LU102928B1 - Pipe jacking construction method for crossing mixed gravel layer and sandstone layer - Google Patents
Pipe jacking construction method for crossing mixed gravel layer and sandstone layer Download PDFInfo
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- LU102928B1 LU102928B1 LU102928A LU102928A LU102928B1 LU 102928 B1 LU102928 B1 LU 102928B1 LU 102928 A LU102928 A LU 102928A LU 102928 A LU102928 A LU 102928A LU 102928 B1 LU102928 B1 LU 102928B1
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- jacking
- pipe
- pipe jacking
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- 238000010276 construction Methods 0.000 title claims abstract description 49
- 239000002689 soil Substances 0.000 claims abstract description 21
- 239000002002 slurry Substances 0.000 claims abstract description 16
- 238000005259 measurement Methods 0.000 claims abstract description 15
- 238000009412 basement excavation Methods 0.000 claims abstract description 7
- 238000002347 injection Methods 0.000 claims abstract description 5
- 239000007924 injection Substances 0.000 claims abstract description 5
- 238000007789 sealing Methods 0.000 claims description 45
- 238000012937 correction Methods 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 13
- 230000008569 process Effects 0.000 claims description 7
- 230000009974 thixotropic effect Effects 0.000 claims description 5
- 230000001360 synchronised effect Effects 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 description 17
- 239000010959 steel Substances 0.000 description 17
- 239000011435 rock Substances 0.000 description 13
- 239000011499 joint compound Substances 0.000 description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 10
- 238000012544 monitoring process Methods 0.000 description 9
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 description 8
- 238000013461 design Methods 0.000 description 7
- 238000006073 displacement reaction Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 230000009471 action Effects 0.000 description 4
- 229910052757 nitrogen Inorganic materials 0.000 description 4
- 238000003825 pressing Methods 0.000 description 4
- 229910000278 bentonite Inorganic materials 0.000 description 3
- 239000000440 bentonite Substances 0.000 description 3
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 3
- 239000004567 concrete Substances 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 241000357293 Leptobrama muelleri Species 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000004020 conductor Substances 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000010881 fly ash Substances 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000011261 inert gas Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 230000032258 transport Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/028—Laying or reclaiming pipes on land, e.g. above the ground in the ground
- F16L1/036—Laying or reclaiming pipes on land, e.g. above the ground in the ground the pipes being composed of sections of short length
-
- 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
- E21B7/00—Special methods or apparatus for drilling
- E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
- E21D9/11—Making by using boring or cutting machines with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/06—Accessories therefor, e.g. anchors
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Mechanical Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Physics & Mathematics (AREA)
- Fluid Mechanics (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer, a working well and a receiving well are respectively arranged at the starting and the ending point) of the 5 pipe jacking construction; installing a jacking equipment in the working well and debugging it; after pushing the pipe jacking machine into the soil through the jacking machine, installing a pipe joint behind the pipe jacking machine to make the pipe jacking machine continue to push a certain distance towards the soil, and then placing the next pipe joint to make the 10 pipe jacking machine continue to push along the pipe j acking construction route; when the pipe j acking machine pushes forward in the mixed gravel layer, increasingthe injection amount ofthixotropic mud, and continuously replenishing the slurry to maintain the pressure balance of the earth bunker on the excavation surface; when the pipe jacking machine pushes forward 15 in the sandstone layer, it guides the pipe jacking machine to correct the deviation through tracking measurement. The jacking scheme is adjusted according to different geology, so that the pipe jacking machine has enough mud in the mixed gravel layer to reduce the jacking resistance, and the jacking machine joints are continuously grouted in the sandstone layer to 20 reduce the resistance, and the deviation is corrected through the jacking curve to avoid the deviation of the jacking pipeline.
Description
BL-5476 : LU102928
BACKGROUND Field of Invention The invention belongs to the technical field of pipe jacking construction, in particular relates to a pipe jacking construction method for crossing a mixed gravel layer and sandstone layer.
Background of the Invention With the development and construction of economy, the number of water conservancy and hydropower projects in China is increasing, and the relevant technologies have become more and more mature. Among many construction technologies, the application of pipe jacking construction can significantly promote the improvement of engineering economic benefits, and can play a very important role in engineering construction.
Pipe jacking construction is a non-excavation construction method, with the help of the jacking force generated by the jacking equipment, the pipe jacking construction overcomes the friction between the pipeline and the surrounding soil, pushes the pipeline into the soil according to the designed slope, and transports the earthwork away.
