pipe 4 may be made of the same material, preferably an MPP (Modified Polypropylene ) pipe with high mechanical strength, and the inner diameter of the concrete pouring pipe 2 is preferably 50mm; a plurality of cables and/or optical cables can be placed in one protection tube, and the preset number and the inner diameter of the protection tube 4 can be set according to the number of cables and the number of optical cables to be laid; the concrete pouring pipe 2 and one of the protection pipes 4 can be bound and fixed at a certain distance by using a binding belt, and the distance between binding positions is preferably 8-10 m.
The aperture of the injection hole 3 is preferably 10mm; since the path of the horizontal directional drill is parabolic, the position of the injection hole 3 can be selected in the middle of the concrete placement pipe 2, i.e., the lowest point of the parabola, and the middle position of the concrete placement pipe 2 can be directly determined according to the cabling length. Further, the arrangement manner of the plurality of injection holes on the concrete pouring pipe 2 may be an array, in a specific embodiment, six injection holes are arranged on the concrete pouring pipe 2, two rows of injection holes are distributed along the axial direction of the concrete pouring pipe 2, three rows of injection holes are distributed along the circumferential direction of the concrete pouring pipe 2, one injection hole is arranged on the axial tangential plane of the concrete pouring pipe 2 at intervals of 120 degrees, and the distance between the injection holes in the same axial row may be 20cm.
After the protective tube 4 and the concrete pouring tube 2 are arranged into a tube bundle, the metal net 5 can be spirally wrapped on the outermost layer of the tube bundle from the back-dragging starting end of the tube bundle; the back-pulling start end is one end of the second duct 1 when the tube bundle is pulled into the second duct 1. The metal mesh 5 can be a steel wire mesh, the diameter of steel wires of the steel wire mesh is preferably 2mm to 5mm, the aperture is preferably 3 x 3mm, the length is unlimited, the width is preferably 1m, the thickness is preferably 0.5cm, and the steel wire mesh can be rolled up and transported to a construction site for standby after being prefabricated by a steel bar production factory every 100 m. In order to reduce the construction time and the energy consumption, the lap joint position of each spiral of the metal mesh 5 can be welded at a plurality of positions, preferably the upper, lower, left and right positions, until the coating of the whole tube bundle is completed. The spiral wrapped metal net 5 can play a role in integrally binding the tube bundles, so that the arrangement of the tubes in the tube bundles is prevented from being uncontrolled, and the concrete pouring tubes 2 can be ensured to be positioned at the uppermost end of the tube bundles when the tube bundles to be installed are dragged into the second pore canal later.
Because the metal net 5 has certain flexibility and plasticity, the path trend of the cable and the protection pipe inside is not influenced, the obtained tube bundle to be installed also has certain flexibility and plasticity, and is suitable for irregular cable laying paths; at present, due to the shortage of urban underground space, one duct possibly penetrates into an unfixed number of protection pipes according to the number of needed high-voltage cables and/or optical cables, so that the inner diameter of the protection pipe at the outermost layer is not fixed, and the metal net 5 adopted by the invention is not limited by the number of cable pipelines, and only needs to be wrapped at the outermost layer according to the thickness of an actual pipe bundle at a construction site, thereby flexibly meeting the protection requirements of different cable scenes.
Step 104, reaming the first pore canal until the diameter of the pore canal meets the preset condition, and obtaining the second pore canal 1.
It should be noted that the center of the finally obtained second duct 1 should coincide with the center line of the first duct, and the diameter of the second duct 1 should be 1.2-1.5 times the diameter of the tube bundle to be installed, and the preset condition may be set accordingly.
In a preferred embodiment, step 104 comprises in particular the following sub-steps S21 to S24:
s21, replacing a drill bit of the drilling machine according to the diameter of the current first pore canal;
s22, carrying out back-pull reaming on the first pore canal by adopting a drilling machine, and adjusting drilling parameters of the drilling machine in real time according to geological conditions;
s23, after back reaming is completed, if the diameter of the pore canal does not reach the preset diameter, the step S21 is executed in a jumping mode;
and S24, if the diameter of the pore canal reaches the preset diameter, judging whether the back traction force and the back expansion torque of the back expansion hole meet the preset stable conditions, if so, obtaining a second pore canal 1, and if not, jumping to execute the step S22.
