CN115234244B - A construction method for caisson with pipe jacking and crossing obstacles - Google Patents
A construction method for caisson with pipe jacking and crossing obstaclesInfo
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- CN115234244B CN115234244B CN202210925271.2A CN202210925271A CN115234244B CN 115234244 B CN115234244 B CN 115234244B CN 202210925271 A CN202210925271 A CN 202210925271A CN 115234244 B CN115234244 B CN 115234244B
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- pipe
- jacking
- open caisson
- larson
- wall
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- 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- 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
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- Architecture (AREA)
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
本发明公开了一种顶管下穿越障碍物沉井的施工方法，该方法如下：将原顶管机的配件拆除，只留下机壳；新进场的顶管机从原接收井处反向回顶,进入障碍物沉井下方；将新进场的顶管机的配件拆除，只留下机壳；在障碍物沉井下方将2个顶管机的机壳进行焊接，使2个顶管机的机壳作为外套管。本发明能穿越障碍物沉井，不破坏其上部的燃气管道、国防光缆、自来水管道等地下管线进行破坏，使顶管施工能顺利进行。
The present invention discloses a construction method for jacking pipes through an obstruction caisson. The method comprises the following steps: removing the accessories of the original pipe jacking machine, leaving only the casing; reversing the direction of the newly arrived pipe jacking machine from the original receiving well to enter the obstruction caisson; removing the accessories of the newly arrived pipe jacking machine, leaving only the casing; and welding the casings of two pipe jacking machines below the obstruction caisson, so that the casings of the two pipe jacking machines serve as outer casings. The present invention can pierce the obstruction caisson without damaging the gas pipeline, national defense optical cable, water pipeline, or other underground pipelines above it, thereby enabling smooth pipe jacking construction.
Description
Technical Field
The invention belongs to the technical field of pipe jacking construction, and particularly relates to a construction method for a pipe jacking under-crossing barrier open caisson.
Background
At present, earth excavation is generally carried out by using a pipe-jacking tunneling machine, soil is cut by the end of the tunneling machine, grouting and stirring are carried out, and then the soil is discharged in a slurry mode. In the pipe jacking construction process, the jacking force is suddenly increased when a certain sleeve is jacked (for example, when a 50 th sleeve is jacked, the jacking force is suddenly increased from 320 tons to 450 tons), template fragments, reinforcing steel bars, concrete slag and slag appear at a discharge hole, jacking of the pipe is difficult, and a machine head is severely vibrated. The technical staff researches find that the pipe pushing machine is damaged due to the fact that an obstacle open caisson is touched (a pipe pushing machine head is arranged below an obstacle open caisson blade foot), the original pipe pushing machine (No. 1 pipe pushing machine) below the obstacle open caisson is seriously damaged except a hob, a scraper and a bracket, concrete and sand around the pipe pushing machine cannot be repaired on site, the pipe pushing machine is detached on site, the pipe pushing machine is repaired after the concrete and sand around the pipe pushing machine cannot be removed on site, and then pipe pushing construction is carried out. However, underground pipelines such as gas pipelines, national defense optical cables, running water pipelines and the like are generally distributed at the earthing position above the obstacle open caisson. If the conventional obstacle open caisson breaking method is adopted for pipe jacking construction, underground pipelines such as a gas pipeline, a national defense optical cable, a tap water pipeline and the like at the upper part of the pipe jacking construction can be damaged, which is not allowed, so that the conventional obstacle open caisson breaking method cannot be adopted for pipe jacking construction, and a pipe jacking construction method penetrating through the obstacle open caisson is needed.
Disclosure of Invention
The invention aims to provide a construction method for penetrating through an obstacle open caisson under a jacking pipe, which can penetrate through the obstacle open caisson without damaging underground pipelines such as a gas pipeline, a national defense optical cable, a tap water pipeline and the like at the upper part of the obstacle open caisson, so that jacking pipe construction can be smoothly carried out.