BL-5476 ? LU102928 When pipe jacking construction is carried out on the river crossing, it is often necessary to cross the rock layer and mixed gravel layer, it has the characteristics of complex crossing stratum, easy hole collapse, difficult jacking of rock section, long top distance and so on, which is easy to cause the problem of pipe jacking offset. Therefore, it is necessary to provide an improved technical solution for the above-mentioned shortcomings of the prior art.
SUMMARY The purpose of the present invention is to overcome the above- mentioned shortcomings of the prior art, and provide a pipe jacking construction method for crossing a mixed gravel layer and sandstone layer. In order to achieve the above purposes, the present invention provides the following technical solutions: a pipe jacking construction method for crossing a mixed gravel layer and sandstone layer, a working well and a receiving well are respectively arranged at the starting point and the ending point of the pipe jacking construction; installing a jacking equipment in the working well and debugging it; after pushing the pipe jacking machine into the soil through the jacking machine, retracting the jacking equipment, installing a pipe joint behind the pipe jacking machine to make the pipe jacking machine
BL-5476 ’ LU102928 continue to push a certain distance towards the soil, and then placing the next pipe joint to make the pipe jacking machine continue to push along the pipe jacking construction route; when the pipe jacking machine pushes forward in the mixed gravel layer, increasing the injection amount of thixotropic mud, and continuously replenishing the slurry to maintain the pressure balance of the earth bunker on the excavation surface; when the pipe jacking machine pushes forward in the sandstone layer, it controls the excavated volume by detecting the pressure of the soil bin, reducing the jacking resistance by combining the synchronous grouting at the tail of the pipe jacking machine with the continuous grouting of the jacked pipe joint, and guides the pipe jacking machine to correct the deviation through tracking measurement.
Beneficial effect: The jacking scheme is adjusted according to different geology, so that the pipe jacking machine has enough mud in the mixed gravel layer to reduce the jacking resistance, and the jacking machine joints are continuously grouted in the sandstone layer to reduce the resistance, and the deviation is corrected through the jacking curve to avoid the deviation ofthe jacking pipeline.
BL-5476 * LU102928
BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is the schematic diagram of elevation transfer survey; Fig. 2 is the distribution diagram of measuring points; Fig. 3 is a schematic diagram of measurement deviation; Fig. 4 is the schematic diagram of deviation analysis; Fig. 5 is the structural diagram of relay room. In the figures: 1. working well; 2. level gauge; 3. hanging steel ruler;
4. pipe jacking machine; 5. pipe joint; 6. prism; 7. laser theodolite; 8. total station; 9. relaying front segment; 10. relaying rear segment; 11. relay jack;
12. sealing ring; 13. nitrogen cylinder.
EMBODIMENT As shown in Fig. 1 to Fig. 5, a pipe jacking construction method for crossing a mixed gravel layer and sandstone layer, a working well 1 and a receiving well are respectively arranged at the starting point and the ending point of the pipe jacking construction, wherein the working well 1 is arranged at the starting point of pipe jacking construction and the receiving well is arranged at the end point of pipe jacking construction; installing and debugging the jacking equipment in the working well 1, the jacking direction of the jacking equipment is consistent with the construction direction, so as to apply jacking force to the pipe jacking machine 4; firstly,
BL-5476 ’ LU102928 after pushing the pipe jacking machine 4 into the soil through the jacking machine, then retracting the jacking equipment, and installing a pipe joint behind the pipe jacking machine 4, so that the pipe jacking machine 4 continue to push into the soil for a certain distance, and then retracting the 5 jacking equipment again to place the next pipe joint 5, so that the pipe jacking machine 4 continues to push along the pipe jacking construction route, so as to carry out the continuous jacking construction of pipe joint 5; when the pipe jacking machine 4 pushes forward in the mixed gravel layer, increasing the injection amount of thixotropic mud, and continuously replenishing the slurry to maintain the pressure balance of the earth bunker on the excavation surface; when the pipe jacking machine 4 pushes forward in the sandstone layer, it controls the excavated volume by detecting the pressure of the soil bin, reducing the jacking resistance by combining the synchronous grouting at the tail of the pipe jacking machine 4 with the continuous grouting of the jacked pipe joint 5, and guides the pipe jacking machine 4 to correct the deviation through tracking measurement.
