CN112253847B - Pipeline construction method for sand geological water network area - Google Patents
Pipeline construction method for sand geological water network area Download PDFInfo
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- CN112253847B CN112253847B CN202011113323.3A CN202011113323A CN112253847B CN 112253847 B CN112253847 B CN 112253847B CN 202011113323 A CN202011113323 A CN 202011113323A CN 112253847 B CN112253847 B CN 112253847B
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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
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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
- F16L1/038—Laying or reclaiming pipes on land, e.g. above the ground in the ground the pipes being made in situ
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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
- F16L1/06—Accessories therefor, e.g. anchors
- F16L1/11—Accessories therefor, e.g. anchors for the detection or protection of pipes in the ground
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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
- F16L58/00—Protection of pipes or pipe fittings against corrosion or incrustation
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- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a pipeline construction method for a sandy water network area, which comprises four different construction belt specific construction methods when a construction section is in a marsh zone of the water network area, when the construction section is in a paddy field zone of the water network area, when the construction section needs to pass through a highway or a railway of the water network area and when the construction section is in a long-distance thick sand layer zone of the water network area. The invention successfully overcomes the pipeline construction problem existing in the condition of each terrain zone in the sand geological water network densely-distributed area by using a more economical and more efficient construction method.
Description
Technical Field
The invention belongs to a pipeline laying construction method, and particularly relates to a pipeline construction method in a sand geological water network area.
Background
The water network area generally refers to areas with dense network entry in a river and lake port branch, and mainly comprises marsh zones, paddy field zones, lakes and rivers and other zones with high soil moisture content.
The construction method of pipelines in domestic water network areas is different due to different geological characteristics of the areas, and the current reference water network area monomer type construction method mainly comprises the following steps: 1. constructing construction accompanying roads under the condition of the section, but the construction accompanying roads are difficult to construct for water network areas with higher water content, such as swamps and paddy fields; 2. under the condition that the navigation condition allows, ships are used for transportation operation, but water network areas are mostly shallow water areas, and the ships are difficult to pass, namely the navigation condition of the ships is lacked; 3. the construction of dredging and penetrating of silt water network sections (such as swamps and partial paddy fields) by a floating pipe method and excavation of steel sheet pile protection ditches is difficult to control the forming of the pipe ditches by the method of pipe ditch excavation; 5. local section directional drilling through, but for thicker sand layers or long-distance sand layers (more than 800 m), the traditional directional drilling through is difficult to realize.
The above several types of water network area single body construction methods are local construction methods established on the basis of specific regional construction conditions, not only lack of comprehensive systematic research on water network area pipeline construction, but also cannot adapt to the difficulty of transportation in sand geological water network areas, high accompanying road construction cost, difficulty in forming pipe trench excavation, and more variation factors formed by different geological and geomorphic characteristics in common pipeline construction, and are difficult to adapt to sand geological water network terrain conditions.
Disclosure of Invention
The invention aims to provide a pipeline construction method for a sand geological water network area to solve the problem in order to overcome the pipeline construction difficulty existing in the condition of each terrain zone in the sand geological water network densely-distributed area.
In order to achieve the purpose, the invention adopts the technical scheme that:
a sand geology water network area pipeline construction method is characterized in that:
when the construction site is in a marsh area of a water network area, the construction method comprises the following steps:
a1, construction preparation: determining a construction zone, preparing required construction equipment according to the length of the construction zone, and transporting the construction equipment to a specified position;
a2, dredging operation: arranging piles and water baffles on two sides of a construction belt according to the arm length of an excavator in a man-machine cooperation mode, and carrying out dredging operation on the construction belt by an intermittent operation method of arranging piles for one section and scraping silt for one section in sequence, wherein during dredging, a bucket of the excavator is adopted for transversely scraping silt, and during dredging, only silt soil on the surface layer is scraped without disturbing bottom layer deposited sand;
a3, drainage operation: after dredging of each construction zone is completed, two dewatering grooves are dug in the row piles at two sides of the construction zone for drainage, the depth of each dewatering groove is 0.5-1m lower than the height of the construction zone after dredging, and water accumulation sinking pipes with uniformly and densely distributed holes on the surfaces are embedded in the dewatering grooves along the length direction, so that water in the peripheral deposited sand is gathered in the water accumulation sinking pipes; water accumulation pits are dug in the precipitation grooves at intervals of 50-60 m, sand separation cylinders are placed in the water accumulation pits, submersible pumps are arranged in the sand separation cylinders to continuously pump out accumulated water in the sand separation cylinders, and the drainage target is based on the fact that the stability of deposited sand in a construction zone ensures that the crawler excavator walks;