The technical scheme adopted by the invention is as follows:
A construction method for making the push pipe pass through the obstacle open caisson under it includes such steps as removing the fittings of original push bench, returning the newly entered push bench from original receiving well to the position below the obstacle open caisson, removing the fittings of newly entered push bench, and welding the 2 push bench cases to make them be used as external sleeve. The method specifically comprises the following steps:
1) The reinforced concrete of the side wall of the well, which is not subjected to jacking pipe jacking operation, of the barrier open caisson is chiseled, and a construction hole is dug at the position;
2) A supporting structure is arranged on one side of the barrier open caisson, which is not subjected to jacking operation of the jacking pipe, and the supporting structure and the construction hole are positioned on the same side;
3) Arranging pipe wells around the barrier open caisson;
4) The concrete of the edge angle of the obstacle open caisson is broken, and the soil body at the edge angle side of the obstacle open caisson is reinforced by a waterproof curtain;
5) Arranging a second high-pressure jet grouting pile on the soil outside the barrier open caisson in the jacking direction of the machine head of the original pipe jacking machine, and reinforcing a waterproof curtain, wherein the second high-pressure jet grouting pile is arranged below the machine head;
A third high-pressure jet grouting pile is arranged at the opposite side of the supporting structure and close to the machine head;
6) Breaking the wall and the bottom plate of the barrier open caisson;
7) Removing the fittings of the original pipe jacking machine, and only leaving a shell;
8) The newly-entered pipe pushing jack reversely pushes back from the original receiving well and enters the lower part of the barrier open caisson;
9) Removing fittings of the newly-entered pipe pushing machines, and only leaving a shell, welding the shells of the 2 pipe pushing machines below the obstacle sinking well, so that the shells of the 2 pipe pushing machines are used as outer sleeves;
10 Forming a closed pipe jacking shell by post-pouring concrete on the outer sleeve;
11 And (3) a steel bar formwork is formed at the construction hole, the poured concrete is restored to the original shape, and the construction of the open caisson under the pipe-jacking crossing barrier is completed.
According to the scheme, in the step 1), the bottom of the construction hole is 0.1-0.3m away from the bottom of the machine head of the original pipe pushing jack.
According to the scheme, in the step 2), the supporting structure comprises a first Larson steel sheet pile unit, a second Larson steel sheet pile unit, a third Larson steel sheet pile unit and a fourth Larson steel sheet pile unit, wherein the first Larson steel sheet pile unit, the second Larson steel sheet pile unit and the third Larson steel sheet pile unit are sequentially connected to form a U-shaped structure, the first Larson steel sheet pile unit is connected with a wall of an obstacle open caisson through a first steel pipe support and a first steel pipe diagonal support respectively, the second Larson steel sheet pile unit is connected with the first Larson steel sheet pile unit through a second steel pipe diagonal support, the second Larson steel sheet pile unit is connected with the third Larson steel sheet pile unit through a third steel pipe diagonal support, the second Larson steel sheet pile unit is arranged in the second Larson steel sheet pile unit, and the fourth Larson steel sheet pile unit is 1.2-1.7m away from the outer wall of the obstacle open caisson.
According to the scheme, in the step 3), the construction method of the pipe well comprises the steps of pipe well construction preparation, well point position paying-off positioning, drilling machine pore forming, pore cleaning, well flushing, well pipe installation, pore wall sand filling, water pump installation, water quality and water quantity inspection, water pumping trial, normal water pumping, well point pipe dismantling and well hole backfilling treatment.
According to the scheme, in the step 4), the method for reinforcing the waterproof curtain of the soil body at the edge angle side of the barrier open caisson comprises the steps of arranging a first high-pressure jet grouting pile at the side of the barrier open caisson, which is not subjected to jacking operation, and performing compaction grouting, wherein the reinforcing width is 1.0-1.5m, the reinforcing length is 6.7-7.6m, and the reinforcing depth is 9.5-10.5m.
According to the scheme, in the step 5), after the third high-pressure jet grouting piles are arranged on the opposite sides of the supporting structure and close to the machine head, the concrete bottom plate of the barrier open caisson on the machine head side of the original pipe jacking machine and the broken wall of the barrier open caisson on the upper part of the machine head are vertically supported by adopting angle steel, so that the upper part of the hole and the surrounding soil layer collapse during pipe jacking and machine head dismantling can be effectively prevented, and a sand layer is arranged below the machine head of the original pipe jacking machine and is connected with the wall of the barrier open caisson.
According to the scheme, the construction process for removing the well wall and the bottom plate of the barrier open caisson in the step 6) comprises the steps of completing earth excavation on the outer side of the barrier open caisson, measuring and paying off, demarcating a range of the well wall to be removed, guiding sewage in an original sewage pipe, removing the well wall by adopting a hydraulic breaking hammer to the excavation elevation of a foundation pit outside the well, cutting the steel bars in the well wall, removing the bottom plate by the breaking hammer, removing the concrete blocks and carrying out outward transportation, manually removing the bottom plate of the air pick to the elevation of the bottom of the machine head, removing the concrete blocks and carrying out outward transportation, perforating the well wall by a water drill, and removing the well wall in the axial direction of a top pipe.
