CN112227514A - Construction method of sewage allocation main pipe network - Google Patents
Construction method of sewage allocation main pipe network Download PDFInfo
- Publication number
- CN112227514A CN112227514A CN202010682248.6A CN202010682248A CN112227514A CN 112227514 A CN112227514 A CN 112227514A CN 202010682248 A CN202010682248 A CN 202010682248A CN 112227514 A CN112227514 A CN 112227514A
- Authority
- CN
- China
- Prior art keywords
- pipeline
- construction
- pipe
- welding
- sewage
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F5/00—Sewerage structures
- E03F5/22—Adaptations of pumping plants for lifting sewage
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/02—Arrangement of sewer pipe-lines or pipe-line systems
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/06—Methods of, or installations for, laying sewer pipes
Landscapes
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Engineering & Computer Science (AREA)
- Hydrology & Water Resources (AREA)
- Public Health (AREA)
- Water Supply & Treatment (AREA)
- Sewage (AREA)
Abstract
A construction method of a sewage allocation main pipe network belongs to the technical field of pipeline construction. The method comprises the steps of building a sewage lifting pump station and a sewage pressure conveying pipeline; the sewage pressure conveying pipeline comprises a land sewage pipeline, a river-crossing pipeline, a cross road pipeline, a submarine pipeline and a pump station outdoor rainwater and sewage drainage pipeline; the land sewage pipeline is constructed by adopting a PE pipeline, the river-crossing pipeline or a cross road pipeline is constructed by adopting a PE traction pipeline, and the submarine pipeline is constructed by adopting an offshore slotting and pipe burying construction. In the PE pipeline construction, the material is environment-friendly, the corrosion resistance is good, the strength is high, and the construction stability is ensured; in the PE traction pipeline construction, the pipeline is deeply buried, the construction is safe, and the horizontal directional accurate drilling construction is adopted, so that the pipeline construction efficiency is improved; in the offshore grooving and pipe burying construction, the elevation of the bottom of a foundation trench is accurately controlled, and the construction quality of the foundation trench is ensured; and the assembly welding on the pipe land and the butt joint on the sea are adopted, so that the construction period and the cost are saved, and the environmental pollution is reduced.
Description
Technical Field
The invention belongs to the technical field of pipeline construction, and particularly relates to a construction method of a sewage allocation main pipe network.
Background
In the existing sewage pipeline construction, because the pipeline construction path is complex, different construction environments such as roads, riverways, seas and the like in the process of passing need to be faced, the influence on the surrounding environment and traffic is generated in the construction process, and the road surface and the riverway are easy to damage; influence the passing of vehicles and marine vessels; the method causes danger to various integrated pipelines which are buried well, and has poor construction safety and environmental protection and low construction efficiency.
Disclosure of Invention
Aiming at the problems in the prior art, the invention aims to provide a method which can protect construction environment and does not influence the traffic around the construction; sewage allocation main pipe network construction method with environment-friendly construction, safe construction and high construction efficiency
The invention provides the following technical scheme: a construction method of a sewage allocation main pipe network is characterized by comprising the steps of building a sewage lifting pump station and a sewage pressure conveying pipeline; the sewage pressure conveying pipeline comprises a land sewage pipeline, a river-crossing or cross-crossing road pipeline, a submarine pipeline and a pump station outdoor rainwater and sewage drainage pipeline;
the land water supply pipeline is constructed by adopting a PE pipeline, and the land water supply pipeline comprises the following construction process flows: measuring lofting, earthwork excavation, cushion layer construction, pipeline connection, pipe laying, pipe installation, pipeline backfilling, pipeline pressure testing, reinforced concrete pouring, brick inspection well building and raw soil backfilling;
the river crossing or road crossing pipeline is constructed by adopting a PE traction pipeline, and the construction process comprises the following steps: measuring and lofting, installing and debugging a drilling machine, drilling a guide hole, pre-reaming, pulling a pipeline back, connecting the pipeline, evacuating equipment, and constructing a reversed siphon well;
the submarine pipeline is constructed by adopting offshore slotting and pipe burying, and comprises the following construction process flows:
measuring and lofting, excavating foundation trench, setting positioning piles, constructing stone and sand cushion layers, manufacturing steel pipes (welding on land), protecting sacrificial anodes, putting steel pipes into shoal, carrying out floating transportation, constructing immersed pipes, butting water surfaces and performing interface anticorrosion treatment, sinking steel pipes, backfilling pipelines and testing pressure;
the pump station outdoor rainwater and sewage drainage pipeline is constructed by adopting HDPE pipelines, and comprises the following construction process flows: measuring and lofting, earth excavation, cushion layer construction, pipe arranging and installing, brick inspection well building, water closing experiment and original soil backfilling.
The construction method of the sewage allocation main pipe network is characterized in that the PE pipeline construction comprises the following specific construction steps:
1) measuring and lofting:
1.1, measuring the positions of a pipeline center line and an attached structure, and marking the positions of overground and underground structures which conflict with a pipeline;
1.2, rechecking the permanent leveling points and establishing temporary leveling points;
1.3, checking the elevation of the joint of the original pipeline or river channel;
1.4, measuring the original ground elevation on a well position of a central line along the trend of a pipe network, and drawing longitudinal and transverse topographic profile maps so as to determine the depth and width of the groove and serve as a basis for calculating the quantity of earthwork and balancing the earthwork; the side line of the excavation groove, the boundary line of the mound and the stacking material and the temporary land range are arranged.
2) And earth excavation: and (5) mechanical excavation, wherein manual bottom cleaning is adopted when mechanical excavation is carried out until the distance from the bottom of the groove is 25-35 cm.
3) And constructing a cushion layer: and excavating the earthwork to the elevation of the bottom of the groove, immediately constructing a 20cm gravel cushion layer, wherein the gravel cushion layer is required to be spread uniformly, the corresponding loose paving coefficient is well controlled, and the cushion layer is tamped manually.
4) And connecting the pipelines: the pipeline connection is hot melt connection.
5) Lower pipe and mounting pipe: after the pipeline connection is finished, the pipeline is hung into the groove by a crane, and the elevation and the central axis of the pipeline are rechecked.
6) And backfilling the pipeline: and backfilling the dug original soil into the groove.
7) And testing pressure of the pipeline: and (3) carrying out a constant pressure test on the pipeline, checking the pressure change until the specified time of constant pressure is reached and the pressure reduction value is within the range allowed by the specification, wherein the water seepage amount does not exceed the value allowed by the specification.
8) Pouring the reinforced concrete: comprises steel bar engineering, template engineering and concrete pouring,
the steel bar engineering comprises steel bar manufacturing and processing and steel bar binding; the template engineering comprises the construction of a bottom plate template and a well wall template.
9) Building a brick inspection well: the size and elevation of a foundation should be checked before the inspection well is built; during building, the bricks are fully buried and paved, mortar joints among the bricks are smaller than 1cm, and necking ash is adopted for brick joints in the well wall during building; after the well body is built, the outer wall is subjected to seam rubbing by adopting mortar required by design, all outer seams are tight and full, and then a well grate of the well cover is installed.
10) And (5) backfilling the original soil, namely backfilling the excavated original soil into the groove.
The construction method of the sewage allocation main pipe network is characterized in that the construction of the PE traction pipeline comprises the following specific construction steps:
1) measuring and lofting: releasing the center line of the drilling machine and boundary lines of a drilling machine field, a pipeline welding field and a slurry pit according to the coordinates of the soil entry point and the soil exit point required by the construction drawing; the depth of the pipeline embedded into the bottom line is 8-12 m.
2) And installing and debugging the drilling machine: the drilling machine is arranged on a connecting line of the soil-entering point and the soil-discharging point, the left-right error is not more than 30mm, and the included angle between the drilling machine and the horizontal plane is 1 degree larger than the designed soil-entering angle; after the drilling machine is installed, trial operation is carried out, and the back dragging force is adjusted according to the geological penetration and the pipe diameter.