In the present embodiment, when the mixed gravel layer is pushed, the thixotropic mud injection amount is increased by 50%, so as to ensure sufficient mud protection and avoid slurry loss. During the jacking process of pipe jacking machine 4, the pressure P of its soil bin is less than the active earth pressure Pa of the soil layer where pipe jacking machine 4 is located, that is, when P < Pa, the ground will settle; on the contrary, if the
BL-5476 © LU102928 pressure P of the soil bin is greater than the passive earth pressure Pp of the soil layer where the pipe jacking machine 4 is located, that is, P > Pp, the ground will heave. Therefore, only when the pressure of the soil bin is controlled between Pa << P < Pp to achieve the earth pressure balance, it will not have a great impact on the ground, so as to meet the requirements of ground settlement in pipe jacking construction. In the process of jacking, the pressure Pa << P << Pp of the soil bin is controlled to ensure that the excavation surface is in a balanced state and reduce the back jacking force at the same time.
In this embodiment, the jacking equipment mainly includes a jack frame, a main jack, an oil pressure pump station, a pipe valve and a U- shaped jacking iron, with a rated jacking force of 5000kN, a plurality of main jacks are evenly distributed in the circumferential directions of the pipe joint 5 and are equipped with hydraulic station for driving, the reinforced concrete shaft wall is set at the side of the working shaft 1 where the pipeline is to be constructed, and steel back corresponding to the jacks are arranged. The steel back must have enough rigidity, which adopts the integral structure welded by steel plate (1cm) and HW300 * 305 hot-rolled section steel, pours C30 fine aggregate concrete inside, and the overall dimension of DN1600 pipe jacking back is 3 m (high) x 3 m (width) x 0.3 m thick.
BL-5476 7 LU102928 In another alternative embodiment, at the junction of the mixed gravel layer and the sandstone layer, reducing the jacking pressure of the jacking equipment and increasing the operating speed of the pipe jacking machine
4. During the jacking process, pay attention to the earth pressure at the front side of the pipe jacking machine 4 at all times, so as to ensure the jacking pressure at the front end of the pipe jacking machine 4, appropriately reducing the jacking pressure, increasing the rotating speed and increasing the grouting amount at the same time. In this embodiment, when the pipe jacking machine 4 enters the sandstone layer from the mixed gravel layer, it stops pushing, and the tools of the pipe jacking machine 4 are changed. Specifically, the tool changing is carried out at the initial stage of entering the sandstone layer, at this time, the too changing is not only because the cutter head is worn and the drilling capacity is improved; at the initial stage of entering the sandstone layer, the tool changing is carried out, because the rock layer is not easy to collapse and is referred to as aquiclude, the amount of groundwater is small, and the safety risk of tool changing is small.
Single-edged hobs or double-edged hobs are arranged at the front area and outer edge of the cutter head, according to actual needs, single-edged hobs should be used for hard rock and double-edged hobs should be used for soft rock in the front area of the pipe jacking machine 4, and double- edged hobs should be used for the outer edge. The function of hob is to
BL-5476 ’ LU102928 break rock, and the purpose of breaking rock is achieved by the impact crushing and shear crushing produced by the rolling of cutter. The hob can only roll purely, and the angle of the peripheral hob should be considered during installation, so as to prolong the service life of the hob and ensure the chip diameter of the hob. The number of peripheral hobs should also be increased during configuration. Too large or too small knife spacing of hobs is not conducive to rock breaking. If the spacing is too large, the phenomenon of “rock ridge” will appear between hobs, if the distance is too small, the phenomenon of small fragments will appear between hobs, which will reduce the rock breaking effect.
During rock layer jacking, multi-edge combined hobs are generally arranged at the center of the cutter head, and there are enough muck discharge grooves in each rotation direction, so as to ensure that the muck is discharged into the pipe jacking machine 4 in time. After entering the moderately or strongly weathered sandstone layer, changing the tool through the man-made warehouse, before changing, first removing the muddy water and residual soil in the pressure warehouse, removing the sediment adhered to the head, confirming the changed tool, transporting in(into?) the tool, and then removing the old tool and changing it with a new one. The shutdown time for tool changing is long, which is easy to cause the overall settlement of the machine head, the settlement of the stratum and the ground surface, and damage the ground surface and
BL-5476 ’ LU102928 underground structures. When changing in the section with poor stratum conditions, it must be changed under pressure or pre-reinforced to ensure the stability of the excavation surface and basement.
In this embodiment, when the sandstone layer is pushing, the center position of the cutter head of the pipe jacking machine 4 is changed with a plurality of groups of double-edged hobs or single-edged hobs, and the outer edge of the cutter head is changed with staggered single-edged hobs and multi-edged hobs. The central position of the cutter head is preferably three groups of double-edged hobs, and the three groups of double-edged hobs are distributed in parallel along one of the radial directions of the cutter head. There are three single-edged hobs and three multi-edged hobs on the outer edge of the cutter head.
Alternatively, the tool on the pipe jacking machine 4 in the mixed gravel layer is the same as that in the sandstone layer, and the tool is changed with a new one when the sandstone layer is advancing, so as to improve the propulsion capacity of the pipe jacking machine 4. In another alternative embodiment, during the jacking process, the grouting pipes are arranged at fixed intervals for the jacked pipe joints 5 for continuous grouting. Since there is a large gap between the pipe joint 5 and the surrounding rock, a supporting ring belt is formed around the jacking pipe joint 5 in the rock layer by pressing bentonite, mud or water, and the pressure is kept higher than the fissure water pressure, the pipeline
BL-5476 LU102928 will float in the bentonite mud or water, and the buoyancy can reduce the friction of the outer wall of the pipe.
In another optional embodiment, there are a plurality of relay rooms, and the plurality of relay rooms are spaced between a plurality of pipe joints 5, when the jacking force of the jacking equipment reaches 90% of the preset jacking force of the working well 1, the first relay room is arranged, and when the jacking force of the relay room reaches 80% of the allowable jacking force of the pipe joint 5, the next relay room is arranged until the pipe jacking construction is completed. For example, the maximum thrust that pipe joint 5 can bear is 22685.93kN, and the maximum allowable jacking force of working well 1 is S000kN. When the jacking force reaches 90% of the allowable jacking force of working well 1, that is, 5000kN * 90% = 4500kN, the first relay room needs to be placed, and when the jacking force of intermediate relay room reaches 80% of the allowable total thrust, that is, S000kN * 80% = 4000kN, the next relay room is enabled.
In another embodiment, the water stop ring at the opening needs to be arranged, including embedded steel ring, rubber ring, steel pressing plate and bolt. The water stop ring structure adopts steel flange and pressing plate, and a 30 mm thick rubber water stop ring is clamped in the middle. The rubber ring has high elongation (more than 300%) and wear resistance, the hardness is 45-55, and the permanent deformation is no more than 10%,
BL-5476 LU102928 with the help of pipe jacking, the installed rubber plate is driven to form a reverse water stop device. After installation and fixation, the contact surface between the embedded steel ring plate and the concrete wall are sealed with cement mortar. The inner diameter of the rubber flange shall be less than the outer diameter of the pipe by about 40 cm, and one side shall be turned in by 20 cm. The bolt shall be welded with the embedded steel ring as a whole, and the bolt spacing is 15 cm. The pressing plate shall be tightly pressed with the rubber flange through screws, and the screws shall not be loose.
In another optional embodiment, the relay room includes a relaying front segment 9 and a relaying rear segment 10, wherein the relaying rear segment 10 extends out with a sealing sleeve sleeved inside the relaying front segment 9, an annular limit station corresponding to the sealing sleeve is arranged inside the relaying front segment 9, and a plurality of relay jacks 11 extending parallel to the axis of the relay room are distributed between the annular limit station and the sealing sleeve; the relaying front segment 9 and the relaying rear segment 10 are butted to push the pipe joint 5 through telescopic jacking of the pipe joint 5. There is a deviation correction gap between the outer wall of the sealing sleeve and the inner wall of the relaying front segment 9, which can make the relaying front segment 9 incline relative to the rear end of the relay room, so as to realize the turning and deviation correction of the pipeline, a sealing ring 12 is
BL-5476 LU102928 arranged on the sealing sleeve to avoid the inward infiltration of mud, thus improving the tightness.
The length of the sealing sleeve is matched with the telescopic length of the relay jack 11, when the relay jack 11 is retracted,
the sealing sleeve extends into the relaying front segment 9, and there is a certain gap between the relaying front segment 9 and the relaying rear segment 10. Each time the relay jack 11 extends to push the pipe joint 5 forward.
There are two sealing rings 12, both of which 12 are sleeved on the annular plate, the outer diameter of the annular plate is less than the outer diameter of the sealing ring 12, and the annular plate is concentric with the sealing sleeve, and squeezed at the end of the sealing sleeve by the relay jack 11. The sealing ring 12 abuts against the inner wall of the relaying front segment 9 and slides along the axial direction of the relaying front segment 9, so as to realize the sealing and avoid the mud box from extending into the relay room.
One of the sealing rings 12 is a hollow rubber ring, and the inner cavity can be inflated, so as to improve the sealing ability with the inner wall of the relaying front segment 9 by rising and abuts against the inner wall of the relaying front segment 9; in this embodiment, the inner cavity of the hollow rubber ring is correspondingly connected with a conduit, the annular plate corresponding to the hollow rubber ring is provided with a delayed radial extension perforation, and the conduit is connected to the nitrogen cylinder 13 after passing through the perforation.
The hollow rubber ring is sealed by nitrogen cylinder 13, and
BL-5476 LU102928 nitrogen is an inert gas, which has strong stability.
An annular diaphragm is arranged between the two annular plates, and the outer diameter of the diaphragm is the same as that of the sealing sleeve, so as to limit the axial position of the sealing sleeve.
The other sealing ring 12 is the standby sealing ring , the annular plate corresponding to the standby sealing ring is provided with a plurality of screw holes extending along its radial direction, the plurality of screw holes are evenly distributed about the circumferential direction of the relay room, after the first bolt passes through the screw hole, it abuts with the standby sealing ring, rotates the first bolt, and presses the standby sealing ring radially towards the inner wall of the relaying front segment 9 through the first bolt, so as to realize sealing, the sealing effect is improved by the spare sealing ring . In order to improve the contact area between the standby seal ring and the first bolt, and thus to ensure the sealing effect, an arc plate is rotationally connected at the end of each first bolt, and the arc plate correspondingly abuts with the standby seal ring.
Specifically, the outer diameter of the annular plate corresponding to the standby sealing ring is smaller than the sealing sleeve, and after the two annular plates are fixed on(in?) the sealing sleeve, the corresponding annular groove is formed by the partition plate and the end of the sealing sleeve, and the arc-shaped plate can be displaced in the radial direction of the annular plate, so that the contact area is improved through the arc- shaped plate, and the middle of the arc-shaped plate is provided with a blind
BL-5476 LU102928 hole corresponding to the end of the first bolt to rotatebly connect the first bolt..
In another alternative embodiment, one end of the sealing sleeve is fixedly connected to the inner wall of the relaying rear segment 10, the other end of the sealing sleeve is provided with an annular flange, which is facing the relay jack 11; the inner diameter of the flanging is matched with the inner diameter of the annular plate, and the two annular plates are fixed between the relay jack 11 and the flanging through the second bolt. Among them, the hollow sealing ring 12, the partition plate and the backup sealing ring are used from front to back. The relay jack 11 is corresponding hinged to the annular limiting table, specifically, and the piston cylinder of the relay jack 11 is provided with a base plate corresponding to the annular plate, so as to increase the contact area and improve the stability. A grouting hole is formed in the sealing sleeve, and the grouting hole is located between the sealing ring 12 and relaying rear segment 10. Preferably, the grouting holes are preferably provided with four, and the four grouting holes are uniformly distributed in the circumferential direction of the sealing sleeve, so as to inject the thixotropic slurry to the outside of the relay, thereby reducing the stability of the relay. The plurality of relay jacks 11 are evenly distributed along the circumferential direction of the relay. In another alternative embodiment, the pipe jacking is measured by a laser theodolite 7, a level gauge 2 and a total station 8, and the laser
BL-5476 LU102928 theodolite 7 is mounted in the middle space of the main jack of the jacking device and parallel to the axis of the pipe joint 5.
The front section of pipe jacking is tracked and measured by laser theodolite 7, and the laser guidance and the assumed coordinate method of station setting in the pipe are used for tracking and measuring the jacking direction in the rear stage of pipe jacking.
In order to perform measurement guidance on the pipe jacking machine 4, the connection triangle method is adopted for the measurement control network, a triangle is established on the ground and underground respectively, based on the establishment of secondary branch conductor, two axis control points with the same azimuth of pipe jacking axis are arranged on the inner pool wall of working well 1 (the two control points are controlled at the same included angle with the design jacking axis), and the steel wire hung with heavy hammer is projected to the bottom of the well, based on the established axis control points in the well, the base control platform in pipe jacking working well 1 should be arranged according to the design included angle transmission, and rechecked through the rear view plane control points, in order to avoid the influence of structural deformation of working well 1 caused by large jacking force, two control points are arranged on the two diagonal corners of working well 1 to monitor the deformation of working well 1.
BL-5476 LU102928 Adopting elevation transfer measurement, a vertically arranged hanging steel ruler 3 is arranged in the working well 1, and two level gauges 2 are arranged at the bottom and upper part of the working well 1.
As shown in Fig.1, two level gauges 2 observe synchronously, and measure 6~8 results, and the error is no more than 2 mm, which are transmitted to the underground level point(on the measuring platform behind the base) as the underground elevation starting point, and the elevation of each section of pipe will be rechecked with the level gauges after jacking.
In the actual pipe jacking process, the laser theodolite 7 is used to track and measure the whole process within the first 300 m. After the jacking of 300 m, the laser guidance and the assumed coordinate method of setting stations in the pipe are used to track and measure the jacking direction of the pipe. The measurement time of this method is carried out after the jacking of pipe joint 5 stops.
The measurement principle is as follows: Using the laser theodolite 7 erected in the working well 1 to put two measuring points on the bottom of the pipe within the effective laser emission range, and placing the level gauge 2, the distance between two points A and B in Fig. 2 is L (the distance between the two points shall not be less than 100m when selecting the point). Measuring the center line position C of the inner bottom of the pipe at the joint between the machine
BL-5476 LU102928 head and the first pipe joint 5 with a steel tape, measuring the center line position of the inner bottom of the pipe at the hole of the jacking pipe according to the same method, and marking point E, the elevation of point E is the design elevation of the pipeline entering the tunnel drawing, using level gauge 2 to measure the elevations HA and HB of points A and B respectively on the basis of relative point E in the pipeline; as shown in Fig.
2. In order to measure the deviation of the pipe jacking machine 4, the total station 8 and a prism 6 are arranged in the pipeline, specifically the total station 8 is arranged at point B, and the prism 6 is arranged at point A. First, the distance between point A and point B is measured by the total station 8 as L, assuming the coordinate system, setting point À as the origin, and the jacking direction of the pipeline is the X axis and the deviation of the jacking direction is the Y axis, so as shown in Fig. 3, the coordinates of point A are (0,0, HA) and point B are (L, 0, HB), point B in the pipeline is the station frame total station 8 of measuring station frame, point A is the prism 6 of the rear view frame, and at the same time, the instrument height and prism 6 height are measured with a steel tape. Under the measurement mode of the total station 8, the coordinates of the corresponding station and rear view input A and B, as well as the corresponding instrument height and prism 6 height are input, after the measurement and orientation are correct, the next prism 6 is erected at the pipe jacking machine 4,
BL-5476 LU102928 specifically point C, and the coordinates of point C are measured as (L', a, HC) after the input of prism 6 at point C.
Therefore, the analysis shows that L' is the distance between A, C and two points, a is the deviation value HC of point C on the design axis and the elevation value of point C relative to point E, according to the distance between two points EC and the design slope of the pipeline, the design elevation hc of point C relative to point E can be calculated, according to the comparison between HC and hc, the deviation value of elevation of point C can be known, and the deviation value of elevation and axis can be respectively told to the operator to correct deviation in the opposite direction in the next jacking, as shown in Fig. 4. The deviation correction system mainly consists of deviation correction jack, oil pump station, displacement sensor and inclinometer.
The action control of the deviation correction system is remotely controlled on the console of the ground operation room, the deviation correction amount is controlled by the displacement sensor placed on the deviation correction jack, the deviation correction action is realized by a combined action of the deviation correction jack.
The operator determines the deviation of the machine head by observing the coordinates of the laser light spot installed on the position indicator target at the rear of the machine head, determines the angle to be corrected through the deviation correction section of the machine head,
BL-5476 LU102928 then refers to the corresponding relationship table between the stroke of the deviation correction cylinder and the deviation correction angle, and adjusts the stroke of the deviation correction cylinder to control the machine head. Whether the deviation correction effect of the machine head is effective or not, it depends on the continuous observation of the laser coordinates of the position indicator target with the jacking of the pipeline to verify the deviation correction effect. During pipe jacking, there may be some deviation on the back wall of pipe jacking, which should be measured and rechecked in time to ensure the accuracy of the whole jacking axis.
The basis of the deviation correction operation scheme is the angle of the machine head, the base number of the inclinometer and the walking trend, the comparison of the readings of the front and rear ruler, the ground settlement at the tail of the machine and so on.
In another alternative embodiment, a guide rail corresponding to the construction direction of pipe jacking is arranged at the bottom of the working well 1, before installing the first pipe joint 5, the limit welding should be carried out between the pipe jacking machine 4 and the guide rail to avoid the pipe jacking machine 4 bouncing back due to the action of front earth pressure after the main roof retracts, after the first pipe joint 5 enters the hole, the first pipe joint 5 should be welded and fixed with the track, and after the next pipe joint 5 is placed on the guide rail and jacked
BL-5476 LU102928 by the jacking equipment, the first pipe joint 5 is separated from the track for the jacking of the next pipe joint 5, the guide rail is made of 43kg/m heavy rail, and the base of the guide rail is made of section steel. The steel plate is embedded on the base plate of working well 1, and the position of the embedded steel plate is consistent with the guide rail of the foundation pit, so that the support frame can be welded with it. The anchoring reinforcement on the embedded steel plate should be welded firmly and have sufficient anchoring strength. After the guide rail is placed, it should also be supported by profile steel on both sides, if necessary, concrete shall be poured, and the elevation of the guide rail should be controlled by level gauge 2, the slope of the top surface of the track should be consistent with the design slope of pipe jacking. Two heavy guide rails are adopted, when placed, the front end should be 30 cm close to the hole as far as possible, the allowable deviation of guide rail installation is 3 mm from the axis position, the inner distance between the two rails is + 2 mm, and the top elevation is 0 ~ + 3 mm.
In some embodiments, the monitoring points directly buried on the pavement within the influence range of pipe jacking construction are monitored, after the monitoring points are fixed, the initial elevation of the monitoring points is measured with level gauge 2. Due to the soil squeezing effect during the construction of pipe jacking, corresponding displacement will occur during the construction of pipe jacking., therefore, the horizontal
BL-5476 LU102928 displacement monitoring is directly carried out on the pavement passing through the pipe jacking construction route, the setting of pavement displacement monitoring points is required to have a longitudinal spacing of 20 m and a transverse spacing of 5 m. and two monitoring lines are arranged in total.
The pavement settlement observation points should be arranged two days before the top opening and the initial data should be recorded, the monitoring should be continued after the completion of jacking and grouting, and the monitoring and measurement should be completed after the monitoring data is stable.
According to the jacking speed, it is proposed to start the measurement 15 m ahead of the pavement along the jacking axis, so as to collect the settlement data in advance and take corrective measures in time.
In some embodiments, after the pipe jacking construction is completed, the outer wall of the pipeline should be filled and reinforced in time, and the original injected bentonite slurry should be removed, which should be completed within 3 days.
The slurry replacement material used is cement and fly ash slurry, and the ratio of water to cement = 1:1 (weight ratio). Through the grouting hole inside the pipeline, the grouting pressure should be controlled at 0.5 MPa, the grouting times should not be less than three times, and the interval between two times should not be more than 24 hours.
Every two pipe joints 5 are arranged into a group, which is divided into grouting holes and slurry discharge holes, cleaning the grouting pump,
BL-5476 LU102928 putting the slurry suction tap into the mortar pool, turning on the grouting pump and turning on the first group of grouting holes, when the slurry emerges from the first group of slurry discharge holes, closing the valve, then opening the second group, and so on until the whole line is completed. Then closing all valves and holding the pressure for 30 minutes, and the grouting pressure is 1MPa during pressure holding. After the mud replacement is completed, the main channel slurry pipe and the arc-shaped slurry pipe in the pipe should be removed for local cleaning to avoid slurry solidification and blockage.
In some embodiments, a plurality of displacement and settlement observation points are arranged along the road along the pipe jacking section, so as to monitor the settlement during pipe jacking construction in real time. It can be understood that the above description is only exemplary, and the embodiments of the present application are not limited to this.
Claims (10)
1. A pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer, characterized by comprising: a working well and a receiving well are respectively arranged at the starting and the ending point) of the pipe jacking construction; installing a jacking equipment in the working well and debugging it; after pushing the pipe jacking machine into the soil through the jacking machine, retracting the jacking equipment, installing a pipe joint behind the pipe jacking machine, so that after the pipe jacking machine continues to push into the soil for a certain distance, and then placing the next pipe joint, so that the pipe jacking machine continue to push along the pipe jacking construction route; when the pipe jacking machine pushes forward in the mixed gravel layer, increasing the injection amount of thixotropic mud, and continuously replenishing the slurry to maintain the pressure balance of the earth bunker on the excavation surface; when the pipe jacking machine pushes forward in the sandstone layer, it controls the excavated volume by detecting the pressure of the soil bin, reducing the jacking resistance by combining the synchronous grouting at the tail of the pipe jacking machine with the continuous grouting of the
BL-5476 LU102928 jacked pipe joint, and guides the pipe jacking machine to correct the deviation through tracking measurement.
2. The pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer according to claim 1, characterized in that reducing the jacking pressure of the jacking machine and increasing the running speed of the pipe jacking machine at the junction of mixed gravel layer and sandstone layer.
3. The pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer according to claim 1, characterized in that when the pipe jacking machine enters the sandstone layer from the mixed gravel layer, it stops pushing, and the tools of the pipe jacking machine are changed.
4. The pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer according to claim 3, characterized in that when the sandstone layer is pushed, the center position of the cutter head of the pipe jacking machine is replaced with a plurality of groups of double-edged hobs or single-edged hobs, and the outer edge of the cutter head is replaced with staggered single-blade hobs and multi-edged hobs.
BL-5476 LU102928
5. The pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer according to claim 1, characterized in that during the jacking process, the grouting pipes are arranged at fixed intervals for the jacked pipe joints for continuous grouting.
6. The pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer according to claim 1, characterized in that when the jacking force of the jacking machine reaches 90% of the preset jacking force of the working well, the first relay room is arranged, and when the jacking force of the relay room reaches 80% of the allowable jacking force of the pipe joint, the next relay room is arranged until the pipe jacking construction is completed.
7. The pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer according to claim 6, characterized in that the relay room includes a relaying front segment and a relaying rear segment ), wherein the relaying rear segment extends out with a sealing sleeve sleeved inside the relaying front segment), an annular limit station corresponding to the sealing sleeve is arranged inside the relaying front segment , and a plurality of relay jacks extending parallel to the axis of the relay room are distributed between the annular limit station and the sealing sleeve);
BL-5476 LU102928 there is a deviation correction gap between the outer wall of the sealing sleeve and the inner wall of the relaying front segment), and a sealing ring is arranged on the sealing sleeve to seal the deviation correction gap.
8. The pipe jacking construction method for crossing a mixed gravel layer and a sandstone layer according to claim 1, characterized in that the laser theodolite, level gauge and total station are used for measurement during pipe jacking.
9. The pipe jacking construction method for crossing a mixed gravel layer and sandstone layer according to claim 8, characterized in that the laser theodolite is used to track and measure the jacking direction in the front section of pipe jacking, the laser guidance and the assumed coordinate method of station in the pipe are used to track and measure the jacking direction in the rear section of pipe jacking.
10. The pipe jacking construction method for crossing a mixed gravel layer and sandstone layer according to claim 1, characterized in that a guide rail corresponding to the pipe jacking construction direction is arranged at the bottom of the working well, after the first pipe joint enters the hole, the first pipe joint is welded and fixed with the track, after the next pipe joint
BL-5476 LU102928 is placed on the guide rail and touched by the jacking equipment, the first pipe joint is separated from the track, so as to jack the next pipe joint.
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| CN202210083293.9A CN114508629B (en) | 2022-01-24 | 2022-01-24 | Pipe jacking construction method for penetrating through mixed gravel layer and sandstone layer |
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| CN116556979A (en) * | 2023-05-25 | 2023-08-08 | 浙江金城建设集团有限公司 | Pipe jacking construction equipment and method |
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| JP5308265B2 (en) * | 2009-07-29 | 2013-10-09 | 日本鋳鉄管株式会社 | Propulsion transmission device for pipe propulsion laying method |
| JP5658988B2 (en) * | 2010-12-14 | 2015-01-28 | 旭化成建材株式会社 | Soil cement steel pipe composite pile and its construction method |
| CN105443138A (en) * | 2015-12-28 | 2016-03-30 | 中铁工程装备集团有限公司 | Small-diameter hard rock pipe-jacking machine suitable for complex strata |
| CN205445615U (en) * | 2016-03-28 | 2016-08-10 | 秦汉新城永顺掘进设备开发工程有限责任公司 | A extrusion formula of exempting from to slag tap tunnelling mechanism for loess stratum |
| CN111503368B (en) * | 2020-04-10 | 2022-04-05 | 中铁十二局集团建筑安装工程有限公司 | Pipe jacking construction method under sandy gravel geological condition |
| CN112460328A (en) * | 2020-09-16 | 2021-03-09 | 江苏荣耀机械制造有限公司 | Construction method of pipe-jacking tunneling machine |
| CN112983456B (en) * | 2021-04-01 | 2023-01-06 | 中铁四局集团第四工程有限公司 | Water-rich sand layer multi-row pipe jacking ground surface deformation control method |
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| CN116556979A (en) * | 2023-05-25 | 2023-08-08 | 浙江金城建设集团有限公司 | Pipe jacking construction equipment and method |
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