According to the scheme, in the step 7), when the cutter head of the original pipe jacking machine is dismantled, high-pressure jet grouting piles are adopted to perform anti-seepage plugging construction on the bottom and the side wall of an obstacle open caisson, and the flow is that measuring paying-off positioning, vibrating and perforating machinery to be in place, adding a grouting head before the first section end part of a grouting pipe is buried into soil, adopting a 2.2kw vibrating motor to press a black iron grouting pipe special for phi 25mm into the soil, reserving 100mm at the upper part, connecting a second drill rod, sequentially pressing into the soil to a designed height, grouting, controlling grouting pressure to be within 0.2-0.4mpa, and grouting flow speed to be 0.45L/min, and grouting and lifting from bottom to top.
According to the scheme, in the step 7), the accessories comprise detachable parts such as a deviation rectifying valve group, a lubricating pump, an electric box, a hydraulic pump station, a muddy water system, a deviation rectifying oil cylinder, a cable, an oil pipe and the like.
According to the scheme, in the step 8), the fourth high-pressure jet grouting pile is arranged outside the well wall at the side of the reverse top direction of the original receiving well, the fifth high-pressure jet grouting pile is arranged outside the well wall at the side of the back rest of the original receiving well, the situation that the well wall of the receiving well is cracked due to uneven load bearing limit when the hydraulic jack is pushed by the maximum top force can be avoided, the back rest mainly bears the counterforce when the oil cylinder is pushed in and transmits the counterforce to the well wall of the original receiving well uniformly, and the cracking of the well wall due to uneven stress is avoided.
According to the scheme, in the step 8), during the returning process of the newly-entered pipe pushing jack, a certain amount of drag reduction slurry is injected into the outer wall of the section through the grouting ring pipe.
In the step 8), the gap formed between the outer wall of the jacking pipe and the surrounding soil body is uniformly filled with the drag reduction slurry by adopting multipoint symmetrical pressure injection, so that the friction resistance between the jacking pipe and the soil body is reduced, and the effect of reducing the jack-back resistance is achieved.
The invention has the beneficial effects that:
The casing of the 2 pipe pushing jacks is welded below the barrier open caisson, so that the pipe pushing can pass through the barrier open caisson under the condition that underground pipelines such as a gas pipeline, a national defense optical cable, a tap water pipeline and the like at the upper part of the pipe pushing can not be damaged, and pipe pushing construction can be smoothly carried out
The supporting structure is arranged on one side of the barrier open caisson, which is not subjected to jacking operation of the jacking pipe, so that the collapse of the soil layer around the upper part of the opening when the jacking pipe is jacked back can be effectively prevented;
the soil body at the edge angle side of the obstacle open caisson is reinforced by a waterproof curtain so as to prevent sediment at the outer side of the obstacle open caisson from rushing into the obstacle open caisson;
the pipe wells are arranged around the barrier open caisson, so that a large amount of water at the hole openings can be effectively prevented from being gushed when the jacking pipe is pushed back and the push bench is removed;
the high-pressure jet grouting pile is arranged at the bottom of the machine head to strengthen the waterproof curtain, so that sand and stones at the bottom of the barrier open caisson can be prevented from flowing sand under the action of groundwater, and meanwhile, the high-pressure jet grouting pile can also provide a working surface for dismantling the machine head;
the outer side of the obstacle open caisson is reinforced by the waterproof curtain through various supports and soil outside the well wall, so that the pipe jacking structure is more stable and reliable, the strength of the end part of the pipe can be enhanced, and the jacking force between the pipe jacking can be uniformly transmitted.