It will be appreciated that after step 102 is completed, the starting rod and pilot bit of the drill may be replaced with a back-reaming bit for back-reaming; when in back reaming, the drilling speed of the drilling machine can be reasonably controlled according to the geological condition of the current position of the drilling machine, so that slag discharge of the drilling machine is facilitated.
It should be noted that the diameter of the finally obtained second porthole 1 should be 1.2-1.5 times the diameter of the tube bundle to be installed, and the preset diameter can be set accordingly. The back reaming is generally carried out for 3-5 times to finish the reaming of the first pore canal, each back reaming is carried out by replacing the back reaming bit according to the latest diameter of the first pore canal, and the diameter of the back reaming bit is required to be increased step by step and is not allowed to be subjected to the out-of-step reaming.
Step 105, drawing the tube bundle to be installed into the second portholes 1.
It should be noted that the tube bundle to be installed may be pulled back together to the designated area of the second porthole 1 when the drilling machine pulls back and reams the hole last time in step 104. Before being drawn into the second duct 1, the back-drawing end of the tube bundle to be installed needs to be sealed, so that slurry in the second duct 1 is prevented from entering the concrete pouring tube 2 and the protection tube 4.
And 106, injecting concrete grout into the concrete pouring pipe 2 at a preset pressure until the concrete grout fills the gap between the second pore canal 1 and the pipe bundle to be installed.
In a preferred embodiment, step 106 specifically includes:
and injecting concrete slurry into the concrete pouring pipe 2 at a preset pressure by adopting the pressure pump 6 at the hole opening at one side of the second hole opening 1, and adjusting grouting parameters of the pressure pump 6 in real time according to the pressure of the pressure pump 6 and the slurry outlet condition of the hole opening until the concrete slurry fills the gap between the second hole opening 1 and the pipe bundle to be installed.
It will be appreciated that after step 105 is completed, a concrete casting process must be performed to increase the compressive strength of the pipe. The side of the second pore canal 1 is the side dragged into the tube bundle to be installed, the pressure pump 6 is used for injecting liquid concrete slurry into the concrete pouring tube 2, and due to the principle of the pouring pile, the concrete slurry is sprayed out from the spraying hole on the concrete pouring tube 2 and gradually fills the two ends of the second pore canal, and meanwhile, the slurry in the second pore canal 1 is discharged and extruded. Wherein, a small part of concrete slurry is injected into the soil layer of the wall of the second pore canal 1, so that the tube bundle and the peripheral soil body are sealed and bonded, and the strength and the stability of the peripheral soil foundation of the second pore canal are improved; most concrete slurry and the metal net 5 are integrated into a whole, the gap between the second pore canal 1 and the tube bundle to be installed is filled, and the reinforced concrete armor layer for wrapping the protection tube 4 is formed after solidification, so that the impact resistance of the cable protection layer is effectively improved, and the risk of external damage is reduced.
The mixing ratio of each raw material of the concrete slurry is adjusted according to the soil property condition of the construction site and the design requirement.
The grouting parameters of the pressure pump 6 include injection pressure, etc., the injection pressure of the pressure pump 6 is preferably greater than 0.1MPa, and the injection pressure can be adjusted to perform separate injections. In the process of pouring concrete, the injection pressure can be adjusted in real time according to the reading of the pressure gauge of the pressure pump 6 and the slurry outlet condition of the nearby slurry outlet which is communicated with the pressure gauge. In addition, cleaning work of the machine tool and equipment is finished in time after grouting construction is finished.
In a preferred embodiment, the trenchless tractor pipe construction method provided by the invention further comprises:
drawing the cable into the protective tube 4;
backfilling the inlet work pit and the end work pit.
It will be appreciated that the cable threading operation may be performed after step 105 is complete and acceptable. The protection pipe 4 can adopt MPP pipe, and the inner wall is smooth, and the aperture is reasonable, and cable and/or optical cable can pass the pipeline easily through the pulling to the pulling head, accomplishes the laying.