a4, pipe trench excavation: after drainage of each construction zone is finished, pipe trench excavation is carried out according to a multilayer cutting method, the excavation depth of each layer is not more than 1m, and when unstable conditions caused by increase of deposited sand moisture due to low cutting of the construction zone are caused during pipe trench excavation operation, drainage of precipitation trenches is added for the second time, wherein the method is the same as the step A3;
a5, laying pipe sections: prefabricating a pipe section in a previous construction zone, sliding the prefabricated pipe section to the upper part of a pipe ditch of a next section through a roller carrier, laying the pipe section in the pipe ditch, then additionally arranging concrete balancing weights on the pipe section at intervals of 2-4 m, and finally covering soil (sand) for landfill;
when the construction site is in a paddy field area of a water network area, the construction method comprises the following steps:
b1, construction preparation: determining a construction zone, preparing required construction equipment according to the length of the construction zone, and transporting the construction equipment to a specified position;
b2, drainage operation: temporarily building cofferdams at two sides of a construction belt in sections, arranging dewatering grooves on the inner sides of dam bodies for drainage, and additionally arranging water accumulation immersed pipes with uniformly and densely distributed holes on the surfaces at obvious sections of accumulated sand in the dewatering grooves; the dewatering grooves are provided with water accumulation pits at intervals of 50-60 m, sand separation cylinders are arranged in the water accumulation pits, and submersible pumps are arranged in the sand separation cylinders to continuously pump out accumulated water in the sand separation cylinders; the construction belt after the drainage is finished is aired in sections according to weather conditions until the bearing capacity of the foundation in the construction belt can ensure that the crawler excavator walks as standard; if the section which is difficult to meet the bearing capacity requirement of the foundation is aired due to geological and climatic conditions, laying an auxiliary pipe row or a steel plate;
b3, pipe trench excavation and pipe section laying: prefabricating a pipe section on the ground, excavating a pipe trench after the prefabrication of the pipe section is finished, and paving the pipe section after the excavation of the pipe trench is finished; if the pipe trench has a collapse risk, a third excavator is adopted for operation, after the first excavator excavates the pipe trench in front, the second excavator follows the pipe trench to clean the trench, the third excavator and the second excavator assist pipe sections are placed and laid in the pipe trench, and after the pipe sections are laid, the third excavator follows the backfill; wherein the distance between excavation and backfilling operation is not more than 200 m; the distance between the backfilling operation and the ditch cleaning operation is 80-100 m;
when a construction site needs to pass through a highway or a railway in a water network area, the construction method comprises the following steps:
c1, construction preparation: determining a construction zone, preparing required construction equipment and transporting the construction equipment to a specified position;
c2, excavating a foundation pit: digging a first foundation pit and a second foundation pit on two sides of a road or a railway respectively, wherein the first foundation pit and the second foundation pit are dug layer by adopting a step type enlarged excavation method to the ground bottom layer by layer, and uniformly digging dewatering deep wells along the circumferential direction after the first foundation layer enlarged excavation is finished, wherein the well depth of the dewatering deep wells is more than 3-5m of the depth of the first foundation pit or the second foundation pit; then continuing excavation downwards, before excavating the bottommost pit of the foundation pit I/II, tightly driving steel sheet piles along the circumferential direction of the edge of the bottommost pit, wherein the driving depth of the steel sheet piles is more than 5m of the depth of the bottommost pit, and then performing excavation operation on the bottommost pit until the excavation of the bottommost pit is finished;
c3, laying a track: after the excavation of the bottommost pit of the foundation pit I is finished, paving a mixture of a gravel layer and dry cement on the surface of the bottommost pit for primarily curing a sand layer, wherein the thickness of the mixture of the gravel layer and the dry cement is 20-30Cm, and paving a layer of pipe row on the surface of the mixture for stabilizing a foundation; then, horizontally laying a track on the pipe row, measuring and calibrating, wherein a horizontal extension line in the length direction of the track penetrates through the ground bottom below the highway/railway until the horizontal extension line extends to a bottommost pit of the second foundation pit;
c4, penetrating and tamping the sleeve: after the track laying of the bottommost pit of the first foundation pit is finished, horizontally tamping steel sleeves one by one towards the ground bottom below the highway/railway along the length direction of the track, welding each steel sleeve with a subsequent steel sleeve after tamping, circularly working until all the steel sleeves completely pass through the ground bottom below the highway/railway and extend into the bottommost pit of the second foundation pit, and after each steel sleeve passes through, manually excavating sandy soil in the steel sleeves to keep the steel sleeves in a hollow state;
c5, pipe section penetration: the pipe sections are arranged in a steel sleeve in a penetrating mode, before a first pipe section penetrates into the steel sleeve, an end socket is additionally arranged at the front end of the first pipe section, when each pipe section penetrates into the first pipe section, the tail end of each pipe section is left to be 1m and is welded with a subsequent pipe section, the circulation operation is carried out until all the pipe sections penetrate into the first pipe section, and 2-3m of the last pipe section is left to be exposed out of the steel sleeve; and (3) grouting and plugging in the steel sleeve after the pressure test of the pipe sections is qualified, setting oil hemp plugs and concrete pouring and curing at two ends of the steel sleeve, and only exposing pipe section pipe heads at two ends.