Drawings
The invention will be further described with reference to the accompanying drawings and examples, in which:
FIG. 1 is a schematic plan view of a support structure;
FIG. 2 is a construction plan view of an obstacle open caisson;
FIG. 3 is a construction cross-sectional view of an obstacle open caisson;
FIG. 4 is a plan view of soil reinforcement of the high-pressure jet grouting pile of the original receiving well;
In the figure, 1, an obstacle open caisson, 2, an original receiving well, 3, a first Larson steel sheet pile unit, 4, a second Larson steel sheet pile unit, 5, a third Larson steel sheet pile unit, 6, a first steel pipe support, 7, a first steel pipe diagonal support, 8, a second steel pipe diagonal support, 9, a third steel pipe diagonal support, 10, a second steel pipe support, 11, a third high-pressure jet grouting pile, 12, angle steel, 13, a sand layer, 14, an original pipe jacking machine, 15, a well wall, 16, a fourth high-pressure jet grouting pile, 17, a fifth high-pressure jet grouting pile, 18, a second high-pressure jet grouting pile, 19, a back rest, 20, a supporting rod, 21, a new approach pipe jacking machine, 22, a fourth Larson steel sheet pile unit, 23 and a first high-pressure jet grouting pile.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
Referring to fig. 1-4, a construction method for a pipe-jacking underground crossing barrier open caisson comprises the steps of removing fittings of an original pipe-jacking machine 14, leaving only a shell, reversely jacking a newly-entered pipe-jacking machine 21 from an original receiving well 22 to enter the lower part of the barrier open caisson 1, removing fittings of the newly-entered pipe-jacking machine 21, leaving only the shell, and welding the shells of 2 pipe-jacking machines below the barrier open caisson to enable the shells of the 2 pipe-jacking machines to serve as outer sleeves. The method specifically comprises the following steps:
1) The reinforced concrete of the side wall of the well where the push pipe jacking operation is not performed by the barrier open caisson 1 is chiseled, a construction hole with the diameter of 3m and 2.5m is dug at the position, and the bottom of the construction hole is 0.2m away from the bottom of the machine head of the original push pipe machine 14. The elevation of the original ground at the position of the obstacle open caisson 1 is 69.90m, the elevation of the bottom of the head of the original pipe pushing jack 14 is 58.00m, and the excavation depth of a construction hole is 12.10m.
2) The method comprises the steps of arranging a supporting structure on one side of an obstacle open caisson 1, which is not subjected to jacking operation, wherein the supporting structure is positioned on the same side with a construction hole, the supporting structure comprises a first Larson steel sheet pile unit 3, a second Larson steel sheet pile unit 4, a third Larson steel sheet pile unit 5 and a fourth Larson steel sheet pile unit 22, the first Larson steel sheet pile unit 3, the second Larson steel sheet pile unit 4 and the third Larson steel sheet pile unit 5 are sequentially connected to form a U-shaped structure, the first Larson steel sheet pile unit 3 is connected with a wall 15 of the obstacle open caisson 1 through a first steel pipe support 6 and a first steel pipe diagonal support 7 respectively, the second Larson steel sheet pile unit 4 is connected with the first Larson steel sheet pile unit 3 through a second steel pipe diagonal support 8, the second Larson steel sheet pile unit 4 is connected with the third Larson steel sheet pile unit 5 through a third steel pipe diagonal support 9, the second Larson steel sheet pile unit 4 is connected with a support rod 20 in the obstacle open caisson 1 through a second steel pipe support 10, and the fourth Larson steel pile unit 22 is arranged in the outer wall 1.5 of the obstacle open caisson 1. The first Larson steel sheet pile unit 3, the second Larson steel sheet pile unit 4 and the third Larson steel sheet pile unit 5 are FSP-IV Larson steel sheet piles with the length of 12m, and the fourth Larson steel sheet pile unit 22 is 15 Larson steel sheet piles with the length of 6 m. The FSP-IV Larson steel sheet pile is 350 x 20I-steel support. The steel pipe supports and the steel pipe diagonal braces are ¢ x 10 steel pipes.
3) The method comprises the steps of arranging 10 deep 26m pipe wells around an obstacle open caisson 1, and the pipe well construction process comprises pipe well construction preparation, well point position paying-off positioning, drilling machine pore forming, pore cleaning, well flushing, well pipe installation, pore wall sand filling, water pump installation, water quality and water quantity inspection, water pumping trial, normal water pumping, well point pipe dismantling and well hole backfilling.
4) The method for reinforcing the waterproof curtain of the soil body at the edge angle of the barrier open caisson 1 comprises the steps of arranging a first high-pressure jet grouting pile 23 at one side of the barrier open caisson 1, carrying out compaction grouting, and carrying out grouting, wherein the width of reinforcement is 1.2m, the length is 7.2m and the depth is 9.9m.
