CN115434368A - Offshore-crossing immersed tube construction process - Google Patents
Offshore-crossing immersed tube construction process Download PDFInfo
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- CN115434368A CN115434368A CN202210521644.XA CN202210521644A CN115434368A CN 115434368 A CN115434368 A CN 115434368A CN 202210521644 A CN202210521644 A CN 202210521644A CN 115434368 A CN115434368 A CN 115434368A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/063—Tunnels submerged into, or built in, open water
- E02D29/073—Tunnels or shuttering therefor assembled from sections individually sunk onto, or laid on, the water-bed, e.g. in a preformed trench
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/12—Back-filling of foundation trenches or ditches
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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Abstract
The invention discloses a construction process of a submarine immersed tube across sea areas, which specifically comprises the following steps: s1: excavating a groove; s2: backfilling and leveling broken stones: after the groove acceptance inspection is finished, carrying out gravel backfill leveling construction; s3: pipeline floating transportation and pipeline butt joint; s4: an overall pipeline sinking scheme; s5: testing the air pressure and the water pressure of the pipeline; s6: backfilling and construction of mould bag concrete; the construction process of the immersed tube across the sea area disclosed by the invention selects the grab bucket type dredging equipment with strong adaptability, the depth of the underwater excavated soil layer of the pipeline trench is large, the side slope is large, the distance is long, the combined excavation depth is large, and the construction process is suitable for the construction across the sea area.
Description
Technical Field
The invention relates to the technical field of immersed tubes, in particular to a construction process of an immersed tube across sea areas.
Background
At present, the construction method adopted by a water supply pipeline to pass through water areas such as riverways, lakes and the like generally comprises the following steps: erecting the bridge along with the bridge, independently arranging the bridge, constructing by a traction method, constructing by a pipe jacking method, constructing by a pipe sinking method and the like. The traditional immersed tube construction process comprises the following steps: construction preparation → surveying and paying-off, positioning → placing of a dredger → digging of a trench of a pipeline at the bottom of the water → soft foundation treatment of the pipeline foundation → laying of a pipeline cushion foundation → floating of the connected pipeline to the position above the trench by using a ship → pipeline sinking and installation → building of auxiliary structures of the pipeline → pressure testing of the pipeline → backfilling of the trench, top pressing, repairing of a bank → acceptance of engineering. Especially to the delivery pipe, there is great internal pressure, and the outer arc side pipe wall of delivery pipe arc section receives the impact in the water supply process, can lead to the delivery pipe radian to increase, finally leads to the pipeline to be drawn the fracture, and traditional immersed tube method construction is fixed a position the direction through the slot to the immersed tube, provides horizontal support.
The geological structure of the area around the sea area where the engineering area is located is relatively simple, although more small-sized fracture distribution exists, the fracture activity strength is small, the seabed geological structure is relatively stable, and the influence on the laying safety of water pipes is basically avoided.
Disclosure of Invention
The invention discloses a construction process of sinking pipes across sea areas, which aims to solve the technical problems that the engineering pipeline needs to cross the sea areas, and the construction process is characterized in that the pipeline has large caliber, long distance and special structure and is not a horizontal straight pipe, so that although the manufacturing problem of an inflection point pipeline can be solved through a steel buoyancy tank according to the posture of the pipeline after being laid flat, the sinking and installation of the whole pipeline still has great difficulty and risk, the requirement on construction conditions is high, the whole construction period is long, and the construction difficulty is relatively high.
In order to achieve the purpose, the invention adopts the following technical scheme:
a pipe sinking construction process across sea areas specifically comprises the following steps:
s1: excavating a groove;
s2: backfilling and leveling broken stones: after the groove acceptance inspection is finished, carrying out gravel backfill leveling construction;
s3: pipeline floating transportation and pipeline butt joint;
s4: an overall pipeline sinking scheme;
s5: testing the air pressure and the water pressure of the pipeline;
s6: backfilling and construction of mould bag concrete;
the step S1 comprises the following steps:
s11, construction preparation: determining a geological sludge layer, a medium-coarse sand layer and a completely weathered rock layer, drawing an excavation path, and selecting a grab bucket type dredging device;
s12, measuring and positioning pay-off: a water level observation ruler is arranged along the pipeline to determine the excavation depth,
s13, excavating an underwater foundation trench: excavating a groove according to the sequence from the sludge layer to the sand layer to the total weathering; grab bucket dredger adopts four anchor positions, and the front and back each cloth worker door eight characters anchor utilizes the grab bucket to excavate the region, measures location dredger position through GPS, and wherein silt, sand bed are not more than 1 to the excavation of full morals and manners, silt excavation slope ratio: 6, the excavation slope rate of the sand layer is not more than 1:4; the excavation slope rate of the completely weathered rock layer is not more than 1:1.
preferably, the step S2 includes the steps of:
s21, storing a plurality of plastic woven bags filled with broken stones on a working ship, hanging a pear rake frame formed by welding channel steel into a groove, and starting a winch to pull the pear rake frame to move in the groove;
s22, the diver checks the trench along with the movement of the pear harrow frame, and the diver notices the worker on the working ship to hoist the stone breaking bag underwater, unties the stone breaking bag, paves the gravel breaking bag to the trench and levels the gravel breaking bag, and repeats the operation until the whole trench is level.
Preferably, in the step S3, the pipes are butted: the method comprises the steps of carrying out floating transportation on two steel pipes to a site, tying anchoring, carrying out pipeline butt joint preparation, utilizing floating boxes distributed on a pipeline to carry out lifting points, aligning on the axis of the pipeline in a unified mode, enabling a welder to enter the pipeline from a processed manhole hole, welding the pipeline with the aligned port, carrying out ultra-detection, carrying out internal and external anti-corrosion construction after the pipeline is detected to be qualified, covering the manhole with a blocking plate, and screwing.
Preferably, the step of S4 further includes the following steps:
s41, after the pipeline is lengthened, pipeline sinking construction operation is carried out, and the integral pipeline needs to be supported and righted by a crane ship in a hoisting mode in the process of sinking and mounting the integral pipeline;
s42, mounting a sinking-assisting steel buoyancy tank and a steel buoyancy pontoon at the middle straight section of the pipeline, and mounting depth measuring steel wires at two ends of the top of the pipeline;
s43, slowly injecting water into the pipeline to sink, slowly lowering the pipeline by the synchronous crane ship, adjusting the level by the depth measuring steel wire until the whole pipeline is in place, then removing the steel buoyancy tank, the steel buoyancy pontoon and the depth measuring steel wire, and completing the sinking construction.
Preferably, in the step S5, the step of performing the air pressure test on the pipe is as follows: inflating the pressure in the pressure test pipeline to 0.2MPa for at least 24h; and in the period, air is ensured not to enter, the air tightness of each welding line of the pipeline and the air tightness of the pipeline are respectively checked, and the air pressure is accepted to be qualified after no pressure relief and no bubble on the pipeline are generated.
Preferably, in the hydrostatic test stage, the pipeline is rapidly drained and depressurized, the depressurization amount is 10% -15% of the test pressure, the residual pressure of the pipeline is recorded every 3min, and when the residual pressure of the pipeline has a rising trend within 30min, the hydrostatic test result is qualified; and when the residual pressure of the pipeline does not rise within 30min, continuously observing for 60min, and when the pressure drops by no more than 0.02MPa within the whole 90min, determining that the hydraulic test result is qualified.
Preferably, the step S6: the pipe ditch backfilling of the sea area immersed pipe is carried out according to the following sequence:
s61, backfilling the pipe side by using crushed stones;
s62, pouring at least 50cm thick mold bag concrete at the top of the pipe;
and S63, covering a rock block protective layer with the thickness of at least 1.5m above the mould bag concrete, and backfilling the rock block protective layer through original soil.
Preferably, the S62 mold bag concrete pouring method comprises the following steps: and measuring the river bed surface and leveling, then evaluating the required mould bag concrete of each section, laying the mould bags by sections under the water of a diver, and finally pouring concrete into the mould bags.
Advantageous effects
The invention provides a construction process of a submarine immersed tube across sea areas, which has the following technical effects:
1. the method is suitable for construction of large-scale sea areas, and compared with the traditional method, the construction is stable and efficient.
2. Before the excavation, set up water level observation chi along the pipeline, the dredger of being convenient for combines the preliminary recheck excavation depth of water level, and the dredger is excavated under water and is measured the location and adopt GPS positioning system, improves the construction precision, accomplishes the work of making level after the excavation through the removal of "pears harrow frame" more efficient.
3. The test of excavation roughness, the test of water pressure and atmospheric pressure are carried out in time in the process of construction, and the test is combined with the construction, in time gets rid of hidden danger, reduces the error.
Drawings
FIG. 1 is a flow chart of a sea-crossing immersed tube total construction process of the sea-crossing immersed tube construction process provided by the invention;
fig. 2 is a schematic structural view of a sludge area of the pipe sinking construction process for a cross-sea area according to the present invention;
fig. 3 is a schematic diagram of a backfill cross-sectional view of a pipe sinking construction process across the sea area according to the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Referring to fig. 1-3, a pipe sinking construction process across sea areas specifically comprises the following steps:
s1: the trench excavation method comprises the following concrete steps:
s11, construction preparation: determining a geological sludge layer, a medium-coarse sand layer and a completely weathered rock layer, drawing an excavation path, and selecting a grab type dredging device; combining the large depth of the underwater excavated soil layer of the pipeline groove, the large side slope, the long distance and the large workload, 1 8m3 chain grab dredger is adopted, 2 1000 cubic earthwork transport ships are equipped to throw and unload earthwork, and the excavation amount is about 5000 cubic per day;
s12, measuring and positioning pay-off: arranging a water level observation ruler along the pipeline to determine the excavation depth;
s13, excavating an underwater foundation trench: excavating a groove according to the sequence from the sludge layer to the sand layer to the total weathering; the grab dredger adopts four anchor positions, the front and the rear of each grab dredger are respectively provided with a splayed anchor, the grab bucket is used for excavating an area, and the position of the dredger is measured and positioned through a GPS; wherein the sludge excavation slope rate is not more than 1:6, the excavation slope rate of the sand layer is not more than 1:4; the excavation slope rate of the completely weathered rock layer is not more than 1:1; after the trench is excavated in sections, the trench excavation acceptance check can be carried out, every 500 m is a batch of acceptance units, and a dredger and a diver are matched with each other;
s13, a concrete construction method comprises the following steps:
1) The grab dredger adopts four anchors to position, the front and the back of each grab dredger are respectively provided with a splayed anchor, the grab bucket is utilized to dig out soil or sand layers in the engineering area and load the soil or sand layers into a hopper barge, and the middle upper layer silt, the middle layer coarse sand and the fully weathered rock layer in the earth and stone space of the digging groove are abandoned to a forest area beside the sea area;
2) When the grab dredger is constructed, a GPS is utilized for measurement and positioning, and dredging is sequentially pushed from one end to the other end in a segmented manner;
3) Recording pile numbers of the starting point and the stopping point of the excavated line;
4) Excavating water depth: considering according to the highest construction water level of 3.2m and the lowest construction water level of-2.36 m, the average excavation water depth is 15m;
5) Controlling the ratio of the section excavation slope and excavating the bottom of the foundation trench of the equipment by a long-arm excavator and finishing the bottom of the foundation trench with the thickness of 1.2m, and excavating by a dredger grab bucket;
6) Checking and accepting the groove: the method comprises the steps that groove excavation acceptance can be carried out after groove segmented excavation is finished, every 500 m is a batch acceptance unit, a dredger and a diver are matched with each other, excavation section records of sections to be accepted on the dredger are firstly consulted, whether the excavation section records meet design requirements or not is judged, as underwater excavation belongs to hidden engineering, the bucket position and the bucket depth during excavation are controlled by experience, during acceptance, the current water level elevation is firstly recorded, and whether the excavation depth of a groove meets the design requirements or not can be known by manually measuring the depth under the water surface by using a measuring rope (due to high sensitivity and gradient error of a depth gauge); during receiving, the axis is controlled by a GPS on a dredger, the depth and the broadband are manually measured on each 5m section on the axis, and meanwhile, the planeness of the trench is detected and checked by underwater cooperation of a diver; and (3) timely backfilling the part below 20cm by using bagged broken stones, throwing a buoy to mark the part which is over 50cm short of the part, and locally cleaning the part by using a long-arm excavator with the arm length of 21m until the design requirement is met.
S2: backfilling and leveling broken stones: after the groove acceptance inspection is finished, carrying out gravel backfill leveling construction;
the method comprises the following specific steps:
s21, storing a plurality of plastic woven bags filled with crushed stones on a work ship, and hanging a pear rake frame which is 6m long and 3.2m wide and is welded by 20# channel steel into the groove "
Two traction hooks are welded at the front end, the traction hooks are connected to a winch on a working ship by a steel wire rope to be used as traction power, a diver and a pear rake frame are launched from a fixed pile number to deeply penetrate into a trench, and the winch is started to pull the pear rake frame to move in the trench;
s22, a diver checks the trench along with the movement of the pear harrow frame, and notices a worker on the working ship to hoist the stone breaking bag underwater when finding that the trench is smooth, and paves the broken stone breaking bag to the trench for flattening after the diver loosens the stone breaking bag;
s3: pipeline floating transportation and pipeline butt joint; the pipeline butt joint: the two steel pipes are transported to the site in a floating mode and tied to be anchored, then pipeline butt joint preparation is carried out, the pipeline is dragged to be transported to a pipe position to be sunk through 2 or 2 motorized boats of 750-matched anchor boats, dragging power is distributed at a position 30m away from the pipe end and at a position 50m away from the other end of the pipe, the anchor boat of the front pipe end serves as main power, the rear portion of the anchor boat is matched with the direction of the pipeline, the 2 motorized boats serve as warnings, the pipeline is transported to the pipe pipeline in a floating mode together, and the anchoring is timely tied, and the pipeline floating sequence is as follows: from one end to the other; the pipeline butt joint: the two steel pipes are transported to the site in a floating mode, anchoring is carried out, then pipeline butt joint preparation is carried out, three groups of floating box lifting points distributed on the pipeline are utilized, the height of a to-be-connected pipeline opening is lifted to be 20cm away from the water surface, the pipe opening is aligned on the axis of the pipeline in a unified mode, a welder enters the pipeline from a processed manhole hole, the aligned pipeline is welded, the welding quality also meets the original welding quality requirement, ultra-detection is carried out, internal and external anti-corrosion construction is carried out after the detection is qualified, and the manhole is covered by a blocking plate and screwed down.
S4: the overall pipeline sinking scheme comprises the following specific steps:
s41, performing pipeline sinking construction operation after pipeline lengthening, wherein the integral pipeline sinking installation needs to be carried out by arranging a 600T lifting ship with a 200T lifting ship for lifting and righting; the pipeline is lengthened on the water surface, and is in a flat-laying posture (vertical to the design posture) when the pipe ditch is submerged, the pipeline of the step is righted by adopting a crane to hang a steady pipe, and the pipeline is gradually turned and righted by utilizing the self-floating principle of the pipeline; the pipeline is integrally special-shaped, namely, two ends of the pipeline are higher than the middle straight section of the pipeline, and most of the pipe body of the pipeline floats on the water surface; therefore, the pipeline can be gradually lifted, turned and righted by utilizing the self-floating principle of the pipeline only by slightly lifting the two ends of the pipeline by utilizing the lifting ship, the required lifting force is not large, and the pipeline can be righted only by lifting the pipeline exposed out of the water surface; the inclined pipe sections on the two sides of the pipeline form an included angle with the straight pipe section, one side of the sea area is 3 degrees, and the other side of the sea area is 4 degrees.
S42, mounting a sinking-assisting steel buoyancy tank and a steel buoyancy pontoon at the middle straight section of the pipeline, and mounting depth measuring steel wires at two ends of the top of the pipeline; mounting steel floating boxes under the self-floating state of the pipeline and the lifting of a lifting ship above the pipeline, and mounting 14 groups of steel floating boxes, 1 group of lifting ships and 10 groups of steel floating boxes for load shedding on the pipeline with the straight section of 961m according to calculation; according to calculation, 15 groups of steel buoyancy tanks can provide constant buoyancy in water, the lifting weight of the section of pipeline is greatly reduced (through calculation, the total gravity of the middle straight section is 768.8T, the bearing lifting weight on each group of steel buoyancy tanks is 51.25T, the auxiliary load shedding total buoyancy of 10 groups of steel buoyancy tanks during water injection sinking is 260T, and thus the actual sinking bearing lifting weight of each group of steel buoyancy tanks is 33.92T), and the safety and stability of the section of pipeline during water injection sinking in advance are greatly improved.
S43, slowly injecting water into the pipeline to sink, slowly lowering the pipeline by the synchronous crane ship, adjusting the level by the depth measuring steel wire until the whole pipeline is in place, then removing the steel buoyancy tank, the steel buoyancy pontoon and the depth measuring steel wire, and completing the sinking construction; injecting water into the pipeline through a water inlet valve arranged on a steel blank plate at one end of the pipeline at the end head of the pipeline by using 2 6-inch water pumps (the exhaust valve on the steel blank plate is opened while injecting water), wherein the pipeline begins to sink slowly along with the gradual increase of the water injection amount, each lifting point on the steel buoyancy tanks begins to bear force slowly at the moment, and operators on each group of buoyancy tanks check the stress condition of the sling and sink gradually to a general command and report until the pipeline at the straight section is completely filled with water and all the lifting points on the steel buoyancy tanks are stressed; after the pipeline is filled with water, the posture (about 20cm, large due to pipe diameter and long distance, and can not be seen by naked eyes) slightly lower than the two ends in the middle of the horizontal section of the pipeline is kept, so that the middle part of the pipeline is filled with water and sinks, then the middle part of the pipeline gradually extends and sinks towards the two sides, meanwhile, the steel buoyancy tank hoisting points on the straight pipe section are controlled, and the stress condition of a sling is synchronously reported to a master commander every 1m of the sinking, so that the master commander can master the sinking track of the straight section at any time; after the middle straight section is completely immersed in water, only the inclined pipe sections at the two ends of the whole pipeline are exposed out of the water surface, the continuous immersion of the pipeline is more noticed, along with the immersion of the straight pipe section, water must be injected into the inclined pipe sections at the two sides, otherwise the inclined pipe sections can be warped due to overlarge buoyancy of an empty pipe, at the moment, the straight pipe section must stop immersing, and the immersion of the whole pipeline is carried out simultaneously when the water injection amount in the inclined pipe sections reaches the immersion track; the attitude of the horizontal pipeline and the stress balance condition of each buoyancy tank are controlled according to a steel wire depth measuring system, and the steps of slowly lowering the pipeline (synchronously slowly injecting water), stopping and adjusting the attitude of the pipeline and then injecting water to lower the pipeline are repeated, so that the pipeline can be sunk to the bottom of the tank.
S5: testing the air pressure and the water pressure of the pipeline; the steps of performing the air pressure test on the pipeline are as follows: inflating the pressure in the pressure test pipeline to 0.2MPa for at least 24h; during the period, air is ensured not to enter, the air tightness of each welding line of the pipeline and the air tightness of the pipeline are respectively checked, and the air pressure is accepted to be qualified after no pressure relief and no bubble generation on the pipeline; in the hydraulic test stage, the pipeline is quickly drained and depressurized, the depressurization amount is 10% -15% of the test pressure, the residual pressure of the pipeline is recorded every 3min, and when the residual pressure of the pipeline has a rising trend within 30min, the hydraulic test result is qualified; and when the residual pressure of the pipeline does not rise within 30min, continuously observing for 60min, and when the pressure drops within 0.02MPa within the whole 90min, determining that the hydraulic test result is qualified.
S6: backfilling and construction of mould bag concrete; the pipe ditch backfilling of the sea area immersed pipe is carried out according to the following sequence:
s61, backfilling the pipe side through broken stones;
s62, pouring at least 50cm thick mold bag concrete at the top of the pipe; the thickness and width of the concrete protective layer of the mould bag are about 8m, underwater mould bag concrete at the top of the pipe trench of the immersed tube section is paved with the mould bag by a diver underwater, a construction method for filling the mould bag by a guide pipe is adopted, the mould bag adopted by the mould bag concrete is customized by a manufacturer and then pulled to the field, the length of every 50m is one construction length, the square quantity of the concrete is 0.5m multiplied by 8m multiplied by 50m =200 cube, a filling bag opening for filling the concrete is determined according to the acting radius of the underwater concrete, the acting radius of the concrete is 4m when the slump is 22cm, therefore, the distance between filling inlet openings of the mould bag concrete is 4m, and the concrete enters the filling opening through the guide pipe and is filled into the mould bag along with the fluidity of the concrete; the S62 mould bag concrete pouring method comprises the following steps: and measuring the river bed surface and leveling, then evaluating the required mould bag concrete of each section, paving the mould bags by sections under the water of a diver, and finally pouring concrete into the mould bags.
And S63, covering a rock block protective layer with the thickness of at least 1.5m above the mould bag concrete, and backfilling the rock block protective layer through original soil.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (8)
1. A pipe sinking construction process for a cross-sea area is characterized by comprising the following steps:
s1: excavating a groove;
s2: backfilling and leveling broken stones: after the acceptance of the groove is finished, carrying out gravel backfilling and leveling construction;
s3: floating transportation of pipelines and butt joint of pipelines;
s4: an overall pipeline sinking scheme;
s5: testing the air pressure and the water pressure of the pipeline;
s6: backfilling and construction of mould bag concrete;
the step S1 comprises the following steps:
s11, construction preparation: determining a geological sludge layer, a medium-coarse sand layer and a completely weathered rock layer, drawing an excavation path, and selecting a grab type dredging device;
s12, measuring and positioning pay-off: a water level observation ruler is arranged along the pipeline to determine the digging depth,
s13, excavating an underwater foundation trench: excavating a groove according to the sequence from the sludge layer to the sand layer to the total weathering; the grab dredger adopts four anchor positions, the front and the rear of each grab dredger are respectively provided with a splayed anchor, the grab bucket is used for excavating an area, and the position of the dredger is measured and positioned through a GPS; wherein, the excavation of silt, sand bed to full weathering, the silt excavation slope is not more than 1:6, the excavation slope rate of the sand layer is not more than 1:4; the excavation slope rate of the completely weathered rock layer is not more than 1:1.
2. the process of claim 1, wherein the step S2 comprises the steps of:
s21, storing a plurality of plastic woven bags filled with broken stones on a working ship, hanging a pear rake frame formed by welding channel steel into a groove, and starting a winch to pull the pear rake frame to move in the groove;
s22, the diver checks the trench along with the movement of the pear rake frame, and notices the working ship to lift the gravel bag underwater by the pool, and the diver spreads the gravel bag to the pool for leveling after unfastening the gravel bag, and repeats the operation until the whole trench is leveled.
3. The process of claim 1, wherein in the step S3, the pipelines are butted: the method comprises the steps of carrying out floating transportation on two steel pipes to a field, tying and anchoring, carrying out pipeline butt joint preparation, utilizing floating boxes distributed on a pipeline to carry out lifting points, aligning on the axis of the pipeline in a unified mode, enabling a welder to enter the pipeline from a processed manhole hole, welding the pipeline with the aligned hole, carrying out ultra-detection, carrying out internal and external corrosion prevention construction after the pipeline is detected to be qualified, covering the manhole with a blocking plate, and screwing.
4. The process of claim 1, wherein the step S4 further comprises the following steps:
s41, after the pipeline is lengthened, pipeline sinking construction operation is carried out, and the integral pipeline needs to be supported and righted by a crane ship in the process of sinking installation of the integral pipeline;
s42, mounting a sinking-assisting steel buoyancy tank and a steel buoyancy pontoon at the middle straight section of the pipeline, and mounting depth measuring steel wires at two ends of the top of the pipeline;
s43, slowly injecting water into the pipeline to sink, slowly lowering the pipeline by the synchronous crane ship, adjusting the level by the depth measuring steel wire until the whole pipeline is in place, then removing the steel buoyancy tank, the steel buoyancy pontoon and the depth measuring steel wire, and completing the sinking construction.
5. The process of claim 1, wherein in the step S5, the step of performing the air pressure test on the pipeline comprises the following steps: inflating the pressure in the pressure test pipeline to 0.2MPa for at least 24h; and in the period, air is ensured not to enter, the air tightness of each welding line of the pipeline and the air tightness of the pipeline are respectively checked, and the air pressure is accepted to be qualified after no pressure relief and no bubble on the pipeline are generated.
6. The process of claim 5, wherein the hydrostatic test stage comprises: rapidly draining the pipeline and reducing the pressure, wherein the pressure reduction amount is 10% -15% of the test pressure, recording the residual pressure of the pipeline every 3min, and when the residual pressure of the pipeline has a rising trend within 30min, determining that the hydraulic test result is qualified; and when the residual pressure of the pipeline does not rise within 30min, continuously observing for 60min, and when the pressure drops by no more than 0.02MPa within the whole 90min, determining that the hydraulic test result is qualified.
7. The process of claim 1, wherein the step S6 comprises: the pipe ditch backfilling of the sea area immersed pipe is carried out according to the following sequence:
s61, backfilling the pipe side through broken stones;
s62, pouring at least 50cm thick mold bag concrete at the top of the pipe;
and S63, covering a rock block protective layer with the thickness of at least 1.5m above the mould bag concrete, and backfilling the rock block protective layer through original soil.
8. The offshore sinking pipe construction process according to claim 7, wherein the S62 mould bag concrete pouring method comprises the following steps: and measuring the river bed surface and leveling, then evaluating the required mould bag concrete of each section, paving the mould bags by sections under the water of a diver, and finally pouring concrete into the mould bags.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115874649A (en) * | 2022-12-31 | 2023-03-31 | 中铁一局集团有限公司 | Immersed tube water surface butt joint construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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