When the construction section is in a long-distance thick sand zone in a water network area, the construction method comprises the following steps:
d1, determining a scheme: carrying out geological survey and measurement setting-out, and selecting proper crossing position in the soil and crossing horizon schemes; when the crossing length is less than 800 meters, selecting a crossing mode of the whole course crossing of the deposited sand layer when crossing the layer; when the crossing length exceeds 800 meters, selecting a crossing mode of crossing the gravel layer from the two ends of the soil outlet and the soil inlet and then entering a stable stratum under the gravel layer at the crossing position, increasing the soil inlet angle of the soil inlet to 10-12 degrees during crossing, increasing the soil outlet angle of the soil outlet to 9-13 degrees, and simultaneously reducing the crossing curvature radius to reduce the crossing length on the gravel layer;
d2, construction preparation: according to the construction scheme, preparing construction equipment and transporting the construction equipment to a specified position;
d3, drilling: drilling a guide hole through a drilling tool according to the drilling curve of the scheme, and additionally arranging a combined multi-section stabilizer at the positions of 2-3 drill rods behind the drilling tool to ensure that the drill rods are stably controlled in the sand layer; after the pilot hole is finished, expanding the hole diameter of the pilot hole at the soil inlet end and the soil outlet end, wherein the difference between the hole diameter after expansion and the hole diameter of the pilot hole is less than 200 mm;
d4, back dragging process: the pipe section is led by a drilling tool to enter from the soil outlet end and pass through along the guide hole and is pulled out from the soil inlet end, and in addition, a barrel type reamer and a multi-stage reamer are additionally arranged between the drilling tool and the pipe section for hole cleaning.
Because most of the zones of the sand geological water network area are shallow water areas and have no navigation condition, in the steps of A1, B1, C1 and D2 in the three construction sections, if the construction areas are in the shallow water areas, the transportation of construction equipment adopts floating drainage for equipment transportation, and the specific transportation method comprises the following steps: firstly, building temporary simple wharfs at two ends of a water area of a construction zone, and arranging lifting and unloading equipment; simultaneously, manufacturing a large floating raft by adopting DN1000 x 6 thin-wall steel pipes and section steel, wherein the size of the floating raft is 14m x 8m, the buoyancy load on the water surface can reach more than 30T, and arranging fiber pulling and punt poles; then hoisting the construction equipment to the floating raft by using a temporary simple wharf at one end of the water area, and pulling the floating raft and the pole to push the floating raft by pulling fibers to move the floating raft; and after reaching the other end of the water area, hoisting and unloading the construction equipment to a temporary wharf, and then transferring the construction equipment to a construction belt.
Further, in order to prevent the excavator from sinking during the construction of the marshland area, a cabin-type base is additionally arranged at the bottom of the excavator before the dredging operation of the construction area is carried out in step A2.
Further, in order to prevent the blockage of the spun yarns in the water accumulation immersed tube and the sand separation cylinder, the water accumulation immersed tube and the sand separation cylinder are wrapped by a plurality of layers of dense steel wire filter screens before the water accumulation immersed tube and the sand separation cylinder are buried in the steps A3 and B2.
Further, in order to prevent the balancing weight from damaging the anticorrosive coating of the pipe section, before the balancing weight is added in the step A5, a thick rubber is wrapped on the upper half circumference of the pipe section at the position where the balancing weight is added, and the length of the rubber exposed out of the balancing weight is not less than 10 cm.
Furthermore, sacrificial anode group anticorrosion protection is additionally arranged at the end part of the pipe section in the step A5, sacrificial anode group anticorrosion protection is additionally arranged at the end part of the pipe section in the step B3, sacrificial anode group anticorrosion protection is additionally arranged at the end part of the steel sleeve pipe and the end part of the pipe section in the step C5, wherein the horizontal distance between the sacrificial anode group and the end part of the pipe section/the steel sleeve pipe is set to be 1.5m, and a lead is adopted to be welded with the pipe section/the steel sleeve pipe.
Further, after the excavation of the bottommost pit is completed in the step C2, a section steel purline is additionally arranged and reinforced along the circumferential direction of 30cm below the upper edge opening of the steel sheet pile, and a steel pipe cross brace and a section steel inclined brace are additionally arranged.
Further, the construction equipment in the step D2 mainly includes a drilling tool, an auxiliary mud system and a mud mixing system; for the drilling tools, when the crossing length is less than 800m, the drilling tools with the back dragging force of more than 150 tons are selected, when the crossing length exceeds 800m, the drilling tools with the back dragging force of more than 200 tons are selected, and the drilling tools select the tipped drill bit with the beginning of a4 character or a5 character.
Because the sand stratum crossing pipe section ground anchor with the length of more than 800m is difficult to stabilize, in order to avoid the condition of back dragging failure caused by the collapse and blockage of a hole after construction pause due to the loosening of the ground anchor, when the crossing length exceeds 800m, two left and right parallel ground anchor pits are dug at the front end of the drilling tool before the back dragging process is carried out in the step D4, two left and right parallel ground anchor pits are dug at two side wings of the drilling tool, and the distance between the front end of the drilling tool and the ground anchor pits of the side wings is more than 8 m; and then installing 4 anchor boxes prefabricated by steel plates and section steel in the anchor pit, wherein the size of each anchor box is 4m in length, 2m in width and 5m in height, fixedly connecting the 4 anchor boxes by adopting a connecting pipe, finally covering soil on the anchor boxes, compacting the anchor boxes in the anchor pit, adding water into the box body of each anchor box, and fully filling the box body with water, wherein a triangular support is additionally arranged on the contact surface between the drilling tool base and each anchor box to be stable.
The invention has the beneficial effects that:
aiming at different section conditions of pipeline construction in a sand geological water network area, the invention provides a scheme for solving various construction technical problems according to local conditions, which is mainly embodied in that: 1. the pipe section excavation and crossing of the marsh district are realized with low cost and high progression rate, and the difficult problems that the sand stratum is easy to sink and the pipeline construction is very difficult under the conditions of high water content and serious stratum water seepage of the sand stratum in the area are solved; 2. the continuous construction of the pipe sections in the paddy field is realized with low cost and high progress rate, and the difficulty of pipe trench excavation and backfilling is solved; 3. the construction of the highway/railway crossing single body in the sand geological water network area is realized by a construction technical method which is relatively economic and has a very short construction period; 4. the construction of directionally drilling and crossing the single body in the long-distance thick sand stratum is realized by an economic and low-risk construction technical method; 5. the problem of difficulty in transportation of shallow water areas in the sand geology water network area is solved, and compared with the construction of constructing the sidewalk in the water network area, the cost is saved by 150-300 ten thousand/Km.
Drawings
FIG. 1 is a construction flow chart of the present invention.
Detailed Description
Referring to fig. 1, a method for constructing a pipeline in a sand geological water network area, when a construction site is in a swamp zone of the water network area, comprises the following steps:
a1, construction preparation: determining a construction zone, preparing required construction equipment according to the length of the construction zone, and transporting the construction equipment to a specified position;
a2, dredging operation: firstly, a cabin type base is additionally arranged at the bottom of a dredger, then pile arrangement and a water baffle are arranged on two sides of a construction belt according to the arm length of the dredger in a man-machine cooperation mode, and a discontinuous operation method of pile arrangement and dredging is sequentially carried out for dredging the construction belt, wherein a dredging bucket of the dredger is adopted for transversely dredging, and only surface silt sand is scraped without disturbing bottom sediment sand during dredging;
a3, drainage operation: after dredging of each construction zone is completed, two dewatering grooves are dug in the row piles at two sides of the construction zone for drainage, the depth of each dewatering groove is 0.5-1m lower than the height of the construction zone after dredging, and water accumulation sinking pipes with uniformly and densely distributed holes on the surfaces are embedded in the dewatering grooves along the length direction, so that water in the peripheral deposited sand is gathered in the water accumulation sinking pipes; the water-collecting pits are dug in the precipitation grooves at intervals of 50-60 m, sand-isolating cylinders are placed in the water-collecting pits, submersible pumps are arranged in the sand-isolating cylinders to continuously pump out accumulated water in the sand-isolating cylinders, and the water drainage target is based on the guarantee of the stability of deposited sand in a construction zone to the walking of the crawler excavator, wherein multiple layers of dense-mesh steel wire filter screens are wrapped outside the accumulated water settling pipes and the sand-isolating cylinders to prevent spun yarns in the accumulated water settling pipes and the sand-isolating cylinders from being blocked;
a4, pipe trench excavation: after drainage of each construction zone is finished, pipe trench excavation is carried out according to a multilayer cutting method, the excavation depth of each layer is not more than 1m, and when unstable conditions caused by increase of deposited sand moisture due to low cutting of the construction zone are caused during pipe trench excavation operation, drainage of precipitation trenches is added for the second time, wherein the method is the same as the step A3;
a5, laying pipe sections: prefabricating a pipe section in a previous construction zone, sliding the prefabricated pipe section to the upper part of a pipe ditch of a next section through a roller carrier, laying the pipe section in the pipe ditch, additionally arranging sacrificial anode group anticorrosion protection at the end part of the pipe section, setting the horizontal distance between the sacrificial anode group and the end part of the pipe section to be 1.5m, welding the pipe section by adopting a lead, additionally arranging concrete balancing weights at the distance of 2m-4m on the pipe section, finally covering soil (sand) for burying, and wrapping thick rubber on the upper half circumference of the pipe section at the position where the balancing weights are additionally arranged before additionally arranging the balancing weights, wherein the length of the rubber exposed out of the balancing weights is not less than 10 cm;
when the construction site is in a paddy field area of a water network area, the construction method comprises the following steps:
b1, construction preparation: determining a construction zone, preparing required construction equipment according to the length of the construction zone, and transporting the construction equipment to a specified position;
b2, drainage operation: temporarily building cofferdams at two sides of a construction belt in sections, arranging dewatering grooves on the inner sides of dam bodies for drainage, and additionally arranging water accumulation immersed pipes with uniformly and densely distributed holes on the surfaces at obvious sections of accumulated sand in the dewatering grooves; the dewatering grooves are provided with water accumulation pits at intervals of 50-60 m, sand separation cylinders are arranged in the water accumulation pits, submersible pumps are arranged in the sand separation cylinders to continuously pump out accumulated water in the sand separation cylinders, and the accumulated water settling pipes and the sand separation cylinders are wrapped with a plurality of layers of dense-mesh steel wire filter screens to prevent spun yarns in the accumulated water settling pipes and the sand separation cylinders from being blocked; the construction belt after the drainage is finished is aired in sections according to weather conditions until the bearing capacity of the foundation in the construction belt can ensure that the crawler excavator walks as standard; if the section which is difficult to meet the bearing capacity requirement of the foundation is aired due to geological and climatic conditions, laying an auxiliary pipe row or a steel plate;
b3, pipe trench excavation and pipe section laying: prefabricating a pipe section on the ground, excavating a pipe trench after the prefabrication of the pipe section is finished, laying the pipe section after the excavation of the pipe trench is finished, additionally arranging a sacrificial anode group on the end part of the pipe section for anti-corrosion protection, setting the horizontal distance between the sacrificial anode group and the end part of the pipe section to be 1.5m, and welding the pipe section by adopting a lead; if the pipe trench has a collapse risk, a third excavator is adopted for operation, after the first excavator excavates the pipe trench in front, the second excavator follows the pipe trench to clean the trench, the third excavator and the second excavator assist pipe sections are placed and laid in the pipe trench, and after the pipe sections are laid, the third excavator follows the backfill; wherein the distance between excavation and backfilling operation is not more than 200 m; the distance between the backfilling operation and the ditch cleaning operation is 80-100 m;
when a construction site needs to pass through a highway or a railway in a water network area, the construction method comprises the following steps:
c1, construction preparation: determining a construction zone, preparing required construction equipment and transporting the construction equipment to a specified position;
c2, excavating a foundation pit: digging a first foundation pit and a second foundation pit on two sides of a road or a railway respectively, wherein the first foundation pit and the second foundation pit are dug layer by adopting a step type enlarged excavation method to the ground bottom layer by layer, and uniformly digging dewatering deep wells along the circumferential direction after the first foundation layer enlarged excavation is finished, wherein the well depth of the dewatering deep wells is more than 3-5m of the depth of the first foundation pit or the second foundation pit; then continuing excavation downwards, before excavating the bottommost pit of the foundation pit I/II, tightly driving steel sheet piles along the circumferential direction of the edge of the bottommost pit, wherein the driving depth of the steel sheet piles is more than 5m of the depth of the bottommost pit, then additionally arranging steel section purlines for reinforcement along the circumferential direction 30cm below the upper edge of the steel sheet piles, additionally arranging steel pipe cross braces and steel section diagonal braces, and finally excavating the bottommost pit until the excavation of the bottommost pit is finished;
c3, laying a track: after the excavation of the bottommost pit of the foundation pit I is finished, paving a mixture of a gravel layer and dry cement on the surface of the bottommost pit for primarily curing a sand layer, wherein the thickness of the mixture of the gravel layer and the dry cement is 20-30Cm, and paving a layer of pipe row on the surface of the mixture for stabilizing a foundation; then, horizontally laying a track on the pipe row, measuring and calibrating, wherein a horizontal extension line in the length direction of the track penetrates through the ground bottom below the highway/railway until the horizontal extension line extends to a bottommost pit of the second foundation pit;
c4, penetrating and tamping the sleeve: after the track laying of the bottommost pit of the first foundation pit is finished, horizontally tamping steel sleeves one by one towards the ground bottom below the highway/railway along the length direction of the track, welding each steel sleeve with a subsequent steel sleeve after tamping, circularly working until all the steel sleeves completely pass through the ground bottom below the highway/railway and extend into the bottommost pit of the second foundation pit, and after each steel sleeve passes through, manually excavating sandy soil in the steel sleeves to keep the steel sleeves in a hollow state;
c5, pipe section penetration: the pipe sections are arranged in a steel sleeve in a penetrating mode, before a first pipe section penetrates into the steel sleeve, an end socket is additionally arranged at the front end of the first pipe section, when each pipe section penetrates into the first pipe section, the tail end of each pipe section is left to be 1m and is welded with a subsequent pipe section, the circulation operation is carried out until all the pipe sections penetrate into the first pipe section, and 2-3m of the last pipe section is left to be exposed out of the steel sleeve; and (3) grouting and plugging in the steel sleeve after the pressure test of the pipe section is qualified, setting oiled hemp plugs and concrete pouring and curing at two ends of the steel sleeve, exposing pipe section pipe heads at two ends, additionally arranging sacrificial anode sets on the steel sleeve and the end parts of the pipe sections for anticorrosion protection, setting the horizontal distance between the sacrificial anode sets and the pipe sections/the end parts of the steel sleeve to be 1.5m, and welding the sacrificial anode sets and the pipe sections/the steel sleeve by adopting leads.
When the construction section is in a long-distance thick sand zone in a water network area, the construction method comprises the following steps:
d1, determining a scheme: carrying out geological survey and measurement setting-out, and selecting proper crossing position in the soil and crossing horizon schemes; when the crossing length is less than 800 meters, selecting a crossing mode of the whole course crossing of the deposited sand layer when crossing the layer; when the crossing length exceeds 800 meters, selecting a crossing mode of crossing the gravel layer from the two ends of the soil outlet and the soil inlet and then entering a stable stratum under the gravel layer at the crossing position, increasing the soil inlet angle of the soil inlet to 10-12 degrees during crossing, increasing the soil outlet angle of the soil outlet to 9-13 degrees, and simultaneously reducing the crossing curvature radius to reduce the crossing length on the gravel layer;
d2, construction preparation: according to a construction scheme, construction equipment is prepared and transported to a specified position, wherein the construction equipment mainly comprises a drilling tool, an auxiliary slurry system and a slurry mixing system; aiming at the drilling tools, when the crossing length is less than 800m, the drilling tools with the back dragging force of more than 150 tons are selected, when the crossing length exceeds 800m, the drilling tools with the back dragging force of more than 200 tons are selected, and the drilling tools select the tipped drill bit with the beginning of a4 character or a5 character;
d3, drilling: drilling a guide hole through a drilling tool according to the drilling curve of the scheme, and additionally arranging a combined multi-section stabilizer at the positions of 2-3 drill rods behind the drilling tool to ensure that the drill rods are stably controlled in the sand layer; after the pilot hole is finished, expanding the hole diameter of the pilot hole at the soil inlet end and the soil outlet end, wherein the difference between the hole diameter after expansion and the hole diameter of the pilot hole is less than 200 mm;
d4, back dragging process: leading the pipe section to enter from the soil outlet end, penetrating along the guide hole and dragging out from the soil inlet end by using a drilling tool, and additionally arranging a barrel type reamer and a multi-stage reamer between the drilling tool and the pipe section for cleaning holes; because the sand stratum crossing pipe section anchor with the length of more than 800m is difficult to stabilize, in order to avoid the condition of back dragging failure caused by the collapse and blockage of a hole after construction pause due to the loosening of the anchor, two left and right parallel anchor pits are dug at the front end of the drilling tool before the back dragging process is carried out when the crossing length exceeds 800m, two left and right parallel anchor pits are dug at two side wings of the drilling tool, and the distance between the front end of the drilling tool and the anchor pits of the side wings is more than 8 m; and then installing 4 anchor boxes prefabricated by steel plates and section steel in the anchor pit, wherein the size of each anchor box is 4m in length, 2m in width and 5m in height, fixedly connecting the 4 anchor boxes by adopting a connecting pipe, finally covering soil on the anchor boxes, compacting the anchor boxes in the anchor pit, adding water into the box body of each anchor box, and fully filling the box body with water, wherein a triangular support is additionally arranged on the contact surface between the drilling tool base and each anchor box to be stable.
Because most of the zones of the sand geological water network area are shallow water areas and have no navigation condition, in the steps of A1, B1, C1 and D2 in the three construction sections, if the construction areas are in the shallow water areas, the transportation of construction equipment adopts floating drainage for equipment transportation, and the specific transportation method comprises the following steps: firstly, building temporary simple wharfs at two ends of a water area of a construction zone, and arranging lifting and unloading equipment; simultaneously, manufacturing a large floating raft by adopting DN1000 x 6 thin-wall steel pipes and section steel, wherein the size of the floating raft is 14m x 8m, the buoyancy load on the water surface can reach more than 30T, and arranging fiber pulling and punt poles; then hoisting the construction equipment to the floating raft by using a temporary simple wharf at one end of the water area, and pulling the floating raft and the pole to push the floating raft by pulling fibers to move the floating raft; and after reaching the other end of the water area, hoisting and unloading the construction equipment to a temporary wharf, and then transferring the construction equipment to a construction belt.
The described embodiments are only some embodiments of the invention, not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Claims (9)
1. A sand geology water network area pipeline construction method is characterized in that:
when the construction site is in a marsh area of a water network area, the construction method comprises the following steps:
a1, construction preparation: determining a construction zone, preparing required construction equipment according to the length of the construction zone, and transporting the construction equipment to a specified position;
a2, dredging operation: arranging piles and water baffles on two sides of a construction belt according to the arm length of an excavator in a man-machine cooperation mode, and carrying out dredging operation on the construction belt by an intermittent operation method of arranging piles for one section and scraping silt for one section in sequence, wherein during dredging, a bucket of the excavator is adopted for transversely scraping silt, and during dredging, only silt soil on the surface layer is scraped without disturbing bottom layer deposited sand;
a3, drainage operation: after dredging of each construction zone is completed, two dewatering grooves are dug in the row piles at two sides of the construction zone for drainage, the depth of each dewatering groove is 0.5-1m lower than the height of the construction zone after dredging, and water accumulation sinking pipes with uniformly and densely distributed holes on the surfaces are embedded in the dewatering grooves along the length direction, so that water in the peripheral deposited sand is gathered in the water accumulation sinking pipes; water accumulation pits are dug in the precipitation grooves at intervals of 50-60 m, sand separation cylinders are placed in the water accumulation pits, submersible pumps are arranged in the sand separation cylinders to continuously pump out accumulated water in the sand separation cylinders, and the drainage target is based on the fact that the stability of deposited sand in a construction zone ensures that the crawler excavator walks;
a4, pipe trench excavation: after drainage of each construction zone is finished, pipe trench excavation is carried out according to a multilayer cutting method, the excavation depth of each layer is not more than 1m, and when unstable conditions caused by increase of deposited sand moisture due to low cutting of the construction zone are caused during pipe trench excavation operation, drainage of precipitation trenches is added for the second time, wherein the method is the same as the step A3;
a5, laying pipe sections: prefabricating a pipe section in a previous construction zone, sliding the prefabricated pipe section to the upper part of a pipe ditch of a next section through a roller carrier, laying the pipe section in the pipe ditch, then additionally arranging concrete balancing weights on the pipe section at intervals of 2-4 m, and finally covering soil (sand) for landfill;
when the construction site is in a paddy field area of a water network area, the construction method comprises the following steps:
b1, construction preparation: determining a construction zone, preparing required construction equipment according to the length of the construction zone, and transporting the construction equipment to a specified position;
b2, drainage operation: temporarily building cofferdams at two sides of a construction belt in sections, arranging dewatering grooves on the inner sides of dam bodies for drainage, and additionally arranging water accumulation immersed pipes with uniformly and densely distributed holes on the surfaces at obvious sections of accumulated sand in the dewatering grooves; the dewatering grooves are provided with water accumulation pits at intervals of 50-60 m, sand separation cylinders are arranged in the water accumulation pits, and submersible pumps are arranged in the sand separation cylinders to continuously pump out accumulated water in the sand separation cylinders; the construction belt after the drainage is finished is aired in sections according to weather conditions until the bearing capacity of the foundation in the construction belt can ensure that the crawler excavator walks as standard; if the section which is difficult to meet the bearing capacity requirement of the foundation is aired due to geological and climatic conditions, laying an auxiliary pipe row or a steel plate;
b3, pipe trench excavation and pipe section laying: prefabricating a pipe section on the ground, excavating a pipe trench after the prefabrication of the pipe section is finished, and paving the pipe section after the excavation of the pipe trench is finished; if the pipe trench has a collapse risk, a third excavator is adopted for operation, after the first excavator excavates the pipe trench in front, the second excavator follows the pipe trench to clean the trench, the third excavator and the second excavator assist pipe sections are placed and laid in the pipe trench, and after the pipe sections are laid, the third excavator follows the backfill; wherein the distance between excavation and backfilling operation is not more than 200 m; the distance between the backfilling operation and the ditch cleaning operation is 80-100 m;
when a construction site needs to pass through a highway or a railway in a water network area, the construction method comprises the following steps:
c1, construction preparation: determining a construction zone, preparing required construction equipment and transporting the construction equipment to a specified position;
c2, excavating a foundation pit: digging a first foundation pit and a second foundation pit on two sides of a road or a railway respectively, wherein the first foundation pit and the second foundation pit are dug layer by adopting a step type enlarged excavation method to the ground bottom layer by layer, and uniformly digging dewatering deep wells along the circumferential direction after the first foundation layer enlarged excavation is finished, wherein the well depth of the dewatering deep wells is more than 3-5m of the depth of the first foundation pit or the second foundation pit; then continuing excavation downwards, before excavating the bottommost pit of the foundation pit I/II, tightly driving steel sheet piles along the circumferential direction of the edge of the bottommost pit, wherein the driving depth of the steel sheet piles is more than 5m of the depth of the bottommost pit, and then performing excavation operation on the bottommost pit until the excavation of the bottommost pit is finished;
c3, laying a track: after the excavation of the bottommost pit of the foundation pit I is finished, paving a mixture of a gravel layer and dry cement on the surface of the bottommost pit for primarily curing a sand layer, wherein the thickness of the mixture of the gravel layer and the dry cement is 20-30Cm, and paving a layer of pipe row on the surface of the mixture for stabilizing a foundation; then, horizontally laying a track on the pipe row, measuring and calibrating, wherein a horizontal extension line in the length direction of the track penetrates through the ground bottom below the highway/railway until the horizontal extension line extends to a bottommost pit of the second foundation pit;
c4, penetrating and tamping the sleeve: after the track laying of the bottommost pit of the first foundation pit is finished, horizontally tamping steel sleeves one by one towards the ground bottom below the highway/railway along the length direction of the track, welding each steel sleeve with a subsequent steel sleeve after tamping, circularly working until all the steel sleeves completely pass through the ground bottom below the highway/railway and extend into the bottommost pit of the second foundation pit, and after each steel sleeve passes through, manually excavating sandy soil in the steel sleeves to keep the steel sleeves in a hollow state;
c5, pipe section penetration: the pipe sections are arranged in a steel sleeve in a penetrating mode, before a first pipe section penetrates into the steel sleeve, an end socket is additionally arranged at the front end of the first pipe section, when each pipe section penetrates into the first pipe section, the tail end of each pipe section is left to be 1m and is welded with a subsequent pipe section, the circulation operation is carried out until all the pipe sections penetrate into the first pipe section, and 2-3m of the last pipe section is left to be exposed out of the steel sleeve; grouting and plugging in the steel sleeve after the pressure test of the pipe sections is qualified, arranging oil hemp plugs and concrete pouring and curing at two ends of the steel sleeve, and only exposing pipe section pipe heads at two ends;
when the construction section is in a long-distance thick sand zone in a water network area, the construction method comprises the following steps:
d1, determining a scheme: carrying out geological survey and measurement setting-out, and selecting proper crossing position in the soil and crossing horizon schemes; when the crossing length is less than 800 meters, selecting a crossing mode of the whole course crossing of the deposited sand layer when crossing the layer; when the crossing length exceeds 800 meters, selecting a crossing mode of crossing the gravel layer from the two ends of the soil outlet and the soil inlet and then entering a stable stratum under the gravel layer at the crossing position, increasing the soil inlet angle of the soil inlet to 10-12 degrees during crossing, increasing the soil outlet angle of the soil outlet to 9-13 degrees, and simultaneously reducing the crossing curvature radius to reduce the crossing length on the gravel layer;
d2, construction preparation: according to the construction scheme, preparing construction equipment and transporting the construction equipment to a specified position;
d3, drilling: drilling a guide hole through a drilling tool according to the drilling curve of the scheme, and additionally arranging a combined multi-section stabilizer at the positions of 2-3 drill rods behind the drilling tool to ensure that the drill rods are stably controlled in the sand layer; after the pilot hole is finished, expanding the hole diameter of the pilot hole at the soil inlet end and the soil outlet end, wherein the difference between the hole diameter after expansion and the hole diameter of the pilot hole is less than 200 mm;
d4, back dragging process: the pipe section is led by a drilling tool to enter from the soil outlet end and pass through along the guide hole and is pulled out from the soil inlet end, and in addition, a barrel type reamer and a multi-stage reamer are additionally arranged between the drilling tool and the pipe section for hole cleaning.
2. The sand geological water network area pipeline construction method as claimed in claim 1, wherein in the steps A1, B1, C1 and D2, if the construction area is in a shallow water area, the construction equipment is transported by floating drainage, and the transportation method comprises the following steps: firstly, building temporary simple wharfs at two ends of a water area of a construction zone, and arranging lifting and unloading equipment; simultaneously, manufacturing a large floating raft by adopting DN1000 x 6 thin-wall steel pipes and section steel, wherein the size of the floating raft is 14m x 8m, and the floating raft is provided with fiber pulling and pole opening members; then hoisting the construction equipment to the raft by using a temporary simple wharf at one end of the water area, and pulling the raft and the pole to push the raft to move the raft; and after reaching the other end of the water area, hoisting and unloading the construction equipment to a temporary wharf, and then transferring the construction equipment to a construction belt.
3. The method for pipeline construction in a sandy water network area as claimed in claim 1, wherein a cabin type base is additionally installed at the bottom of the excavator before the dredging operation of the construction zone is carried out in step a 2.
4. The method for pipeline construction in the sandy water network area according to claim 1, wherein the ponding immersed pipe and the sand separation barrel are wrapped by a plurality of layers of dense mesh steel wire screens before the ponding immersed pipe and the sand separation barrel are buried in steps A3 and B2.
5. The method for pipe construction in the sand geological water network area according to claim 1, wherein before the addition of the balancing weight in step a5, a thick rubber is wrapped on the half circumference of the pipe section at the addition position of the balancing weight, and the length of the rubber exposed out of the balancing weight is not less than 10 cm.
6. The method for pipeline construction in the sand geological water network area according to claim 1, wherein the sacrificial anode group is added to the end of the pipeline section in the step A5, the sacrificial anode group is added to the end of the pipeline section in the step B3, and the sacrificial anode group is added to the end of the steel sleeve and the end of the pipeline section in the step C5, wherein the horizontal distance between the sacrificial anode group and the end of the pipeline section/steel sleeve is set to be 1.5m, and the sacrificial anode group is welded with the pipeline section/steel sleeve by adopting a lead wire.
7. The method for pipe construction in the sandy water network area according to claim 1, wherein after excavation of the bottommost pit is completed in step C2, a steel purlin is added circumferentially and reinforced 30cm below an upper edge of the steel sheet pile, and a steel pipe cross brace and a steel section diagonal brace are added.
8. The sand geological water network area pipeline construction method according to claim 1, wherein the construction equipment in the step D2 mainly comprises a drilling tool, an auxiliary slurry system and a slurry mixing system; for the drilling tools, when the crossing length is less than 800m, the drilling tools with the back dragging force of more than 150 tons are selected, when the crossing length exceeds 800m, the drilling tools with the back dragging force of more than 200 tons are selected, and the drilling tools select the tipped drill bit with the beginning of a4 character or a5 character.
9. The sand geological water network area pipeline construction method according to claim 1, wherein when the crossing length exceeds 800 meters, before the back dragging process is carried out in step D4, two left and right parallel ground anchor pits are dug at the front end of the drilling tool, two left and right parallel ground anchor pits are dug at two side wings of the drilling tool, and the distance between the front end of the drilling tool and the ground anchor pits at the side wings is more than 8 m; and then installing 4 anchor boxes prefabricated by steel plates and section steel in the anchor pit, wherein the size of each anchor box is 4m in length, 2m in width and 5m in height, fixedly connecting the 4 anchor boxes by adopting a connecting pipe, finally covering soil on the anchor boxes, compacting the anchor boxes in the anchor pit, adding water into the box body of each anchor box, and fully filling the box body with water, wherein a triangular support is additionally arranged on the contact surface between the drilling tool base and each anchor box to be stable.
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| CN113814590B (en) * | 2021-09-25 | 2022-12-20 | 中石化石油工程技术服务有限公司 | Automatic welding construction method for large-diameter long-distance pipeline in water network area |
| CN113883331A (en) * | 2021-10-29 | 2022-01-04 | 中石化石油工程技术服务有限公司 | Continuous directional drilling construction method for crossing mudflat, wetland and water network zone |
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