3) Drilling a guide hole: and the guide hole is drilled according to the design curve, the effectiveness of the direction control data is judged according to the geomagnetic field data in the construction process, the drilling speed is controlled, and the smoothness of the guide hole is ensured.
4) Pre-reaming: after the drill bit reaches the exit well, the drilling work is finished, but the aperture does not meet the laying requirement, so that the diameter needs to be expanded to a preset aperture for many times.
5) Back dragging of the pipeline: after the hole is successfully expanded to the preset hole diameter, the pipeline is dragged back as soon as possible to reduce risks; after connecting the PE pipes into a pipeline with the length equivalent to the length of the formed hole by a hot melting method, connecting the pipeline with a reamer, and pulling the pipeline into the hole by pulling back.
6) Connecting pipelines: after the pipeline is drilled, the position and the elevation of the pipeline are timely corrected, and the pipeline is accurately connected with the pipeline on the ground by adopting hot melting connection.
7) Equipment evacuation: and after the back dragging is finished, the equipment is withdrawn from the site.
8) And (3) constructing the inverted siphon well: the construction method is the same as that of the masonry of the brick inspection well in the PE pipeline construction step.
The construction method of the sewage allocation main pipe network is characterized in that the offshore grooving and pipe burying construction comprises the following specific construction steps:
1) measuring and lofting: before construction, the control points are checked, and a plane control network is established on site, wherein the plane control network comprises an excavation sideline control line and an excavation center line control line.
2) And excavating a base groove: and excavating the pipeline foundation trench by adopting a bucket dredger, constructing from a far bank position to a near bank step by step along the axis of the trench, arranging anchor cables, and enabling the heading of a bow anchor to be consistent with that of the seabed.
3) And driving a positioning pile: positioning piles are arranged outside the pipe diameter of the construction axis at intervals, and the piling work is finished by assembling a flat barge and a vibrating hammer matched with a crawler crane; the depth of the positioning pile into the soil is more than 8 meters, and the pile top is higher than the highest water level by more than 1.5 meters; and the positioning pile is dismantled after the construction is finished.
4) And constructing block stone and sand cushion: after the foundation trench is detected to be qualified, constructing a rock block cushion layer, and manually throwing and filling the rock blocks; and after finishing, carrying out sand cushion construction, calculating the throwing filling amount according to the number of the designed cushions, throwing filling the sand cushion along the axis of the foundation trench, and then leveling.
5) And manufacturing a steel pipe: and (4) hanging the finished product pipe on a flexible adjustable pipe seat of an assembly prefabricating field, carrying out butt welding on the finished product pipe, and carrying out anti-corrosion treatment on the butt joint after finishing.
6) And sacrificial anode protection: the method is characterized in that annular aluminum alloy sacrificial anodes are adopted, a group of sacrificial anodes are arranged at intervals of 100 meters, each group of sacrificial anodes is two, a group of sacrificial anodes is additionally arranged at the welding position of a pipeline, anode blocks are welded on two sides of the pipeline during onshore assembly welding, the welding damage position of the pipeline needs to be subjected to anti-corrosion treatment, and two ends of a sea-crossing section are respectively provided with a test pile and are marked.
7) Steel pipe beach descending and floating transportation: after the long pipeline is assembled, blind plates are sealed at two ends; the spliced and assembled long pipeline can smoothly descend a beach and water by means of buoyancy of the long pipeline under the action of the adjustable pipe seats; calculating and determining an adjusting floater to be installed for the pipeline which is subjected to assembly welding and is launched, and then dragging the pipeline to an installation axis position to be in place by using a tugboat; in the hauling process, the slow countercurrent linear floating transportation is carried out.
8) And (3) immersed tube construction: controlling the hoisting ship to be vertical to the installation axis of the pipeline after anchoring and positioning at the sinking position; adjusting the position of the pipeline to enable the pipeline to be matched with the installation axis and the position, opening a water inlet valve and an exhaust valve at two ends of the pipeline, feeding water at the far shore end, and exhausting gas at the near shore end; the pipeline sinks.
9) Water surface butt joint and interface antiseptic treatment: butt joint is carried out on the water surface splicing platform, two pipelines are in a suspension state during butt joint, the plugging blind plate is cut off, and the interior of the pipelines is kept dry and clean; before welding, the pipeline and the welding platform are connected into a whole to ensure the welding quality; and (3) lining a stainless steel plate in a 200mm range of a heat affected zone of the inner wall of a welded junction of the pipeline during welding: wherein the lining is a 304 stainless steel plate with the thickness of 2mm, after the pipeline is aligned, the stainless steel plate is welded by argon arc welding to form a stainless steel lining, and then the steel pipe is welded; and performing external corrosion-resistant node treatment after the welding is qualified through inspection.
10) And steel pipe sinking: the method comprises the following three parts: firstly, positioning a pipeline, secondly, controlling the sinking of the pipeline into a groove; and thirdly, connecting the underwater pipeline with the original submerged underwater pipeline.
11) And backfilling the pipeline: and (3) backfilling the stable pipe immediately after the pipeline immersed pipe is in place, backfilling the stable pipe to a designed elevation by adopting sand, and then burying building blocks on the stable pipe.
12) And testing pressure of the pipe section: and carrying out one-time integral pressure test on the underwater pipeline after the immersed tube is finished.
The construction method of the sewage allocation main pipe network is characterized in that in the step 6), the backfill compactness at two sides of the pipe is not lower than 90%, the single-side filling is strictly forbidden, the backfill compactness is not lower than 85% within 500mm above the pipe top, and the original soil above the pipe top is backfilled; when the soil is unloaded, the soil cannot be directly unloaded on a pipeline connector, and the soil must be backfilled manually within the range of 500mm above the top of the pipeline; during backfilling, the layers are leveled and tamped, and each layer is loose and paved with the thickness of 300 mm.
The construction method of the sewage allocation main pipe network is characterized in that in the step 8), the steel bars are manufactured and processed, electric welding is adopted, and distributed bars are lapped; the lap welding between the II-grade steel bars adopts an electric welding rod, the lap length of single-side welding is 10d, the lap length of double-side welding is 5d, and d is the diameter of the steel bar; the binding steel bar joints are staggered, the number of the steel bar joints with the same section is 25% of the tensile area, and 50% of the compression area; the steel bar with the diameter d larger than 18mm is welded by double-sided welding or butt welding, the welding length is not less than 5d, and the area of the steel bar welding joint with the same section is not more than 50% of the total area.
The construction method of the sewage allocation main pipe network is characterized in that the template engineering in the step 8) adopts a large bamboo plywood, before construction, edges of the bamboo plywood are trimmed to enable the diagonal error to be within 0.5cm, then round holes penetrating through a wall pull rod are punched, and the round holes are uniformly and tidily distributed; in order to increase the rigidity of the template, square timbers are arranged on the outer side of the template at certain intervals; the wall-through pull rod is provided with double positioning sheets, and the positioning sheets are welded on two sides by water stop steel sheets.
The construction method of the sewage allocation main pipe network is characterized in that in the step 1), the left-right deviation of the positions of an earth entry point and an earth exit point is not more than 20mm during paying off, the error is not more than 40mm along the axial direction of a pipeline, and marking is carried out; within 200m from the unearthed point to the back towing pipeline, a straight line must be kept, and the curvature radius of the bent pipeline beyond 200m is more than 1500 times of the pipe diameter.
The construction method of the sewage allocation main pipe network is characterized in that in the step 3), an earth-entering angle is 9-12 degrees and an earth-leaving angle is 4-10 degrees during drilling; the curvature radius of a drilling curve is more than 1500 times of the pipe diameter, the break angle of each drill rod is determined according to the passing pipe diameter, and the maximum angle of the drill rod is not more than 2 degrees; when drilling, the viscosity of the slurry is 35-40 seconds, and when back dragging, the viscosity of the slurry is 40-50 seconds.