5) Arranging a second high-pressure jet grouting pile 18 on the soil outside the barrier open caisson 1 in the jacking direction of the head of the original pipe jacking machine 14, reinforcing a waterproof curtain, and arranging the second high-pressure jet grouting pile 18 under the head;
After a third high-pressure jet grouting pile 11 is arranged at the opposite side of the supporting structure and close to the machine head, a concrete bottom plate of the obstacle open caisson 1 at the machine head side of the original pipe jacking machine 14 and a well wall 15 of the broken obstacle open caisson 1 at the upper part of the machine head are vertically supported by adopting 70 x 5@50cm angle steel 12, and a sand layer 13 is arranged under the machine head of the original pipe jacking machine 14, wherein the sand layer 13 is connected with the well wall 15 of the obstacle open caisson 1.
6) The construction process comprises the steps of completing the earth excavation outside the open caisson, measuring and paying off, demarcating the range of the well wall to be broken, guiding sewage in an original sewage pipe (DN 1500), adopting a 220-type excavator to replace a hydraulic breaking hammer to perform well wall breaking to the elevation of excavation of a foundation pit outside the well, manually welding and cutting reinforcing steel bars in the well wall, replacing the breaking hammer with a 30-type miniature excavator to perform manual cooperation to perform bottom plate breaking, removing and outward transportation of concrete blocks, manually using a pneumatic pick bottom plate to break to the elevation of the bottom of a machine head, removing and outward transportation of the concrete blocks, drilling the well wall by a water drill, and breaking the well wall in the axial direction of a top pipe.
7) When the head of the original pipe jacking machine 14 is dismantled, a cutter head is dismantled, high-pressure jet grouting piles are adopted to perform anti-seepage plugging construction on the bottom and the side wall of an obstacle open caisson 1, the process comprises the steps of measuring paying-off positioning, vibrating and perforating to be in place, adding a grouting head before the first section end of a grouting pipe is buried into soil, reserving 100mm at the upper part, connecting a second drill rod, sequentially pressing into the soil to reach a designed height, grouting, controlling grouting pressure within 0.2-0.4mpa, and grouting and lifting from bottom to top, wherein the grouting flow rate is 0.45L/min.
The fitting dismantling step of the original pipe jacking machine 14 comprises the steps of dismantling a deviation rectifying valve group, a lubricating pump, an electric box, a hydraulic pump station, a muddy water system, a deviation rectifying oil cylinder, a cable and an oil pipe in a machine head, cutting a cutterhead bracket along a cutting line, taking out the cutterhead, hanging a power system by using a hanging half rope, and then cutting along a cutting line with the diameter of 2600m inwards at the outer side of a mud bin, and taking out the power system.
8) The newly-entered pipe pushing jack 21 (diameter of 2.6 m) reversely pushes back from the original receiving well 2 and enters the lower part of the barrier open caisson 1, when the original receiving well 2 is used as a starting well for the second reverse push back, a fourth high-pressure jet grouting pile 16 is arranged outside the well wall at the side of the reverse push back direction of the original receiving well 2, and a fifth high-pressure jet grouting pile 17 (phi 600@550, 68) is arranged outside the well wall at the side of the back rest 19 of the original receiving well 2 to strengthen the soil body behind the back rest wall.
The periphery of the construction area of the original receiving well 2 is sealed by adopting a 2.5m high PVC fence. The construction pavement adopts brick slag with the thickness of 50cm as a base layer for backfilling, and C25 concrete with the thickness of 20cm is paved on a surface layer. 3 three-stage sedimentation tanks of 10m multiplied by 2.5m are arranged on site. The periphery of the upper opening of the working well is welded with standard guardrail steel pipes to form a safety guardrail with the height of 1.2 m.
The back rest has the size of 2.0 multiplied by 2.0m, is mainly used for bearing the counter force when the oil cylinder is jacked in, and uniformly transmits the counter force to the wall of the original receiving well 2, so that the wall of the well is prevented from cracking due to uneven stress. The verticality of the back rest 19 and the verticality of the axis are also important for jacking in future. The backrest is required to be kept vertical to the jacking axis during lofting and installation according to the actual jacking axis, the installation elevation deviation is not more than 10mm, and the horizontal deviation is not more than 10mm. And filling and tamping a gap between the back rest and the well wall after the back rest is positioned by using plain concrete.