The first embodiment of the invention provides a non-excavation drag pipe construction method, wherein a concrete pouring pipe 2 and a protection pipe 4 are arranged into a pipe bundle, a metal net 5 is spirally wrapped on the outer layer of the pipe bundle, the metal net 5 does not influence the path trend of an internal cable and the protection pipe thereof, and the non-excavation drag pipe construction method has certain flexibility and plasticity and is suitable for irregular cable laying paths; the cable protection layer obtained after concrete pouring has higher shock resistance, can be prevented from being directly penetrated by hard and sharp mechanical equipment such as a pipe jacking drill bit, an excavator and the like, and has lower risk of external damage.
The second embodiment of the invention provides a novel non-excavation drag pipe laying method, which comprises the following steps:
step 201, excavating an inlet working pit and an end working pit at the inlet and outlet positions of a cable pipeline by adopting an excavator according to a preset cable laying path.
Step 202, drilling a first pore canal from an inlet working pit to an end point working pit by adopting a non-excavation horizontal directional drilling machine, arranging a special person to use a handheld non-excavation guiding instrument while drilling, and continuously tracking and checking a signal transmitter arranged in a guiding drill bit to ensure that the central line of the first pore canal is the central line of a pipeline to be laid.
In this embodiment, the center line of the first duct is set to be a parabola with the deepest 1.5m and the length of 20 m.
And 203, arranging one concrete pouring pipe and two protection pipes into a pipe bundle, and spirally wrapping a metal net on the outer layer of the pipe bundle to obtain the pipe bundle to be installed.
And binding and fixing one concrete pouring pipe and one protection pipe at intervals of 8m by using the binding tape. The concrete pouring pipe and the protection pipe are made of the same MPP pipe material, and the inner diameter of the concrete pouring pipe is 50mm. According to the cable laying length of 20m, two left and right positions of the middle part (namely 10 m) of the concrete pouring pipe are selected for drilling, the distance between the left and right positions is 20cm horizontally, each position is provided with one spraying hole at intervals of 120 degrees on the axial tangent plane of the pouring pipe, namely 6 spraying holes are arranged at the two positions in total, and the aperture is about 10mm.
The metal net adopts a dense mesh steel wire net which is prefabricated in a steel bar production factory and has the width of 1m, the thickness of 0.5cm and the length of 100m, and is rolled and transported to a construction site for standby. After 2 MPP protection pipes and one concrete pouring pipe are welded on site and are arranged into a pipe bundle, a 1m wide steel wire net is spirally wrapped on the outermost layer of the pipe bundle from a back drawing starting end. And (3) welding the lap joint position of each spiral of the steel wire mesh at 4 positions up, down, left and right until the coating of the whole tube bundle is completed.
204, after the first pore canal is drilled, replacing an initial rod and a pilot bit of a drilling machine with a back-reaming bit to carry out back-reaming on the first pore canal, and carrying out back-reaming for 3 times until the diameter of the hole to be reamed is 1.5 times of the total diameter of the pipe bundle to be installed, so as to obtain a second pore canal; the tube bundle to be installed is pulled back together to the designated area of the second porthole when the drill reams the last time.
Step 205, drawing one side of the tube bundle to be installed into the second pore canal, and injecting concrete slurry into the concrete pouring tube at a preset pressure until the concrete slurry fills the gap between the second pore canal and the tube bundle to be installed.
The concrete slurry is sprayed out from the spraying holes on the concrete pouring pipe, is gradually filled into the two ends of the second pore canal, fills the gap between the second pore canal and the pipe bundle to be installed, and simultaneously discharges and extrudes slurry in the second pore canal, so that the strength and stability of the soil foundation around the pipeline are improved; after the concrete slurry and the outer steel wire mesh are solidified, a reinforced concrete armor layer wrapping the protection pipe is formed; the injection pressure of the pressure pump is selected to be 0.2MPa, a grouting process is arranged, a special person controls the reading of a grouting pressure gauge, the grouting condition of a nearby grouting outlet which is communicated is checked, and cleaning work of equipment is timely carried out after grouting construction is finished.