By adopting the technology, compared with the prior art, the invention has the following beneficial effects:
1) in the PE pipeline construction, mechanical and manual layered bottom cleaning is adopted, and the height and width precision of the bottom of the groove are controlled, so that the soil structure at the bottom of the foundation pit is prevented from being disturbed or damaged, and the strength of a construction base layer is ensured; the cushion layer construction adopts a 20cm gravel cushion layer, the construction pipe top is backfilled by adopting gravel chips 50cm above the top, and the construction pipeline connection is divided into five stages, namely a preheating stage, a heat absorption stage, a heating plate taking-out stage, a butt joint stage and a cooling stage, so that the strength of the construction pipeline is ensured; the stability of construction is comprehensively ensured;
2) in the PE traction pipeline construction, the depth of the pipeline embedded into the bottom line is 8-12m, the construction is safe, a protective fence is not required to be arranged, and the traffic running above the construction is not influenced; the horizontal directional drilling construction is adopted, the guide hole drilling and reaming construction precision is accurate, and the pipeline construction efficiency is improved;
3) in the offshore grooving and pipe burying construction, the measurement lofting adopts plane measurement control, the bottom elevation of the foundation pit is accurately controlled, and the construction quality of the foundation pit is ensured; by adopting the pipeline construction method of assembly welding on the ground and butt joint on the sea, the construction period and cost are greatly saved, the environmental pollution to the construction sea area is reduced, and the green construction concept is met; the construction process is simple and quick, and the influence on the marine running ship is small;
4) the invention has the advantages of simple and rapid integral construction process, low construction cost, high construction efficiency and high construction safety.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail with reference to the following embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
On the contrary, the invention is intended to cover alternatives, modifications, equivalents and alternatives which may be included within the spirit and scope of the invention as defined by the appended claims. Furthermore, in the following detailed description of the present invention, certain specific details are set forth in order to provide a better understanding of the present invention. It will be apparent to one skilled in the art that the present invention may be practiced without these specific details.
A construction method of a sewage allocation main pipe network is characterized by comprising the steps of building a sewage lifting pump station and a sewage pressure conveying pipeline; the sewage pressure conveying pipeline comprises a land sewage pipeline, a river-crossing or cross-crossing road pipeline, a submarine pipeline and a pump station outdoor rainwater and sewage drainage pipeline;
the land sewage pipeline is constructed by adopting a PE pipeline, and the method comprises the following construction process flows: measuring lofting, earth excavation, cushion layer construction, pipeline connection, pipe laying, pipe installation, pipeline backfilling, pipeline pressure testing, reinforced concrete pouring, brick inspection well building and raw soil backfilling.
The PE pipeline construction adopts slotted direct burial, the pipe is a PE100 solid-wall pipe, the pipe diameter is DN500, the electric hot melting connection is adopted, the nominal pressure is 1.0MPa, the ring stiffness is not less than 12kN/m2, the pipeline adopts a 20cm gravel cushion layer, 50cm above the pipe top is backfilled by gravel, and the construction method specifically comprises the following construction steps:
1) measuring and lofting:
1.1, measuring the positions of a pipeline center line and an attached structure, and marking the positions of overground and underground structures which conflict with a pipeline; measuring the plane positions of the overground and underground original buildings, various pipelines, the access traffic roads and the elevations of all parts along the line of the pipe network, which are crossed with the pipe network, collided with the pipe network or positioned in the influence range, so as to provide reliable data for formulating treatment measures;
1.2, rechecking the permanent leveling points and establishing temporary leveling points;
1.3, checking the elevation of the joint of the original pipeline or river channel;
1.4, measuring the original ground elevation on a well position of a central line along the trend of a pipe network, and drawing longitudinal and transverse topographic profile maps so as to determine the depth and width of the groove and serve as a basis for calculating the quantity of earthwork and balancing the earthwork; the side line of the excavation groove, the boundary line of the mound and the stacking material and the temporary land range are arranged.
2) And earth excavation: adopting a 1m3 excavator and an 8t dump truck to carry out earthwork excavation, wherein the earthwork is carried along with excavation after excavation, the earthwork cannot be stacked around a foundation pit, the dump truck is transported to an off-site specified position to be stacked, and meanwhile, mechanical equipment such as a bulldozer, a loader and the like is equipped; the mechanical excavation is to ensure that the soil structure at the bottom of the foundation pit is not disturbed or damaged, and manual bottom cleaning is adopted when the mechanical excavation reaches 30cm of the bottom of the pit; when the bottom of the groove is manually dug, the elevation and the width of the bottom of the groove are carefully controlled, and the soil structure at the bottom of the foundation pit is not disturbed or damaged; and (3) excavating drainage ditches and water collecting pits at two sides of the bottom of the groove, observing the water volume, arranging a water pump to pump the accumulated water in the groove, and ensuring that the groove is not soaked by water.
3) And constructing a cushion layer: and excavating the earthwork to the elevation of the bottom of the groove, immediately constructing a 20cm gravel cushion layer, wherein the gravel cushion layer is required to be spread uniformly, the corresponding loose paving coefficient is well controlled, and the cushion layer is tamped manually.
4) And connecting the pipelines: the pipeline connection adopts electric melting connection or hot melting connection, and the concrete construction is as follows:
4.1, hot-melt butt-joint connection is that an electric heating plate is inserted between the interfaces of the two pipes to heat the connecting surface of the pipes, when the connecting surface of the two pipes is heated to a molten state, the heating plate is pulled out, certain pressure is applied to form uniform and consistent flanges, and the welding is firm after the pipes are cooled;
4.2, the hot-melting butt joint connection is generally divided into five stages; preheating stage, heat absorption stage, heating plate taking-out stage, butt joint stage and cooling stage; the heating temperature and the pressure and time required by each stage are in accordance with the regulations;
4.3, when the pipelines are connected, the time required by the processes of melting, butting, pressurizing, cooling and the like is counted by a stopwatch according to the process regulation;
4.4, the connecting piece cannot be moved or external force is exerted on the connecting piece during the pressure maintaining and cooling.
5) Lower pipe and mounting pipe: after the pipeline connection is finished, the pipeline is hung into the groove by a crane, and the elevation and the central axis of the pipeline are rechecked.
6) And backfilling the pipeline: the trench is backfilled after the pipeline hiding project is qualified, accumulated water in the trench is removed in time during backfilling, backfilling with water is strictly forbidden, silt humus soil and organic substances cannot be backfilled, hard blocks such as stones with the length of more than 10cm and the like are also removed, and large mud blocks are smashed;
compactness of the backfill soil of the pipe chase: the two sides of the pipe are not less than 90 percent, the filling height of one side is strictly forbidden, the height is not less than 85 percent within 500mm above the top of the pipe, and the original soil above 500mm above the top of the pipe is backfilled; when the soil is unloaded, the soil cannot be directly unloaded on a pipeline connector, and the soil must be backfilled manually within 50cm above the top of the pipeline; leveling and tamping in layers during backfilling, wherein the thickness of each layer is 30 cm; the tamping tool can adopt manual tamping, frog ramming machines and the like; and backfilling and compacting the pipeline according to design requirements.
7) And testing pressure of the pipeline: performing a constant pressure test on the pipeline, checking pressure change until reaching a constant pressure specified time and a pressure reduction value is within a specification allowable range, wherein the water seepage amount does not exceed the specification allowable value;
7.1 equipment and facilities for hydrostatic test:
the watertight hydrostatic test adopts a multistage pressure pump to supply water, two ports are sealed by a special designed clamp and a sealing plate, and the sealing plate and a force blocking wall must reach the sum of the thrust formed at the test pressure of 0.8MPa and the design safety coefficient;
wherein, the hydrostatic test parameters are as follows:
hydraulic medium: fresh water
Test pressure: 0.8MPa
Pressure maintaining time: 60 min;
7.2, installation of a water supply pump pressure gauge and an exhaust valve:
under the condition that the pipeline inclines along the axial direction, a water inlet of the water feeding pump is arranged at the lower end of the pipe, and the pressure gauge and the exhaust valve are arranged at the highest position of the pipe (two pressure gauges are arranged);
7.3, a hydrostatic test step:
7.3.1, performing the following work before the hydrostatic test:
a. water source and water injection equipment;
b. the installation accuracy and reliability of the water inlet and exhaust system (a valve cannot be used as a blocking plate during pressure test).
C. All openings of the pressure test pipeline are tightly blocked, and the water seepage phenomenon is avoided;
7.3.2, when a water supply test is carried out, firstly opening an exhaust valve to start a water supply pump to add water, slowly closing the exhaust valve after water is discharged from the position of the exhaust valve, observing the rising condition of a pointer of a pressure gauge, if the pointer strongly swings left and right, opening the exhaust valve again, continuing to exhaust and drain water, closing the exhaust valve again when the water flow is observed to be free from bubbles, and observing that the pointer of the pressure gauge slowly rises, so that air does not exist in a pipeline, and continuing to supply water until the pressure value of the test is reached;
7.3.3, the water supply process is carried out for multiple times, wherein the working pressure reaches 60 percent of the working pressure for the first time, 100 percent of the working pressure for the second time and finally 1.5 times of the working pressure;
7.3.4, stopping boosting when the pipeline pressure rises to a working pressure value after water injection, and continuing pressurizing and injecting water after the pressure reduction value meets the standard requirement;
7.3.5, stopping water injection again when the pressure reaches 1.3 times of the working pressure, and entering a constant pressure test stage when the reading of the pressure gauge shows that the pressure drop value does not exceed an allowable value and water injection is continued until the pressure is increased to 1.5 times of the design pressure;
7.3.6, closing a water inlet valve of the water supply pump, and performing a constant pressure test;
7.3.7 checking the pressure change until reaching the time specified by the constant pressure, the pressure reduction value is within the range allowed by the specification, and the water seepage amount does not exceed the value allowed by the specification, the water-tight hydraulic test of the section of pipeline is finished.
8) Pouring the reinforced concrete: the method comprises the steps of steel bar engineering, template engineering and concrete pouring;
8.1, the steel bar engineering comprises the following steps:
8.1.1, setting and storing of reinforcing bar inspection, stack place:
checking and accepting the entering of the steel bars of the proposed project; the product can be used after being sampled for inspection and qualified by appearance inspection; the steel bar piling site is designed to adopt a cement concrete hardened terrace or overhead placement, and adopts vertical steel pipes to separately pile the raw materials with various specifications, and the top surface of the piling site is provided with a color steel tile covering shed;
8.1.2, manufacturing and processing the steel bars:
and (4) after the reinforcing steel bars are manufactured and molded by a reinforcing steel bar processing field, transporting the reinforcing steel bars to the field for binding. The main ribs are welded by electric welding, and the distribution ribs are considered in a lap joint manner; the lap welding between the II-grade steel bars adopts an E502 welding electrode, the lap length of single-side welding is 10d, and the lap length of double-side welding is 5 d; the binding steel bar joints are staggered, the number of the steel bar joints with the same section is 25% of the tensile area, and 50% of the compression area; the steel bars with the diameter d larger than 18 adopt double-sided welding or butt welding joints, the welding length is not less than 5d, and the area of the welding joints of the steel bars with the same section is not more than 50% of the total area;
8.1.3, binding steel bars:
before binding the reinforcing steel bars, firstly snapping ink lines on a concrete cushion layer, checking whether the specification and the variety quantity of the reinforcing steel bars meet the requirements, and then filling a concrete protective layer cushion block;
adopting No. 20 galvanized iron wires, marking on the surface layer of the cushion layer according to the designed steel bar spacing before binding, arranging steel bar supporting legs between the double-layer steel bar net sheets, wherein the diameter of the steel bars of the supporting legs is not less than 14mm, and additionally arranging a concrete protection cushion layer below the steel bars of the supporting legs;
before the vertical ribs are bound, a scaffold is firstly erected for fixing the position; the horizontal reinforcing steel bar application line for fixing is vertically hung from the protective layer line on the bottom plate, and horizontal reinforcing steel bars are bound on the horizontal elevation line quantity which is required to be bounced on the foundation, so that the horizontal reinforcing steel bar application line is horizontal, vertical and uniform in spacing, and meets the design requirement; after binding is finished, concrete protective layers are hung in the inner side and the outer side of the net sheet, so that the position of the stressed steel bar is ensured to be correct, and the steel bar is prevented from being exposed;
8.1.4, after the binding of the reinforcing steel bars is finished, self-checking is carried out;
8.2, template engineering:
the engineering adopts a large bamboo plywood, the thickness of the bamboo plywood is 12mm, before construction, edges of the bamboo plywood are trimmed to enable the diagonal error to be within 0.5cm, then round holes penetrating through a wall pull rod are punched, and the round holes are required to be uniformly and tidily distributed; in order to increase the rigidity of the template, square timber is arranged on the outer side of the template at an interval of 60cm, the wall-through pull rod adopts a phi 14 pull rod, double positioning sheets are arranged on the pull rod, and the positioning sheets are welded on two sides by adopting steel sheets of 40 multiplied by 40 mm; before the templates are installed, making technical cross-bottom for construction teams;
8.2.1, bottom plate template: adopting a bamboo plywood, wherein the height of the section of the template is 30cm from the top surface of the bottom plate to the first construction joint;
8.2.2, well wall template: the bamboo plywood is adopted, when the bamboo plywood is assembled, one side formwork is assembled and fixed by a steel bar bent, after the flatness, the stability and the protective layer of the side formwork meet the requirements, a wall-through pull rod is installed, and then the other side formwork is installed; the template is smooth and tight, and sponge strips are embedded at seams of the template to ensure that slurry does not leak; and fixing the embedded part or the reserved pipe on the template according to the position and the elevation required by the drawing.
9) Building a brick inspection well: before the inspection well is built, the size and the elevation of a foundation are inspected, the foundation is washed clean by water, a layer of mortar is uniformly paved, and then bricks are pressed for building; during building, the bricks are fully buried and paved, mortar joints among the bricks are smaller than 1cm, when building, bulging is found on the wall surface, the bricks are removed and built again, and necking ash is adopted for the brick joints in the well; after the well body is built, the outer wall is subjected to seam rubbing by adopting mortar required by design, all outer seams are tight and full, and then a well grate of the well cover is installed.
10) And (5) backfilling the original soil, namely backfilling the excavated original soil into the groove.
The construction process comprises the following steps: measuring and lofting, installing and debugging a drilling machine, drilling a guide hole, pre-reaming, pulling a pipeline back, connecting the pipeline, evacuating equipment, and constructing a reversed siphon well;
the PE traction pipeline construction adopts horizontal directional drilling construction, the backfill of the river bottom of the pipeline is not less than 1.5m, the pipe adopts a PE100 solid-wall pipe, the pipe diameter is DN500, the electric hot melting connection is carried out, the nominal pressure is 1.25MPa, the ring stiffness is not less than 16kN/m2, and the construction method comprises the following specific construction steps:
1) measuring and lofting: releasing the center line of the drilling machine and boundary lines of a drilling machine field, a pipeline welding field and a slurry pit according to the coordinates of the soil entry point and the soil exit point required by the construction drawing; the positions of the soil-entering point and the soil-discharging point are kept on the same straight line, the left-right deviation of the positions of the soil-entering point and the soil-discharging point is not more than 20mm during paying off, the error in the axial direction of the pipeline is not more than 40mm, and obvious marks are made; the straight line must be kept within 200m from the unearthed point to the back towing pipe line, the curve can be realized beyond 200m due to site limitation, and the curvature radius is more than 1500 times of the pipe diameter.
2) And installing and debugging the drilling machine: the drilling machine is required to be arranged on a connecting line of an earth entering point and an earth discharging point, the left-right error is not more than 30mm, and the included angle between the drilling machine and the horizontal plane is 1 degree larger than the designed earth entering angle; after the drilling machine is installed, trial operation is carried out, and the back dragging force is adjusted according to the geological penetration and the pipe diameter; the adjustment of the drilling machine direction control system should be in a straight line with the unearthed point and the unearthed point, and the adjustment should be rotated six times each time.
3) Drilling a guide hole: the guide hole is drilled according to the design curve, the effectiveness of the direction control data is judged according to the geomagnetic field data in the construction process, the drilling speed is controlled, and the smoothness of the guide hole is ensured;
3.1, comprehensively determining an earth-entering angle during drilling according to construction design and geological conditions, generally controlling the angle to be 9-12 degrees, and controlling an earth-leaving angle to be 4-10 degrees;
3.2, drilling guide holes according to a design curve, wherein the curvature radius is more than 1500 times of the pipe diameter, and the break angle of each drill rod is determined to be not more than 2 degrees at the maximum according to the passing pipe diameter;
3.3, a guide device is arranged at the front end of a drill rod of the drilling machine, the guide device can send drilling parameters to a receiving device, and a direction controller guides a drill bit to perform drilling construction according to a designed track according to signals received by the receiving device; in the drilling process, measurement personnel synchronously measure and control the drilling on the ground; the guiding measurement and control system can monitor the drilling position, depth and horizontal inclination angle at any time in the drilling process, find deviation in time and correct the deviation in time.
4) Pre-reaming: after the drill bit reaches the exit well, the drilling work is finished, but the aperture does not meet the laying requirement, so that the diameter is expanded to a preset aperture for many times;
the specific operation is that the drill bit is dismounted, the streamline extrusion type hole expanding drill bit is mounted, and the drilling machine is rotated and the expanding head is pulled back to expand the hole; in the pulling-back process, continuously connecting a drill rod (always keeping the drill rod not to be immersed into the cavity), pulling back the expansion head to reach the connection pit, then unloading the expansion head, connecting a first-size expansion head to the tail end of the drill rod of the outlet well, and repeatedly pulling back and expanding the hole to a preset hole diameter step by step; in the process of pulling back and reaming the drill rod, the bentonite slurry is required to be injected through the drill rod so as to reduce friction and reduce rotation torque and pulling back resistance, and meanwhile, the bentonite slurry has the functions of wall solidification, hole collapse prevention and drill bit cooling; mud which is cut by the rotary back-expanding head and flows into a mud pit of the outlet working pit in a mixed mode of the mud and the bentonite slurry, so that the aim of discharging the mud is fulfilled; and a slurry pump is arranged in the slurry pit and used for pumping the slurry to the slurry pool.
5) Back dragging of the pipeline: after the hole is successfully expanded to the preset hole diameter, the pipeline is dragged back as soon as possible to reduce risks; before dragging the pipeline back, connecting the pipeline, namely connecting the PE pipe into a pipeline with the length equivalent to the length of a formed hole by a hot melting method, connecting the pipeline with a reamer, and dragging the pipeline into a cavity by back-pulling; in addition, bentonite should be added to the slurry to reduce frictional resistance.
6) Connecting pipelines: after the pipeline is drilled, the position and the elevation of the pipeline are timely corrected, and the pipeline is accurately connected with the pipeline on the ground by adopting hot melting connection.
7) Equipment evacuation: and after the back dragging is finished, the equipment is withdrawn from the site.
8) And (3) constructing the inverted siphon well: the construction method is the same as that of the masonry of the brick inspection well in the PE pipeline construction step.
The submarine pipeline is constructed by adopting offshore slotting and pipe burying, and comprises the following construction process flows: measuring and lofting, excavating foundation trench, setting positioning piles, constructing stone and sand cushion layers, manufacturing steel pipes (welding on land), protecting sacrificial anodes, putting steel pipes into shoal, carrying out floating transportation, constructing immersed pipes, butting water surfaces and performing interface anticorrosion treatment, sinking steel pipes, backfilling pipelines and testing pressure;
the main principle of the offshore grooving and pipe burying construction is that the large-caliber long pipeline is transported in a floating mode by utilizing tide water fluctuation and self buoyancy of the pipeline, a welded steel pipe is adopted, the pipe diameter is DN500, inner and outer anti-corrosion treatment is carried out, the average burial depth of the seabed is 2.5m, the pipeline laid by the seabed pipe burying and a mudflat is a seamless steel pipe and is connected in a welding mode, the material is Q235B, the wall thickness is not less than 12mm, and the construction method comprises the following specific construction steps:
1) measuring and lofting: before construction, the control points are checked, and a plane control network is established on site, wherein the plane control network comprises an excavation sideline control line and an excavation center line control line.
2) And excavating a base groove: and excavating the pipeline foundation trench by adopting a bucket dredger, constructing from a far bank position to a near bank step by step along the axis of the trench, arranging anchor cables, and enabling the heading of a bow anchor to be consistent with that of the seabed.
3) And driving a positioning pile: positioning piles are arranged outside the pipe diameter of the construction axis at intervals, and the piling work is finished by assembling a flat barge and a vibrating hammer matched with a crawler crane; the depth of the positioning pile into the soil is more than 8 meters, and the pile top is higher than the highest water level by more than 1.5 meters; and the positioning pile is dismantled after the construction is finished.
4) And constructing block stone and sand cushion: after the foundation trench is detected to be qualified, constructing a rock block cushion layer, and manually throwing and filling the rock blocks; and after finishing, carrying out sand cushion construction, calculating the throwing filling amount according to the number of the designed cushions, throwing filling the sand cushion along the axis of the foundation trench, and then leveling.
5) And manufacturing a steel pipe: and (4) hanging the finished product pipe on a flexible adjustable pipe seat of an assembly prefabricating field, carrying out butt welding on the finished product pipe, and carrying out anti-corrosion treatment on the butt joint after finishing.
6) And sacrificial anode protection: the method is characterized in that annular aluminum alloy sacrificial anodes are adopted, a group of anodes (two anodes in each group) are arranged at intervals of 100 meters in a common section, a group of anodes is additionally arranged at the welding position of a pipeline, anode blocks are welded on the pipeline (two side faces of the pipeline) during onshore assembly welding, anti-corrosion treatment needs to be carried out at the welding damage position of the pipeline, and a test pile is respectively arranged at two ends of a cross-sea section and is used as a mark.
7) Steel pipe beach descending and floating transportation: after the long pipeline is assembled, blind plates are sealed at two ends; the spliced and assembled long pipeline can smoothly descend a beach and water by means of buoyancy of the long pipeline under the action of the adjustable pipe seats; calculating and determining an adjusting floater to be installed for the pipeline which is subjected to assembly welding and is launched, and then dragging the pipeline to an installation axis position to be in place by using a tugboat; in the hauling process, the slow countercurrent linear floating transportation is carried out.
8) And (3) immersed tube construction: controlling the hoisting ship to be vertical to the installation axis of the pipeline after anchoring and positioning at the sinking position; adjusting the position of the pipeline to enable the pipeline to be matched with the installation axis and the position, opening a water inlet valve and an exhaust valve at two ends of the pipeline, feeding water at the far shore end, and exhausting gas at the near shore end; the pipeline sinks.
9) Water surface butt joint and interface antiseptic treatment: butt joint is carried out on the water surface splicing platform, two pipelines are in a suspension state during butt joint, the plugging blind plate is cut off, and the interior of the pipelines is kept dry and clean; before welding, the pipeline and the welding platform are connected into a whole to ensure the welding quality; when in welding, a stainless steel plate is lined in a 200mm range of a heat affected zone of the inner wall of a welded opening of the pipeline (namely 200mm of the inner wall of a left pipe orifice and 200mm of the inner wall of a right pipe orifice): wherein, the inside lining adopts 304 stainless steel boards, thickness 2mm, after the pipeline is accomplished to the mouth firstly welds stainless steel board with argon arc welding and forms stainless steel inside lining and then carries out steel pipe welding. And performing external corrosion-resistant node treatment after the welding is qualified through inspection.
10) And steel pipe sinking: the method comprises the following three parts: firstly, positioning a pipeline, secondly, controlling the sinking of the pipeline into a groove; and thirdly, connecting the underwater pipeline with the original submerged underwater pipeline.
11) And backfilling the pipeline: and (3) backfilling the stable pipe immediately after the pipeline immersed pipe is in place, backfilling the stable pipe to a designed elevation by adopting sand, and then burying building blocks on the stable pipe.
12) And testing pressure of the pipe section: and carrying out one-time integral pressure test on the underwater pipeline after the immersed tube is finished.
The pump station outdoor rainwater and sewage drainage pipeline is constructed by adopting HDPE pipelines, and comprises the following construction process flows: measuring and lofting, earth excavation, cushion layer construction, pipe arranging and installing, brick inspection well building, water closing experiment and original soil backfilling.
The pipeline is made of HDPE (high-density polyethylene) pipe, the ring stiffness is not less than 8KN/m2, and the pipe diameter is D300-D400; the construction method comprises the following specific construction steps:
1) measuring and lofting, wherein the construction method is the same as that of the PE pipeline construction;
2) earth excavation: the construction method is the same as the earthwork excavation construction method in PE pipeline construction;
3) cushion layer construction: the construction method is the same as the cushion layer construction method in PE pipeline construction;
4) lower pipe and mounting pipe: when the interface is installed, the placement position and the insertion opening depth of the rubber ring are firstly confirmed, and the rubber ring is placed in a groove between the second rib and the third rib of the insertion opening of the pipeline; when the socket is used, the inner wall of the socket is cleaned, the lubricant is coated on the inner wall of the socket and the socket rubber ring, and then the central axis of the socket end is aligned; the inserting direction of the inserting opening is generally consistent with the water flow direction and the inserting opening is sequentially arranged from low to high; when the socket is inserted, a pipeline with the nominal diameter not larger than 400mm can be manually provided with a wooden baffle at the end part, and the installed pipe is gradually inserted into the socket along the aligned axis by a crowbar and is gradually installed; the pipeline with the nominal diameter larger than 400mm can be bound by a cable, and then two euphroes (or hoists) and other tools are symmetrically and uniformly tensioned and installed on the two sides of the pipeline; after the pipe orifices are butted, the height and the central axis of the pipeline are rechecked.
5) Building a brick inspection well: the method is the same as the masonry construction method of a brick inspection well in PE pipeline construction.
6) Water shut-off experiment: according to the standard requirements, a water closing test is required to be carried out on each section of the sewage pipe, the branch pipe and the reserved pipe; the inspection wells at two ends of the pipe joints can be used as water closing heads in the test, the water heads are required to be jacked in the upstream pipeline for more than 2 meters, water is filled for 24 hours before the water closing test, the pipeline is fully soaked, water is added to a standard height, the water level drop value is observed, and if the water level drops within a standard allowable value within 30mIN, the water closing test is qualified.
7) Backfilling original soil: the construction method is the same as the backfill construction method in PE pipeline construction.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (9)
1. A construction method of a sewage allocation main pipe network is characterized by comprising the steps of building a sewage lifting pump station and a sewage pressure conveying pipeline; the sewage pressure conveying pipeline comprises a land sewage pipeline, a river-crossing or cross-crossing road pipeline, a submarine pipeline and a pump station outdoor rainwater and sewage drainage pipeline;
the land water supply pipeline is constructed by adopting a PE pipeline, and the land water supply pipeline comprises the following construction process flows: measuring lofting, earthwork excavation, cushion layer construction, pipeline connection, pipe laying, pipe installation, pipeline backfilling, pipeline pressure testing, reinforced concrete pouring, brick inspection well building and raw soil backfilling;
the river crossing or road crossing pipeline is constructed by adopting a PE traction pipeline, and the construction process comprises the following steps: measuring and lofting, installing and debugging a drilling machine, drilling a guide hole, pre-reaming, pulling a pipeline back, connecting the pipeline, evacuating equipment, and constructing a reversed siphon well;
the submarine pipeline is constructed by adopting offshore slotting and pipe burying, and comprises the following construction process flows:
measuring and lofting, excavating foundation trench, setting positioning piles, constructing stone and sand cushion layers, manufacturing steel pipes (welding on land), protecting sacrificial anodes, putting steel pipes into shoal, carrying out floating transportation, constructing immersed pipes, butting water surfaces and performing interface anticorrosion treatment, sinking steel pipes, backfilling pipelines and testing pressure;
the pump station outdoor rainwater and sewage drainage pipeline is constructed by adopting HDPE pipelines, and comprises the following construction process flows: measuring and lofting, earth excavation, cushion layer construction, pipe arranging and installing, brick inspection well building, water closing experiment and original soil backfilling.
2. The construction method of the sewage allocating main pipe network according to claim 1, wherein the PE pipeline construction comprises the following specific construction steps:
1) measuring and lofting:
1.1, measuring the positions of a pipeline center line and an attached structure, and marking the positions of overground and underground structures which conflict with a pipeline;
1.2, rechecking the permanent leveling points and establishing temporary leveling points;
1.3, checking the elevation of the joint of the original pipeline or river channel;
1.4, measuring the original ground elevation on a well position of a central line along the trend of a pipe network, and drawing longitudinal and transverse topographic profile maps so as to determine the depth and width of the groove and serve as a basis for calculating the quantity of earthwork and balancing the earthwork; placing an excavation groove slope side line, a stacking boundary line and a temporary land range;
2) and earth excavation: mechanical excavation, namely manually clearing the bottom when the mechanical excavation is carried out until the distance between the mechanical excavation and the bottom of the tank is 25-35 cm;
3) and constructing a cushion layer: digging the earth to the elevation of the bottom of the groove, immediately constructing a 20cm gravel cushion layer which is required to be spread uniformly, controlling the corresponding loose paving coefficient, and manually tamping the cushion layer;
4) and connecting the pipelines: the pipeline connection adopts hot melting connection;
5) lower pipe and mounting pipe: after the pipeline connection is finished, the pipeline is hung into the groove by a crane, and the elevation and the central axis of the pipeline are rechecked;
6) and backfilling the pipeline: backfilling the dug original soil into the trench;
7) and testing pressure of the pipeline: performing a constant pressure test on the pipeline, checking pressure change until reaching a constant pressure specified time and a pressure reduction value is within a specification allowable range, wherein the water seepage amount does not exceed the specification allowable value;
8) pouring the reinforced concrete: comprises steel bar engineering, template engineering and concrete pouring,
the steel bar engineering comprises steel bar manufacturing and processing and steel bar binding; the template engineering comprises the construction of a bottom plate template and a well wall template;
9) building a brick inspection well: the size and elevation of a foundation should be checked before the inspection well is built; during building, the bricks are fully buried and paved, mortar joints among the bricks are smaller than 1cm, and necking ash is adopted for brick joints in the well wall during building; after the well body is built, the outer wall adopts mortar joint rubbing according to the design requirement, all outer joints are tight and full, and then a well grate of the well cover is installed;
10) backfilling original soil: and backfilling the dug original soil into the groove.
3. The construction method of the sewage allocating main pipe network according to claim 1, wherein the PE traction pipe construction comprises the following specific construction steps:
1) measuring and lofting: releasing the center line of the drilling machine and boundary lines of a drilling machine field, a pipeline welding field and a slurry pit according to the coordinates of the soil entry point and the soil exit point required by the construction drawing; the depth of the pipeline embedded into the bottom line is 8-12 m;
2) and installing and debugging the drilling machine: the drilling machine is arranged on a connecting line of the soil-entering point and the soil-discharging point, the left-right error is not more than 30mm, and the included angle between the drilling machine and the horizontal plane is 1 degree larger than the designed soil-entering angle; after the drilling machine is installed, trial operation is carried out, and the back dragging force is adjusted according to the geological penetration and the pipe diameter;
3) drilling a guide hole: the guide hole is drilled according to the design curve, the effectiveness of the direction control data is judged according to the geomagnetic field data in the construction process, the drilling speed is controlled, and the smoothness of the guide hole is ensured;
4) pre-reaming: after the drill bit reaches the exit well, the drilling work is finished, but the aperture does not meet the laying requirement, so that the diameter is expanded to a preset aperture for many times;
5) back dragging of the pipeline: after the hole is successfully expanded to the preset hole diameter, the pipeline is dragged back as soon as possible to reduce risks; connecting the PE pipes into a pipeline with the length equivalent to the length of the formed hole by a hot melting method, connecting the pipeline with a reamer, and pulling the pipeline into the hole by pulling back;
6) connecting pipelines: after the pipeline is provided with a hole, the position and the elevation of the pipeline are timely corrected, and the pipeline is accurately connected with the pipeline on the ground section by hot melting;
7) equipment evacuation: after the back dragging is finished, the equipment is withdrawn from the site;
8) and (3) constructing the inverted siphon well: the construction method is the same as that of the masonry of the brick inspection well in the PE pipeline construction step.
4. The sewage blending main pipe network construction method according to claim 1, wherein the offshore grooving pipe burying construction comprises the following specific construction steps:
1) measuring and lofting: before construction, firstly checking control points, and setting a plane control network on site, wherein the plane control network comprises an excavation sideline control line and an excavation midline control line;
2) and excavating a base groove: excavating a pipeline foundation trench by adopting a bucket dredger, constructing from a far shore position to a near shore position along the axis of the trench by the bucket dredger, arranging anchor cables, and enabling bow anchors to be consistent with the direction of a seabed;
3) and driving a positioning pile: positioning piles are arranged outside the pipe diameter of the construction axis at intervals, and the piling work is finished by assembling a flat barge and a vibrating hammer matched with a crawler crane; the depth of the positioning pile into the soil is more than 8 meters, and the pile top is higher than the highest water level by more than 1.5 meters; the positioning pile is dismantled after the construction is finished;
4) and constructing block stone and sand cushion: after the foundation trench is detected to be qualified, constructing a rock block cushion layer, and manually throwing and filling the rock blocks; after finishing, carrying out sand cushion construction, calculating the throwing filling amount according to the number of designed cushions, throwing filling the sand cushion along the axis of the foundation trench, and then leveling;
5) and manufacturing a steel pipe: hanging the finished product pipe on a flexible adjustable pipe seat of an assembly prefabricating field, carrying out butt welding on the finished product pipe, and carrying out anti-corrosion treatment on the butt joint after finishing the butt joint;
6) and sacrificial anode protection: adopting annular aluminum alloy sacrificial anodes, arranging one group of sacrificial anodes at intervals of 100 meters, wherein each group is two, arranging one group of sacrificial anodes at the welding position of the pipeline, welding the anode blocks on two sides of the pipeline during onshore assembly welding, performing anti-corrosion treatment on the welding damaged position of the pipeline, and arranging a test pile at each of two ends of a sea-crossing section and marking the test piles;
7) steel pipe beach descending and floating transportation: after the long pipeline is assembled, blind plates are sealed at two ends; the spliced and assembled long pipeline can smoothly descend a beach and water by means of buoyancy of the long pipeline under the action of the adjustable pipe seats; calculating and determining an adjusting floater to be installed for the pipeline which is subjected to assembly welding and is launched, and then dragging the pipeline to an installation axis position to be in place by using a tugboat; in the hauling process, slow countercurrent linear floating transportation is carried out;
8) and (3) immersed tube construction: controlling the hoisting ship to be vertical to the installation axis of the pipeline after anchoring and positioning at the sinking position; adjusting the position of the pipeline to enable the pipeline to be matched with the installation axis and the position, opening a water inlet valve and an exhaust valve at two ends of the pipeline, feeding water at the far shore end, and exhausting gas at the near shore end; sinking the pipeline;
9) water surface butt joint and interface antiseptic treatment: butt joint is carried out on the water surface splicing platform, two pipelines are in a suspension state during butt joint, the plugging blind plate is cut off, and the interior of the pipelines is kept dry and clean; before welding, the pipeline and the welding platform are connected into a whole to ensure the welding quality; and (3) lining a stainless steel plate in a 200mm range of a heat affected zone of the inner wall of a welded junction of the pipeline during welding: wherein the lining is a 304 stainless steel plate with the thickness of 2mm, after the pipeline is aligned, the stainless steel plate is welded by argon arc welding to form a stainless steel lining, and then the steel pipe is welded; performing external corrosion-resistant node treatment after the welding is qualified;
10) and steel pipe sinking: the method comprises the following three parts: firstly, positioning a pipeline, secondly, controlling the sinking of the pipeline into a groove; thirdly, connecting the underwater pipeline with the original submerged underwater pipeline;
11) and backfilling the pipeline: the pipe stabilizing and backfilling is carried out immediately after the pipeline immersed pipe is in place, the pipe stabilizing and backfilling are carried out until the pipe stabilizing and backfilling reach the designed elevation by adopting sand, and then building blocks are filled and buried on the pipe stabilizing and backfilling;
12) and testing pressure of the pipe section: and carrying out one-time integral pressure test on the underwater pipeline after the immersed tube is finished.
5. The sewage blending main pipe network construction method according to claim 2, characterized in that in the step 6), the backfill compactness at two sides of the pipe is not less than 90%, the single-side filling is strictly forbidden, the backfill compactness is not less than 85% within 500mm above the pipe top, and the original soil above the pipe top is backfilled; when the soil is unloaded, the soil cannot be directly unloaded on a pipeline connector, and the soil must be backfilled manually within the range of 500mm above the top of the pipeline; during backfilling, the layers are leveled and tamped, and each layer is loose and paved with the thickness of 300 mm.
6. The sewage blending main pipe network construction method according to claim 2, wherein in the step 8), the steel bars are manufactured and processed by electric welding and distributed bar lap joint; the lap welding between the II-grade steel bars adopts an electric welding rod, the lap length of single-side welding is 10d, the lap length of double-side welding is 5d, and d is the diameter of the steel bar; the binding steel bar joints are staggered, the number of the steel bar joints with the same section is 25% of the tensile area, and 50% of the compression area; the steel bar with the diameter d larger than 18mm is welded by double-sided welding or butt welding, the welding length is not less than 5d, and the area of the steel bar welding joint with the same section is not more than 50% of the total area.
7. The construction method of the sewage blending main pipe network according to claim 2, wherein the step 8) of template engineering adopts large bamboo plywood, before construction, edges of the bamboo plywood are trimmed to enable a diagonal error to be within 0.5cm, and then round holes penetrating through wall pull rods are punched, and the round holes are uniformly and tidily distributed; in order to increase the rigidity of the template, square timbers are arranged on the outer side of the template at certain intervals; the wall-through pull rod is provided with double positioning sheets, and the positioning sheets are welded on two sides by water stop steel sheets.
8. The sewage blending main pipe network construction method according to claim 3, wherein in the step 1), the left-right deviation of the positions of an earth entering point and an earth leaving point during paying off is not more than 20mm, the error in the direction of the pipeline axis is not more than 40mm, and marking is carried out; within 200m from the unearthed point to the back-towing pipeline, the straight line is required to be kept, and the curvature half of the pipeline is bent beyond 200m
The diameter should be greater than 1500 times the tube diameter.
9. The sewage blending main pipe network construction method according to claim 3, wherein in the step 3), an angle of penetration during drilling is 9-12 degrees, and an angle of emergence is 4-10 degrees; the curvature radius of a drilling curve is more than 1500 times of the pipe diameter, the break angle of each drill rod is determined according to the passing pipe diameter, and the maximum angle of the drill rod is not more than 2 degrees; when drilling, the viscosity of the slurry is 35-40 seconds, and when back dragging, the viscosity of the slurry is 40-50 seconds.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010682248.6A CN112227514A (en) | 2020-07-15 | 2020-07-15 | Construction method of sewage allocation main pipe network |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010682248.6A CN112227514A (en) | 2020-07-15 | 2020-07-15 | Construction method of sewage allocation main pipe network |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112227514A true CN112227514A (en) | 2021-01-15 |
Family
ID=74115510
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010682248.6A Pending CN112227514A (en) | 2020-07-15 | 2020-07-15 | Construction method of sewage allocation main pipe network |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112227514A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114233190A (en) * | 2021-12-23 | 2022-03-25 | 中铁一局集团有限公司 | Cable construction process for crossing river |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| IE40457L (en) * | 1974-01-30 | 1975-07-30 | British Petroleum Co | Laying submarine pipeline |
| JPH0333580A (en) * | 1989-06-30 | 1991-02-13 | Nkk Corp | Buried pipe laying method |
| JP2000054789A (en) * | 1998-08-05 | 2000-02-22 | Tokyo Gas Co Ltd | Laying method of pipe |
| CN101280862A (en) * | 2007-04-03 | 2008-10-08 | 上海市基础工程公司 | Seabed PE pipe rim spreading and imbedding construction method |
| CN101457853A (en) * | 2008-11-20 | 2009-06-17 | 江苏广宇建设集团有限公司 | Non-digging tube-pulling construction method |
| CN101565964A (en) * | 2009-05-25 | 2009-10-28 | 青岛恒生源集团建设有限公司 | Construction method for mounting outdoor embedded high-density polyethylene double-wall corrugated drain pipe |
| CN102877538A (en) * | 2012-10-22 | 2013-01-16 | 济南城建集团有限公司 | Construction method for fixing HDPE (high-density polypropylene) pipe by embedding iron wires |
| CN107587524A (en) * | 2017-08-18 | 2018-01-16 | 新地能源工程技术有限公司 | A kind of drainpipe construction method for passing through sea wall |
| CN108548009A (en) * | 2018-04-19 | 2018-09-18 | 哈尔滨广瀚非开挖管道工程有限公司 | Drainage pipeline laying method |
| CN110306616A (en) * | 2019-08-02 | 2019-10-08 | 中交上海航道局有限公司 | A kind of construction method of sewage conduct |
| CN111021509A (en) * | 2019-12-18 | 2020-04-17 | 诚通凯胜生态建设有限公司 | Municipal drainage pipeline construction method |
-
2020
- 2020-07-15 CN CN202010682248.6A patent/CN112227514A/en active Pending
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| IE40457L (en) * | 1974-01-30 | 1975-07-30 | British Petroleum Co | Laying submarine pipeline |
| DE2503618A1 (en) * | 1974-01-30 | 1975-07-31 | British Petroleum Co | PROCEDURE FOR LAYING PIPELINES AND DEVICE FOR CARRYING OUT THE PROCEDURE |
| JPH0333580A (en) * | 1989-06-30 | 1991-02-13 | Nkk Corp | Buried pipe laying method |
| JP2000054789A (en) * | 1998-08-05 | 2000-02-22 | Tokyo Gas Co Ltd | Laying method of pipe |
| CN101280862A (en) * | 2007-04-03 | 2008-10-08 | 上海市基础工程公司 | Seabed PE pipe rim spreading and imbedding construction method |
| CN101457853A (en) * | 2008-11-20 | 2009-06-17 | 江苏广宇建设集团有限公司 | Non-digging tube-pulling construction method |
| CN101565964A (en) * | 2009-05-25 | 2009-10-28 | 青岛恒生源集团建设有限公司 | Construction method for mounting outdoor embedded high-density polyethylene double-wall corrugated drain pipe |
| CN102877538A (en) * | 2012-10-22 | 2013-01-16 | 济南城建集团有限公司 | Construction method for fixing HDPE (high-density polypropylene) pipe by embedding iron wires |
| CN107587524A (en) * | 2017-08-18 | 2018-01-16 | 新地能源工程技术有限公司 | A kind of drainpipe construction method for passing through sea wall |
| CN108548009A (en) * | 2018-04-19 | 2018-09-18 | 哈尔滨广瀚非开挖管道工程有限公司 | Drainage pipeline laying method |
| CN110306616A (en) * | 2019-08-02 | 2019-10-08 | 中交上海航道局有限公司 | A kind of construction method of sewage conduct |
| CN111021509A (en) * | 2019-12-18 | 2020-04-17 | 诚通凯胜生态建设有限公司 | Municipal drainage pipeline construction method |
Non-Patent Citations (3)
| Title |
|---|
| 《HDPE双壁波纹管施工规范》: "《HDPE双壁波纹管施工规范》", 7 September 2018 * |
| 《HDPE双壁波纹管的施工与连接方法》: "《HDPE双壁波纹管的施工与连接方法》", 28 October 2012 * |
| 《二建市政知识点：道路工程钢筋混凝土管管道接头》: "《二建市政知识点：道路工程钢筋混凝土管管道接头》", 16 July 2015 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114233190A (en) * | 2021-12-23 | 2022-03-25 | 中铁一局集团有限公司 | Cable construction process for crossing river |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106369223B (en) | A kind of silt stratum pipe jacking construction method | |
| CN104612162B (en) | A kind of Deep Foundation Pit of Metro Stations excavation construction method | |
| CN109780325B (en) | Installation method of underwater pipeline of water taking tunnel of water plant | |
| CN105275381A (en) | Drilling construction method for water-rich cobble stratum by utilizing impact drill | |
| CN104164881A (en) | Piling wall overlapping cantilever foundation pit support construction method and structure | |
| CN113174958A (en) | Construction method for foundation pit of adjacent road under poor ground condition | |
| JP6640891B2 (en) | Grouting method for joints of submerged boxes | |
| CN111560958A (en) | Construction method of water-rich deep foundation pit in silty clay stratum | |
| CN110145232B (en) | Construction method for rotary drilling hole without slurry supplement | |
| CN115262730A (en) | Construction method of rain sewage pipeline | |
| CN211816279U (en) | New and old ground is wall interface processing structure even | |
| CN112227514A (en) | Construction method of sewage allocation main pipe network | |
| CN117107749A (en) | Construction method of large-diameter punched bored pile under influence of sea water seepage in sea-filling land-building area | |
| CN111335912B (en) | Large-pipe-diameter mechanical pipe jacking construction process for soft soil foundation in collapsible loess area | |
| CN107587524A (en) | A kind of drainpipe construction method for passing through sea wall | |
| CN111395375A (en) | Open caisson construction method based on thixotropic slurry drag reduction | |
| CN113685190B (en) | Reinforcing system for shield to penetrate shallow soft clay and construction method | |
| CN114703831A (en) | Construction method of reinforced concrete cast-in-place pile under complex geological condition | |
| CN114855822A (en) | Construction method for deep foundation pit of rain sewage pipeline on highway | |
| CN113550764A (en) | Method for starting shield concrete sleeve to enter hole and building structure | |
| Zheng et al. | Study of the Construction Technology of Caisson under Complex Geological Conditions | |
| CN111042049A (en) | Rainwater pipe construction process | |
| CN112523225A (en) | Construction method for supporting foundation pit by combining static pressure steel sheet pile with reinforced concrete inner support | |
| CN111395376A (en) | Construction method for bottom sealing of open caisson | |
| CN111576393A (en) | Underground continuous wall construction method near subway |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210115 |
|
| RJ01 | Rejection of invention patent application after publication |