In the jacking process of the newly-entered pipe jacking machine 21, a certain amount of drag reduction slurry is injected into the outer wall of the joint through a grouting ring pipe in a pressing mode, gaps formed between the outer wall of the pipe jacking and surrounding soil bodies are uniformly filled with the slurry through multi-point symmetrical injection, so that friction resistance between the pipe jacking and the soil bodies is reduced, and the effect of reducing jacking resistance is achieved. The drag reduction slurry comprises 50kg of bentonite, 5kg of sodium carbonate, 1.2kg of CMC and 550kg of water.
9) The fittings of the newly entered pipe pushing bench 21 are removed, only the shell is left, and the shells of 2 pipe pushing bench are welded below the obstacle open caisson 1, so that the shells of 2 pipe pushing bench are used as outer sleeves.
10 Forming a closed pipe jacking shell by post-pouring concrete on the outer sleeve;
11 And (3) a steel bar formwork is formed at the construction hole, the poured concrete is restored to the original shape, and the construction of the open caisson under the pipe-jacking crossing barrier is completed.
12 After all the construction of the pipeline is completed, the strength and tightness test is carried out, the hydraulic test method is adopted, the working pressure is 0.6MPa, the test pressure is 0.9MPa, other test standards and requirements and test procedures are regulated according to the national acceptance specification, and the pipeline can be used after being qualified.
In the invention, in order to improve the working environment in the pipeline, a composite ventilation measure is adopted in construction, namely, air is pressed into the machine head from outside through the vortex fan and through the 300mm colloid ventilation pipe, and forced air exhaust is carried out in the pipeline and in the well through the axial flow fan.
It will be understood that modifications and variations will be apparent to those skilled in the art from the foregoing description, and it is intended that all such modifications and variations be included within the scope of the following claims.
Claims (9)
1. A construction method for penetrating a barrier open caisson under a jacking pipe is characterized by removing fittings of an original jacking pipe machine, only leaving a shell, reversely jacking the newly-entered jacking pipe machine from an original receiving well to enter the lower part of the barrier open caisson, removing fittings of the newly-entered jacking pipe machine, only leaving the shell, welding the shells of 2 jacking pipe machines below the barrier open caisson to enable the shells of 2 jacking pipe machines to serve as outer sleeves, wherein the construction method comprises the following steps:
1) The reinforced concrete of the side wall of the well, which is not subjected to jacking pipe jacking operation, of the barrier open caisson is chiseled, and a construction hole is dug at the position;
2) A supporting structure is arranged on one side of the barrier open caisson, which is not subjected to jacking operation of the jacking pipe, and the supporting structure and the construction hole are positioned on the same side;
3) Arranging pipe wells around the barrier open caisson;
4) The concrete of the edge angle of the obstacle open caisson is broken, and the soil body at the edge angle side of the obstacle open caisson is reinforced by a waterproof curtain;
5) Arranging a second high-pressure jet grouting pile on the soil outside the barrier open caisson in the jacking direction of the machine head of the original pipe jacking machine, and reinforcing a waterproof curtain, wherein the second high-pressure jet grouting pile is arranged below the machine head;
A third high-pressure jet grouting pile is arranged at the opposite side of the supporting structure and close to the machine head;
6) Breaking the wall and the bottom plate of the barrier open caisson;
7) Removing the fittings of the original pipe jacking machine, and only leaving a shell;
8) The newly-entered pipe pushing jack reversely pushes back from the original receiving well and enters the lower part of the barrier open caisson;
9) Removing fittings of the newly-entered pipe pushing machines, and only leaving a shell, welding the shells of the 2 pipe pushing machines below the obstacle sinking well, so that the shells of the 2 pipe pushing machines are used as outer sleeves;
10 Binding the reinforced bar on the outer sleeve and then pouring concrete to form a closed pipe jacking shell;
11 Binding a reinforcing steel bar formwork at the construction hole, and pouring concrete to restore the original shape to finish the construction of the open caisson under the pipe jacking penetrating through the barrier.
2. The construction method for the pipe-jacking under-crossing barrier open caisson according to claim 1, wherein in the step 1), the bottom of the construction hole is 0.1-0.3m away from the bottom of the machine head of the original pipe-jacking machine.
3. The construction method for the pipe-jacking downward crossing of the obstacle open caisson according to claim 1, wherein in the step 2), the supporting structure comprises a first Larson steel plate pile unit, a second Larson steel plate pile unit, a third Larson steel plate pile unit and a fourth Larson steel plate pile unit, the first Larson steel plate pile unit, the second Larson steel plate pile unit and the third Larson steel plate pile unit are sequentially connected to form a U-shaped structure, the first Larson steel plate pile unit is connected with the wall of the obstacle open caisson through a first steel pipe support and a first steel pipe diagonal support respectively, the second Larson steel plate pile unit is connected with the first Larson steel plate pile unit through a second steel pipe diagonal support, the second Larson steel plate pile unit is connected with the third Larson steel plate pile unit through a third steel pipe diagonal support, the second Larson steel pile unit is connected with a supporting rod in the obstacle open caisson through a second steel pipe support, and the fourth Larson steel plate pile unit is placed in the second open caisson steel pile unit, and the distance from the outer wall of the obstacle open caisson is 1.2-1.7m.
4. The construction method for the pipe-jacking underground crossing barrier open caisson according to claim 1, wherein in the step 4), the soil body at the edge angle side of the barrier open caisson is reinforced by a waterproof curtain, wherein a first high-pressure jet grouting pile is arranged at one side of the barrier open caisson, which is not subjected to pipe jacking operation, and grouting is carried out in a compaction mode, wherein the reinforcing width is 1.0-1.5 m, the reinforcing length is 6.7-7.6m, and the reinforcing depth is 9.5-10.5m.
5. The construction method of the pipe-jacking under-crossing barrier open caisson according to claim 1, wherein in the step 5), after the third high-pressure jet grouting piles are arranged on the opposite sides of the supporting structure and close to the machine head, the concrete bottom plate of the barrier open caisson on the machine head side of the original pipe-jacking machine and the well wall of the broken barrier open caisson on the upper part of the machine head are vertically supported by adopting angle steel, and a sand layer is arranged under the machine head of the original pipe-jacking machine and is connected with the well wall of the barrier open caisson.
6. The construction method for the pipe-jacking underground crossing barrier open caisson according to claim 1, wherein the construction process for breaking the wall and the bottom plate of the barrier open caisson in the step 6) is characterized by comprising the steps of completing earth excavation on the outer side of the barrier open caisson, measuring and paying-off, defining a wall range to be broken, guiding sewage in an original sewage pipe, breaking the wall to the elevation of a foundation pit outside the well by adopting a hydraulic breaking hammer, cutting steel bars in the wall, breaking the bottom plate by adopting the breaking hammer, removing and carrying out outward transport of concrete blocks, manually breaking the bottom plate of a pneumatic pick to the elevation of the bottom plate of the machine head, removing and carrying out outward transport of the concrete blocks, perforating the wall by adopting a water drill, and breaking the wall in the axial direction of the pipe jacking.
7. The construction method for the pipe-jacking underride obstacle open caisson according to claim 1, wherein in the step 7), when the cutter head of the original pipe-jacking machine is removed, high-pressure jet grouting piles are adopted to perform anti-seepage plugging construction on the bottom and the side wall of the obstacle open caisson.
8. The construction method of the pipe-jacking underride obstacle open caisson according to claim 1, wherein in the step 8), a fourth high-pressure jet grouting pile is arranged outside a well wall of the original receiving well on the reverse top-returning direction side, and a fifth high-pressure jet grouting pile is arranged outside a well wall of the original receiving well on the back backrest side.
9. The construction method for the pipe-jacking under-crossing barrier open caisson according to claim 1, wherein in the step 8), in the reverse jacking process of the newly-entered pipe-jacking machine, the drag reduction slurry is uniformly filled in the gap formed between the outer wall of the pipe-jacking and the surrounding soil body by adopting multipoint symmetrical pressure injection.
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| JP4516494B2 (en) * | 2005-07-22 | 2010-08-04 | 清水建設株式会社 | Obstacle removal method and excavation device in propulsion method |
| CN203256729U (en) * | 2013-03-29 | 2013-10-30 | 天津城建集团有限公司 | Larson steel sheet pile containment device for open caisson construction |
| CN105780779A (en) * | 2014-12-26 | 2016-07-20 | 上海宝冶集团有限公司 | Externally arranged, compacted and grouted Larsen steel sheet pile composite retaining structure and use method thereof |
| CN107489816A (en) * | 2017-07-25 | 2017-12-19 | 上海市政建设有限公司 | Using the anti-construction method pulled out system processing push pipe jacking and be hampered of push pipe |
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