And 206, carrying out cable threading operation after acceptance, and dragging the cable into the protection tube.
The MPP pipe material adopted by the protection pipe has smooth inner wall and reasonable aperture, and the high-voltage cable can easily pass through the pipeline by pulling the pulling head, so that the laying is completed.
Comparative example one provides a trenchless tractor tube construction method differing from example two in that steps 201, 202, 205 and 207 are included only.
The second comparative example provides a trenchless tractor tube construction method which is different from the second example in that the method only comprises steps 201, 202, 205 and 207, wherein CPVC (Chlorinated Polyvinyl Chloride, chlorinated polyvinyl chloride resin) tubes are adopted as the protection tube and the concrete pouring tube.
The hand-held pile drivers were used to simulate external damage above the cable protective layers obtained by the methods of example 2, comparative example 1 and comparative example 2, respectively, and the hydraulic impact force of the machine was continuously increased to observe whether the protective tube was perforated. The following table shows the test results:
TABLE 1 impact resistance test results
| Type of cable protective layer | Impact resistance | |
| Example two | Reinforced concrete armor layer | 20N/mm 2 |
| Comparative example one | MPP pipe | 12N/mm 2 |
| Comparative example two | CPVC pipe | 10N/mm 2 |
As can be seen from the test results in Table 1, the reinforced concrete armor layer formed by the trenchless pulling pipe construction method provided by the invention has better shock resistance and lower risk of external damage of the cable protective layer.
The above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit and scope of the technical solutions of the embodiments of the present invention.
Claims (10)
1. The non-excavation drag pipe construction method is characterized by comprising the following steps:
digging an inlet working pit and a terminal working pit according to a preset cable laying path;
drilling a first cell from the inlet pit to the destination pit;
arranging concrete pouring pipes provided with a plurality of spraying holes and a preset number of protection pipes into a pipe bundle, and spirally wrapping a metal net on the outer layer of the pipe bundle to obtain a pipe bundle to be installed;
reaming the first pore canal until the diameter of the pore canal meets the preset condition to obtain a second pore canal;
drawing the tube bundle to be installed into the second duct;
and injecting concrete grout into the concrete pouring pipe at a preset pressure until the concrete grout fills up the gap between the second pore canal and the pipe bundle to be installed.
2. The method of trenchless tractor tube construction of claim 1, wherein the drilling a first tunnel from the entry worksite to the destination worksite comprises:
drilling holes from the inlet working pit to the end working pit by adopting a drilling machine;
continuously tracking and detecting the drilling machine by using a guiding instrument, and measuring real-time parameters of drilling;
and adjusting the drilling parameters of the drilling machine in real time according to the drilling real-time parameters.
3. The method for constructing the trenchless pulling pipe of claim 1, wherein the step of spirally wrapping the metal mesh on the outer layer of the pipe bundle comprises the steps of:
and spirally wrapping a metal net on the outer layer of the tube bundle, and welding a plurality of positions of the metal net, which are in lap joint with each circle of spiral.
4. The method for constructing a trenchless tractor tube of claim 1, wherein reaming the first duct until the diameter of the duct meets a predetermined condition to obtain a second duct comprises:
changing the drill bit of the drilling machine according to the current diameter of the first pore canal;
carrying out back-reaming on the first pore canal by adopting the drilling machine, and adjusting drilling parameters of the drilling machine in real time according to geological conditions;
after the back-reaming is finished, if the diameter of the pore canal does not reach the preset diameter, skipping to execute the bit of the drilling machine according to the current diameter of the first pore canal;
if the diameter of the pore canal reaches the preset diameter, judging whether the back traction force and the back expansion torque of the back expansion reaming meet preset stable conditions, if so, obtaining a second pore canal, if not, executing the back expansion reaming of the first pore canal by adopting the drilling machine in a jumping way, and adjusting the drilling parameters of the drilling machine in real time according to geological conditions.
5. The method according to claim 1, wherein the concrete is poured into the concrete pouring pipe at a predetermined pressure until the concrete fills the gap between the second duct and the tube bundle to be installed, specifically comprising:
and injecting concrete slurry into the concrete pouring pipe at a preset pressure by adopting a pressure pump at the port on one side of the second port, and adjusting grouting parameters of the pressure pump in real time according to the pressure of the pressure pump and the slurry outlet condition of the port until the concrete slurry fills up a gap between the second port and the pipe bundle to be installed.
6. The trenchless tractor tube construction method of claim 1, further comprising:
drawing a cable into the protective tube;
backfilling the entry work pit and the destination work pit.
7. The trenchless pipe construction method of claim 1 wherein the jet hole is provided in a middle portion of the concrete placement pipe.
8. The method for constructing a trenchless pipe of claim 7 wherein a plurality of said spouting holes are arranged in an array on said concrete placement pipe.
9. The method of constructing a trenchless tractor tube of claim 1 wherein said finishing into a tube bundle includes lashing and securing said concrete placement tube to one of said protective tubes.
10. The trenchless pipe construction method of claim 1 wherein the metal mesh is steel wire mesh having a wire diameter of 2mm to 5mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311042668.8A CN116896025A (en) | 2023-08-17 | 2023-08-17 | Non-excavation drag pipe construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311042668.8A CN116896025A (en) | 2023-08-17 | 2023-08-17 | Non-excavation drag pipe construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN116896025A true CN116896025A (en) | 2023-10-17 |
Family
ID=88312225
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311042668.8A Pending CN116896025A (en) | 2023-08-17 | 2023-08-17 | Non-excavation drag pipe construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116896025A (en) |
-
2023
- 2023-08-17 CN CN202311042668.8A patent/CN116896025A/en active Pending
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106320346B (en) | Campshed adds anchor cable grouting behind shaft or drift lining deep foundation pit supporting construction method | |
| CN102522723B (en) | Power cable crossing method without excavating ground surface | |
| CN107060796A (en) | One kind uses Slurry Balanced Pipe Jacking Construction technique | |
| CN109208637A (en) | Increase the construction method of open-cut station newly on the basis of existing tunnel | |
| CN102619522A (en) | Construction method for subway contact passage | |
| CN110778323A (en) | Construction method for pulling and passing buried pipeline | |
| CN110374607A (en) | Construction of the highway technique is worn under a kind of tunnel | |
| CN112252973A (en) | Non-excavation directional drilling construction method for pipeline buried channel | |
| CN110130901A (en) | On across both wired Urban Underground mining sectbn construction methods | |
| CN111379573B (en) | Connecting system for connecting shield tunnel in middle of oil and gas pipeline | |
| CN111810714B (en) | Gathering and transportation pipeline directional drilling and gathering beam laying construction method | |
| CN113622961A (en) | Long-distance pipe-jacking construction method for long-distance heat transmission network steam pipe with large diameter | |
| CN109024675B (en) | Construction method for trenchless directional crossing of underground pipe gallery group pipes | |
| CN113802582A (en) | Mountain supporting method for near special-shaped buildings in hilly areas | |
| CN111322075B (en) | Backfill slip casting system behind wall for shaft boring machine | |
| CN109113749A (en) | Four line large section railway tunnel construction method of weak surrounding rock | |
| CN116896025A (en) | Non-excavation drag pipe construction method | |
| CN112815144A (en) | Artificial pipe jacking construction process | |
| CN112145203A (en) | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method | |
| CN115306407A (en) | Method for shield launching by adopting vertical liquid nitrogen freezing reinforcement and steel sleeve | |
| CN111379574B (en) | Method for connecting oil-gas pipeline into shield tunnel from middle | |
| CN113914773A (en) | Large-diameter steel pipe directional drilling opposite-penetrating drilling dragging method installation construction method | |
| CN114705126A (en) | Deep goaf optical fiber construction guiding device, process and full-stratum monitoring method | |
| CN113338950A (en) | Shield closed arrival construction method of freezing method and cement system combined steel sleeve | |
| CN108590668B (en) | Method for drawing pipes of overlength pipe shed of underground excavation station |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |