阅读说明：本技术 一种水厂至高山的供水主管道施工方法 (Construction method of main water supply pipeline from water plant to mountain ) 是由 蓝达群 陈家兴 林立娘 于 2020-11-26 设计创作，主要内容包括：本申请涉及一种水厂至高山的供水主管道施工方法,其主要包括沟槽的宽度处理,沟槽的最小宽度b按以下公式计算确定,b≥D1+2S,其中b为沟槽的最小宽度,D1为管外径,s为管壁到沟槽的距离；而S与D的关系为,当300mm<d≤450mm时,S=400mm,当450mm<d≤1000mm时,S=500mm；有效的克服了低地势至高山存在较大的高度落差,在布管困难且容易滑坡,不管完成后也存在稳定性的问题,达到施工效率高,安装后稳定性好的优点。(The application relates to a method for constructing a main water supply pipeline from a water plant to a mountain, which mainly comprises the width treatment of a groove, wherein the minimum width b of the groove is calculated and determined according to the following formula, b is more than or equal to D1+2S, wherein b is the minimum width of the groove, D1 is the outer diameter of a pipe, and S is the distance from the pipe wall to the groove; and the relation of S and D is that when 300mm < D ≦ 450mm, S =400mm, and when 450mm < D ≦ 1000mm, S =500 mm; the problem that the stability exists after the pipe arrangement is difficult and easy to slide due to the fact that a large height drop exists from a low terrain to a high mountain and the stability is high after the pipe arrangement is finished is effectively solved, and the advantages of high construction efficiency and good stability after installation are achieved.)

1. A method for constructing a main water supply pipeline from a water plant to a mountain is characterized by comprising the following steps: the method comprises the following steps:

step S1, construction preparation, namely, equipment and materials required by site construction are prepared, and site measurement is carried out;

s2, excavating pipeline trench earthwork, and excavating an area where a pipeline is located according to the section design of the pipeline;

step S3, pipeline foundation and foundation treatment, the treatment includes the following steps:

s3.1, the foundation treatment mainly comprises the treatment of a groove, a groove bottom and a cushion layer, wherein the distance between the side walls of the groove is gradually reduced from an opening to the groove bottom, the minimum width b of the groove is determined by calculation according to the following formula, b is more than or equal to D1+2S, wherein b is the minimum width of the groove, D1 is the outer diameter of the pipe, and S is the distance from the pipe wall to the groove; and the relation of S and D is that when 300mm < D ≦ 450mm, S =400mm, and when 450mm < D ≦ 1000mm, S =500 mm;

s3.2, paving a medium coarse sand foundation layer on an undisturbed soil foundation or a backfilled and tamped foundation below the pipe bottom of the pipeline foundation;

step S4, connecting the pipelines, and completing butt joint through the structure of the pipelines and the connecting fittings of the pipelines;

step S5, installing the pipeline, namely, installing a section of the connected pipeline into a corresponding groove;

step S6, backfilling trench earthwork;

step S7, carrying out residual soil;

and S8, testing the pressure of the pressure pipeline.

2. The method for constructing a main pipe for water supply from a water plant to a mountain as claimed in claim 1, wherein: step S2 includes the following steps:

s2.1, before trench excavation, removing miscellaneous filling soil, construction waste, plant roots and the like on the surface layer of the pipeline by using a bulldozer and an excavator, and leveling the field;

step S2.2, the trench earthwork excavation is operated by adopting at least two excavators, one excavator excavates earth and the other excavator dumps earth on one side, the elevation of the substrate is strictly controlled by excavating the trench, and the undisturbed soil layer of the substrate cannot be disturbed; undisturbed soil 0.2-0.3m above the designed elevation of the substrate is manually cleaned to the designed elevation before pipe laying; if the digging is over-dug or disturbed, natural-grade sand and stone materials with the grain size of 10-15mm or broken stones with the maximum grain size of less than 40mm can be filled in the filling machine, and the filling machine is leveled and tamped.

3. The method for constructing a main pipe for water supply from a water plant to a mountain as claimed in claim 1, wherein: in the step S3.1, when the characteristic value of the bearing capacity of the foundation is 80-100 kPa and non-rock, the trench bottom is subjected to undisturbed soil serving as a foundation; when the characteristic value of the bearing capacity of the foundation is 50-70 kPa, the original soil after tamping is used as a foundation; when the ditch bottom meets rocks and soft soil layers and is not suitable for being used as a ditch bottom foundation, the ditch bottom is dug and then used as an artificial foundation; the base thickness is based on 0.3-0.5 of the outer diameter of the pipeline.

4. The method for constructing a main pipe for water supply from a water plant to a mountain as claimed in claim 1, wherein: and S3.2, when the foundation soil quality is poor, paving the sand in two layers, wherein the lower layer is made of crushed stones with the particle size of 5-32mm and the thickness of 100-150mm, and the upper layer is paved with medium coarse sand with the thickness not less than 50 mm.

5. The method for constructing a main pipe for water supply from a water plant to a mountain as claimed in claim 1, wherein: the pipeline in step S4 includes integrated casting body (1), head (2) and afterbody (3), head (2) are the toper for body (1) and expand to the direction of keeping away from body (1), the inner wall of head (2) is equipped with annular seal groove (21) to the outer wall sunken, be equipped with the sealing washer in seal groove (21), afterbody (3) are including integrated casting fashioned pipe chute portion (31) and straight tube portion (32), pipe chute portion (31) and the inner wall laminating of head (2) are joined in marriage and are joined in marriage, and the lateral wall of pipe chute portion (31) is equipped with sealed arch (33), and when head (2) and afterbody (3) of adjacent pipeline docked along the axial, sealed arch (33) fall into seal groove (21), and sealed arch (33) are wrapped up in the sealing washer.

6. The method for constructing a main pipe for water supply from a water plant to a mountain as claimed in claim 5, wherein: a blocking protrusion (22) is convexly arranged on the outer wall of the head part (2) at a position corresponding to the sealing groove (21), and the inner wall of the periphery of the sealing groove (21) and the outer wall of the periphery of the blocking protrusion (22) are both tapered from one end close to the pipe body (1) to one end far away from the pipe body (1); the straight pipe part (32) is fixed at one end of the inclined pipe part (31) far away from the pipe body (1), and a connecting seat (35) is integrally formed on the outer side wall of the straight pipe part (32); connect the accessory including compressing tightly cover (4) and many connecting rods (5), compress tightly cover (4) and cup joint in body (1) and part and cover in the lateral wall of head (2), compress tightly the axial terminal surface of cover (4) and compress tightly in keeping off the axial lateral wall of protruding (22), many connecting rod (5) are along the circumference evenly distributed of head (2), connecting rod (5) run through connecting seat (35), head (2) and the cover (4) that compress tightly of the pipeline of mutual butt joint to compress tightly in the axial terminal surface that compresses tightly cover (4) and connecting seat (35) through the nut, it is provided with annular convex part (41) that can receive external force extrusion to force to keep off protruding (22) lateral wall deformation to compress tightly cover (4) towards the terminal surface that keeps off protruding (22).

7. The method for constructing a main pipe for water supply from a water plant to a mountain as claimed in claim 6, wherein: the connecting seat (35) and the head (2) are arranged at intervals, the outer wall of the connecting seat (35), the outer wall of the straight pipe portion (32) and the inner wall of the head (2) surround to form a filling cavity, an annular filling groove (34) is formed in the area, in the filling layer, of the inner wall of the head (2), the inner wall of the filling groove (34) comprises a straight wall (341), a transition wall (342) and a ring wall (343), the straight wall (341) is perpendicular to the axis of the head (2), the ring wall (343) takes the axis of the head (2) as the axis, and the transition wall (342) is connected with the straight wall (341) and the ring wall (343) and forms an included angle which is an obtuse angle.

8. The method for constructing a main pipe for water supply from a water plant to a mountain as claimed in claim 7, wherein: all sides evenly distributed of body (1) has six base (11), and the equal threaded connection of every base (11) has spliced pole (12), the axis of spliced pole (12) is along the radial distribution of body (1), and a plurality of perforation (121) that supply connecting rod (5) to pass are seted up on spliced pole (12) surface, and a plurality of perforation (121) are all located different circumference positions along the opening that radially runs through spliced pole (12) and perforation (121), and a plurality of perforation (121) are along the axial distribution of spliced pole (12) and do not link to each other.

9. The method for constructing a main pipe for water supply from a water plant to a mountain as claimed in claim 8, wherein: the step of the pipe connection in step S6 is:

s4.1, placing a support which can be used for supporting and is matched with the pipeline on one side of the installation section corresponding to the groove, wherein the support needs to be provided with a hollow groove through which the base (11) can penetrate; the pressing sleeve (4) is sleeved on the pipe body (1) in a mode of welding two semicircular parts before leaving a factory.

10. S4.2, installing lifting rings on the base (11) at the upper part of the pipe body (1) in a threaded mode, respectively lifting the pipelines with the corresponding number of the installation sections to respective supports in a lifting mode, and enabling the head parts (2) and the tail parts (3) of the pipelines to respectively exceed the two ends of the supports;

and S4.3, screwing the three connecting columns (12) into the base (11) at the lower part of the tube body (1), penetrating the connecting rod (5) through the connecting seat (35), the head part (2) and the pressing sleeve (4), and screwing nuts into two ends of the connecting rod (5), so that adjacent pipelines are locked, and the side wall with larger radial thickness of the blocking protrusion (22) is bent through the annular convex part (41).

Technical Field

The application relates to the field of pipeline construction, in particular to a method for constructing a main water supply pipeline from a water plant to a mountain.

Background

Tap water is drinking water produced by professional equipment through a plurality of complex process flows. The tap water treatment process is as follows:

firstly, water sources must be pumped from rivers and lakes to water plants (water intakes of different regions are different, and the water sources directly influence the drinking water quality of one region).

Then the water is delivered into a tap water pipeline by a water pump under high pressure after coagulation, sedimentation, filtration and disinfection, and the main pipeline generally adopts pipes such as prestressed concrete pipes, steel pipes, PE pipes, nodular cast iron pipes and the like.

And ultimately to the user's faucet. The whole process needs to be tested for a plurality of times of water quality, and some places can enter the family of users only through secondary pressurization and secondary disinfection.

In view of the above-mentioned related technologies, the inventor believes that a large amount of flow diversion is required from a water plant to users, which causes the pressure-feed pump to be in a high-pressure state most of the time, not only a large burden is imposed, but also the pressure is unstable, so that high-level storage can be performed by using mountains in some areas, and then the high-level storage is distributed to the users.

Disclosure of Invention

In order to improve the stability of pipe distribution, the application provides a method for constructing a main water supply pipeline from a water plant to a mountain.

The application provides a water supply main pipeline construction method of water works to high mountain adopts following technical scheme:

a construction method of a main water supply pipeline from a water plant to a mountain comprises the following steps:

step S1, construction preparation, namely, equipment and materials required by site construction are prepared, and site measurement is carried out;

s2, excavating pipeline trench earthwork, and excavating an area where a pipeline is located according to the section design of the pipeline;

step S3, pipeline foundation and foundation treatment, the treatment includes the following steps:

s3.1, the foundation treatment mainly comprises the treatment of a groove, a groove bottom and a cushion layer, wherein the distance between the side walls of the groove is gradually reduced from an opening to the groove bottom, the minimum width b of the groove is determined by calculation according to the following formula, b is more than or equal to D1+2S, wherein b is the minimum width of the groove, D1 is the outer diameter of the pipe, and S is the distance from the pipe wall to the groove; and the relation of S and D is that when 300mm < D ≦ 450mm, S =400mm, and when 450mm < D ≦ 1000mm, S =500 mm;

s3.2, paving a medium coarse sand foundation layer on an undisturbed soil foundation or a backfilled and tamped foundation below the pipe bottom of the pipeline foundation;

step S4, connecting the pipelines, and completing butt joint through the structure of the pipelines and the connecting fittings of the pipelines;

step S5, installing the pipeline, namely, installing a section of the connected pipeline into a corresponding groove;

step S6, backfilling trench earthwork;

step S7, carrying out residual soil;

and S8, testing the pressure of the pressure pipeline.

By adopting the technical scheme, the width of the groove of the trapezoid or trapezoid-like structure is beneficial to facilitating pipeline laying and installation and facilitating operation of a tamping machine and underground water discharge, and after installation is completed, the soil layer always has lateral overstock and sinking force relative to the original soil, so that better firmness can be achieved between the soil layer and the original soil; from the angle of installation, the slot width is big more, pipeline stringing is accomplished the back and is backfilled tamped volume just big more, and the firmness of the soil layer of backfilling tamped often will be higher than former soil, therefore the pipeline stability after the construction is accomplished is also better, but the construction volume that corresponds is also big more, and when the slot width is in the value of b, can just obtain better former soil clearance volume and the filling volume of new filling, consequently can be effectual the soil layer intensity after guaranteeing the construction, the stability of the slope pipeline of having guaranteed.

Optionally, step S2 includes the following steps:

s2.1, before trench excavation, removing miscellaneous filling soil, construction waste, plant roots and the like on the surface layer of the pipeline by using a bulldozer and an excavator, and leveling the field;

step S2.2, the trench earthwork excavation is operated by adopting at least two excavators, one excavator excavates earth and the other excavator dumps earth on one side, the elevation of the substrate is strictly controlled by excavating the trench, and the undisturbed soil layer of the substrate cannot be disturbed; undisturbed soil 0.2-0.3m above the designed elevation of the substrate is manually cleaned to the designed elevation before pipe laying; if the digging is over-dug or disturbed, natural-grade sand and stone materials with the grain size of 10-15mm or broken stones with the maximum grain size of less than 40mm can be filled in the filling machine, and the filling machine is leveled and tamped.

By adopting the technical scheme, because the pipe trench excavation earthwork volume is large, the excavator is difficult to abandon soil, the double-excavator circular work can greatly improve the transport and carding of the soil layer, the lateral pressure of the soil piling area to the trench is also reduced, and after the elevation filling particles are adopted, the compactness of the soil piling area can meet the requirement of the compactness of the foundation layer.

Optionally, in the step S3.1, for the trench bottom, when the characteristic value of the bearing capacity of the foundation is 80-100 kPa and non-rock, undisturbed soil is used as a foundation; when the characteristic value of the bearing capacity of the foundation is 50-70 kPa, the original soil after tamping is used as a foundation; when the ditch bottom meets rocks and soft soil layers and is not suitable for being used as a ditch bottom foundation, the ditch bottom is dug and then used as an artificial foundation; the base thickness is based on 0.3-0.5 of the outer diameter of the pipeline.

By adopting the technical scheme, classification processing is carried out according to different soil conditions, and the construction strength under different environments can be effectively ensured.

Optionally, in the step S3.2, when the foundation soil quality is poor, the sand is paved in two layers, the lower layer is made of crushed stones with the particle size of 5-32mm and the thickness is 100-150mm, and the upper layer is paved with medium coarse sand with the thickness not less than 50 mm.

By adopting the technical scheme, when the bearing capacity of the soft soil foundation is smaller than the design requirement or the original soil of the foundation is disturbed to influence the bearing capacity of the foundation due to reasons such as construction precipitation, the foundation must be reinforced firstly, and after the specified bearing capacity of the foundation is reached, the medium-coarse sand foundation layer is laid.

Optionally, the pipeline in step S4 includes integrative casting shaping 'S body, head and afterbody, the head is the toper for the body and expands to the direction of keeping away from the body, the inner wall of head is equipped with annular seal groove to the outer wall is sunken, be equipped with the sealing washer in the seal groove, the afterbody includes integrative casting shaping' S pipe chute portion and straight tube portion, the pipe chute portion connects with the inner wall laminating of head and joins in marriage, and the lateral wall of pipe chute portion is equipped with sealed arch, and when the head and the afterbody of adjacent pipeline docked along the axial, sealed arch falls into the seal groove, and sealing washer parcel is sealed protruding.

Through adopting above-mentioned technical scheme, the quick butt joint of pipeline can be reached to the toper structure, and can reach abundant closely knit effect because of the inclined plane under the condition of applying axial pressure, and the sealing washer can further improve sealed effect, assists with sealed bellied tortuous sealing way, the sealed effect of assurance that can be abundant.

Optionally, a blocking protrusion is convexly arranged on the outer wall of the head part at a position corresponding to the sealing groove, and the inner wall of the circumferential side of the sealing groove and the outer wall of the circumferential side of the blocking protrusion are both tapered from one end close to the pipe body to one end far away from the pipe body; the straight pipe part is fixed at one end of the inclined pipe part far away from the pipe body, and the outer side wall of the straight pipe part is integrally formed with a connecting seat; the connecting fittings comprises a pressing sleeve and a plurality of connecting rods, the pressing sleeve is sleeved on the pipe body and partially covers the outer side wall of the head, the axial end face of the pressing sleeve is pressed on the axial outer side wall of the blocking protrusion, the connecting rods are evenly distributed along the circumferential direction of the head, the connecting rods penetrate through the connecting seats, the head and the pressing sleeve of the mutually butted pipelines, the connecting seats and the head are pressed on the axial end faces of the pressing sleeve and the connecting seats through nuts, and the pressing sleeve is provided with an annular convex part which can be pressed by external force to force the blocking protrusion to deform.

Through adopting above-mentioned technical scheme, establish ties and compress tightly through connecting rod with the connecting seat, the head of adjacent pipeline with compressing tightly the cover, can play limiting displacement to two pipelines on the one hand, on the other hand can be more convenient carry on the application of force make between the pipeline connect closely, annular convex part will force the lateral wall bending that keeps off protruding great radial thickness, from the space that makes the interior sealing washer of shrink seal groove, make the laminating of sealing washer and sealed protruding one side that is close to annular convex part more inseparable.

Optionally, the connecting seat and the head are arranged at an interval, the connecting seat, the outer wall of the straight pipe portion and the inner wall of the head surround to form a filling cavity, an annular filling groove is formed in an area, in the filling layer, of the inner wall of the head, the inner wall of the filling groove comprises a straight wall, a transition wall and a ring wall, the straight wall is perpendicular to the axis of the head, the ring wall takes the axis of the head as the axis, and the transition wall connects the straight wall and the ring wall to form an obtuse angle.

Through adopting above-mentioned technical scheme, the root canal docks and installs to the slot after, and the filling groove will fill the concrete and carry out closely knit, and the setting up of filling the groove can make the concrete fill accomplish the back and have the tortuous way of multichannel with the inner wall of pipeline, strengthens sealed effect, and the structural design of filling the groove can more be favorable to the concrete to fill at the in-process nature that flows.

Optionally, all sides evenly distributed of body has six bases, and the equal threaded connection of every base has the spliced pole, the axis of spliced pole is along the radial distribution of body, and a plurality of perforation that supply the connecting rod to pass are seted up on the spliced pole surface, and a plurality of perforation are located different circumference positions along radially running through spliced pole and fenestrate opening, and a plurality of perforation distribute and do not link to each other along the axial of spliced pole.

By adopting the technical scheme, in the installation process, pits through which the connecting columns at the lower parts of the pipe bodies penetrate can be preset or excavated in the foundation layer of the soil layer, then the pipelines of the corresponding installation sections are hung into the grooves, the connecting columns are buried into the pits, the pipelines of the two installation sections are tensioned through the connecting rods and the nuts, and then a part of coarse sand is backfilled to cover the surfaces of the connecting columns and the bottom parts of the pipe bodies; so can strengthen the axial stress point of pipeline and soil layer to can carry out certain the lifting with the pipeline in the work progress, make to pack more closely, and the series connection of connecting rod can make between each part spacing each other can effectual improvement pipeline between the connection stability.

Optionally, the step of the pipeline connection in step S6 is:

s4.1, placing a support which can be used for supporting and is matched with the pipeline on one side of the installation section corresponding to the groove, wherein the support needs to be provided with a hollow groove through which the base can penetrate; the pressing sleeve is sleeved on the pipe body in a mode that the two semicircular parts are welded before leaving a factory.

And S4.2, installing lifting rings on the base at the upper part of the pipe body in a threaded mode, respectively lifting the pipelines with the corresponding number of the installation sections to respective supports in a lifting mode, and enabling the head parts and the tail parts of the pipelines to respectively exceed the two ends of the supports.

And S4.3, screwing the three connecting columns into the base at the lower part of the tube body, penetrating the connecting rod through the connecting seat, the head part and the pressing sleeve, and screwing nuts into two ends of the connecting rod, so that adjacent pipelines are locked, and the side wall with larger radial thickness of the blocking protrusion is bent through the annular protrusion part.

Through adopting above-mentioned technical scheme, can be better for the operation of bending in the slot.

In summary, the present application includes at least one of the following beneficial technical effects:

1. the width of the groove adopting the trapezoid or trapezoid-like structure has the force that the soil layer always has lateral overstock and sinking relative to the original soil, so that the soil layer and the original soil can achieve better firmness; the width of the groove is limited, so that the construction efficiency can be ensured to the greatest extent, better original soil removal amount and new filling amount of soil can be obtained, the soil layer strength after construction can be effectively ensured, and the stability of the slope pipeline can be ensured;

2. through multiple sealing and tightening structure, the sealing effect between the pipelines can be effectively improved.

Drawings

Fig. 1 is a construction flowchart of the present embodiment.

Fig. 2 is a structural view of the pipe and the connection fitting of the present embodiment.

Fig. 3 is an internal structure diagram of the pipe and the connection fitting of the present embodiment.

Fig. 4 is an enlarged view of fig. 3 at a of the present embodiment.

Description of reference numerals: 1. a pipe body; 11. a base; 12. connecting columns; 121. perforating; 2. a head portion; 21. a sealing groove; 22. blocking protrusions; 3. a tail portion; 31. a diagonal pipe portion; 32. a straight tube portion; 33. sealing the protrusion; 34. filling the groove; 341. a straight wall; 342. a transition wall; 343. an annular wall; 35. a connecting seat; 4. a compression sleeve; 41. an annular protrusion; 5. a connecting rod; 10. a pipeline.

Detailed Description

The present application is described in further detail below with reference to figures 1-4.

The embodiment of the application discloses a construction method of a main water supply pipeline from a water plant to a mountain. Referring to fig. 1, a method for constructing a main water supply pipeline from a water plant to a mountain includes the steps of:

step S1, preparation of construction, preparing equipment and materials required for on-site construction, and performing on-site measurement, wherein the measurement elements mainly include:

A. retesting and encrypting the conducting wire: the actual measurement on site is carried out on the wire point coordinates and the pile positions provided by the owner, and the checking is accurate; if the wire points are found to be too thin, encryption is carried out; if the wire points are found to be damaged by construction, the displacement is carried out.

B. And (3) central line retesting: and (4) retesting the control pile according to the central line calibrated on site by a design unit, and confirming that the control pile corresponds to the actual position without errors.

C. Retesting and adding of the leveling points: retesting the level points provided by the owner units, encrypting the level points after confirming no errors, and controlling the distance between adjacent level points to be about 100 meters.

S2, excavating pipeline trench earthwork, and excavating an area where a pipeline is located according to the section design of the pipeline;

and S2.1, before the trench is excavated, removing the miscellaneous filling soil, the construction waste, the plant roots and the like on the surface layer of the pipeline by using a bulldozer and an excavator, and leveling the field.

And S2.2, excavating the earthwork of the groove by adopting a 1.0m back-hoe crawler excavator, and accumulating the earthwork on one side of the groove. Because the excavation earthwork volume of the pipe groove is large, and the excavator is difficult to abandon soil, 2 excavators are adopted for operation, one excavator excavates soil, the other excavator dumps soil on one side, and the distance between the abandoned soil pile and the edge of the groove is ensured to be more than 2 m. In order to reduce the lateral pressure of the soil piling area to the groove, the redundant earthwork can be transported to a soil abandoning field, and the soil can also be flatly paved in a construction site. The elevation of the substrate should be strictly controlled by digging the groove, and the undisturbed soil layer of the substrate should not be disturbed. Undisturbed soil 0.2-0.3m above the designed elevation of the base is manually cleaned to the designed elevation before pipe laying. If the over-excavation or the disturbance occurs, natural-grade sand-gravel materials with the grain diameter of 10-15mm or broken stones with the maximum grain diameter of less than 40mm can be filled in a replaceable mode, leveling and tamping are carried out, the compactness of the materials meets the requirement of the compactness of a foundation layer, and the filling of miscellaneous soils is forbidden. If there is sharp hard object in the bottom of the tank, it must be removed and backfilled with sand.

Step S3, pipeline foundation and foundation treatment, the treatment includes the following steps:

and S3.1, treating the foundation mainly comprises treating a groove, a groove bottom and a cushion layer, wherein the width of the groove is convenient for pipeline laying and installation, and the operation of a tamping tool and the drainage of underground water are convenient. The distance between the side walls of the grooves is gradually reduced from the opening to the bottom of the groove, the minimum width b of the grooves is determined by the following formula, b is more than or equal to D1+2S, wherein b is the minimum width of the grooves, D1 is the outer diameter of the pipe, and S is the distance from the pipe wall to the grooves; and the relation of S and D is that S =400mm when 300mm < D ≦ 450mm, and S =500mm when 450mm < D ≦ 1000 mm. And according to the soil condition of the groove, a support or a guard plate is arranged on the wall of the groove if necessary.

For the trench bottom, when the characteristic value of foundation bearing capacity is 80-100 kPa and non-rock, undisturbed soil is used as a foundation; when the bearing capacity characteristic value of the foundation is 50-70 kPa, the original soil after tamping is used as a foundation, and the tamping compaction degree is 95%. When the trench bottom meets rocks and soft soil layers and is not suitable to be used as a trench bottom foundation, the trench bottom is dug out according to actual conditions and then used as an artificial foundation. The base thickness is preferably 0.3-0.5D (outer diameter of the tube), and should not be less than 150 mm. When the trench bottom meets the underground water, drainage measures should be taken.

The lining of the pipeline should use sand or gravel as required by the backfill material. The tube bed should be flat, and the thickness of the cushion layer should not be less than 50mm, and should not be more than 150 mm.

S3.2, paving a medium coarse sand foundation layer with the thickness of 100mm on an original soil foundation below the bottom of the pipe or a foundation which is tamped by backfilling for general soil; when the soil quality of the foundation is poor, a gravel foundation layer with the bedding thickness not less than 200mm can be adopted, the foundation layer can also be paved in two layers, the lower layer is made of gravels with the particle size of 5-32mm, the thickness is 100-150mm, and the upper layer is paved with medium coarse sand with the thickness not less than 50 mm. For soft soil foundation, when the bearing capacity of the foundation is smaller than the design requirement or the original soil of the foundation is disturbed due to construction precipitation and other reasons to influence the bearing capacity of the foundation, the foundation must be reinforced first, and after the specified bearing capacity of the foundation is reached, the medium-coarse sand foundation layer is laid.

Step S4, connecting pipes, defining the length of the installation section according to the fluctuation of the on-site trench, preferably 2-3 pipes in one section, pre-connecting the pipes near the trench of the corresponding section, referring to fig. 2 and 3, this connection is for accomplishing the butt joint through the structure of pipeline itself and the connection fittings of pipeline, this pipeline includes integrated casting shaping's body 1, head 2 and afterbody 3, can dock each other between head 2 and the afterbody 3 between the adjacent pipeline, head 2 is the toper for body 1 and expands to the direction of keeping away from body 1, the inner wall of head 2 is equipped with annular seal groove 21 to outer wall recess, the outer wall protrusion of head 2 is equipped with keeps off protruding 22, the week side inner wall of seal groove 21 and the week side outer wall that keeps off protruding 22 are the toper by the one end that is close to body 1 to the one end of keeping away from body 1 and reduce, make the axial terminal surface that is close to body 1 who keeps off protruding 22 have great radial thickness.

The tail part 3 comprises an inclined pipe part 31 and a straight pipe part 32 which are integrally cast, the inclined pipe part 31 is attached to the inner wall of the head part 2, a sealing bulge 33 is arranged on the side wall of the inclined pipe part 31, and when the head part 2 is in butt joint with the tail part 3, the sealing bulge 33 falls into the sealing groove 21 and is wrapped by a sealing ring which is arranged in the sealing groove 21 in advance. The straight pipe portion 32 is fixed to an end of the inclined pipe portion 31 away from the pipe body 1, and a connecting seat 35 is integrally formed on an outer side wall of the straight pipe portion 32. The connecting seat 35 and the head 2 are arranged at intervals, the connecting seat 35, the outer wall of the straight pipe part 32 and the inner wall of the head 2 surround to form a filling cavity,

referring to fig. 3 and 4, the inner wall of the head 2 is provided with an annular filling groove 34 in a region inside the filling layer, the inner wall of the filling groove 34 includes a straight wall 341, a transition wall 342 and a ring wall 343, wherein the straight wall 341 is perpendicular to the axis of the head 2, the ring wall 343 takes the axis of the head 2 as the axis, and the transition wall 342 connects the straight wall 341 and the ring wall 343, and the included angle is an obtuse angle. After the two pipes are butted and fitted to the trench, the filling trough 34 will be compacted with filling concrete.

Referring to fig. 2 and 3, the connection fittings include compressing tightly cover 4 and many connecting rods 5, compressing tightly cover 4 and cup jointing in body 1 and partial cover in the lateral wall of head 2, compressing tightly the axial terminal surface of cover 4 and compressing tightly in keeping off protruding 22 axial lateral wall, many connecting rods 5 along 2 circumference evenly distributed of head, make the reference with two pipeline end to end, connecting rod 5 runs through connecting seat 35, head 2 and compressing tightly cover 4, and compress tightly in compressing tightly the axial terminal surface of cover 4 and connecting seat 35 through the nut, in order to compress tightly the junction of two pipelines. The end surface of the pressing sleeve 4 facing the blocking protrusion 22 is provided with an annular convex part 41, when the connecting rod 5 is tightened, the annular convex part 41 forces the side wall with larger radial thickness of the blocking protrusion 22 to bend, so that the space of the sealing ring in the sealing groove 21 is contracted, and the sealing ring is attached to one side of the sealing protrusion 33 close to the annular convex part 41 more tightly. A fillet is arranged between the circumferential inner side wall of the sealing groove 21 and the axial inner side wall far away from the annular convex part 41, so that when the sealing ring is compressed, the side wall, far away from the annular convex part 41, of the sealing bulge 33 is tightly attached to the sealing ring through the guiding of the fillet.

Six bases 11 of week side evenly distributed of body 1, the equal threaded connection of every base 11 has spliced pole 12, the axis of spliced pole 12 is along the radial distribution of body 1, and a plurality of perforation 121 that supply connecting rod 5 to pass are seted up on spliced pole 12 surface, and a plurality of perforation 121 all radially run through spliced pole 12 and the opening of perforation 121 and are located different circumference positions, and a plurality of perforation 121 just do not link to each other along the axial distribution of spliced pole 12.

The steps of the pipeline connection are as follows:

s4.1, placing a support which can be used for supporting and is matched with the pipeline on one side of the installation section corresponding to the groove, wherein the support needs to be provided with a hollow groove through which the base 11 can pass; the pressing sleeve 4 is sleeved on the pipe body 1 in a mode of welding two semicircular parts before leaving a factory.

And S4.2, installing lifting rings on the base 11 at the upper part of the pipe body 1 in a threaded mode, respectively lifting the pipelines with the corresponding number of the installation sections to respective supports in a lifting mode, and enabling the head parts 2 and the tail parts 3 of the pipelines to respectively exceed two ends of each support.

And S4.3, screwing the three connecting columns 12 into the base 11 at the lower part of the tube body 1, enabling the connecting rod 5 to penetrate through the connecting seat 35, the head part 2 and the pressing sleeve 4, screwing nuts into two ends of the connecting rod 5, locking adjacent pipelines and bending the side wall with larger radial thickness of the blocking protrusion 22 through the annular protrusion 41. And step S5, installing pipelines, namely presetting or excavating pits through which the connecting columns 12 at the lower parts of the pipe bodies 1 penetrate on the paved medium coarse sand base layer in the step 4, then hanging the pipelines of the corresponding installation sections into the grooves, burying the connecting columns 12 into the pits, tensioning the pipelines of the two installation sections through the connecting rods 5 and the nuts, and then backfilling a part of coarse sand to cover the connecting columns 12 and the bottom surfaces of the pipe bodies 1.

And step S6, backfilling the trench earthwork, applying a mold surrounding the outer side of the filling cavity to the pipeline after the water supply pipeline water-closing test is qualified, filling concrete before filling, and backfilling the trench earthwork. The mechanical backfilling is adopted when the trench is backfilled, the filling soil is filled from the lowest position of the field, a pit is filled firstly, and then the filling soil is horizontally layered and backfilled and rolled (or tamped) in a whole piece. The compaction degree of the backfill on the two sides of the pipeline reaches more than 95 percent, the pipe top is not suitable for mechanical rolling within 0.5m, and the compaction degree of the backfill on the pipe top of more than 0.5m should reach 85 percent. The trench backfill, ranging from the bottom base layer to 0.5m above the top of the tube, can be used as specified in the table below. The trenches are symmetrically backfilled and tamped layer by layer, and the backfilling height of each layer is not more than 0.2 m. It is not suitable to be tamped by a tamping machine within the range of 0.5m above the top of the pipe.

The requirements for the trench backfill soil on different occasions are different, and the concrete requirements are as follows:

A. when the pipeline is laid on the soft soil foundation with high underground water level, the geotextile can be laid in the pipeline foundation layer and the trench backfill soil to reinforce the pipeline transversely and longitudinally.

B. In the uneven pipe section of the foundation, geotextile is preferably laid in the foundation layer at the bottom of the pipe and the backfill soil on the two sides of the foundation layer; in the pipe section with high underground water level, geotextile can be laid in the backfill soil on the top and two sides of the pipe.

C. When the fine granular soil can flow and transfer in the underground water flowing section, geotextile is preferably laid along the bottom of the groove and the slopes on two sides.

And step S7, carrying out the residual soil, wherein after the water supply pipeline is refilled, the residual soil needs to be carried out. And loading the soil on a dump truck by using a loader, and transporting the dump truck to a specified waste soil yard.

Step S8, pressure testing is carried out on the pressure pipeline, and after the pipeline is installed, a hydraulic pressure test needs to be carried out, wherein the method comprises the following steps: strength test and tightness test.

And S8.1, performing strength test, wherein an exhaust hole is formed in the highest point of the pipeline during pressing, and the water feeding test pressure is 1.1 MPa.

When in pressure test, all the openings are blocked, water is slowly injected from the downstream, and exhaust valves or exhaust holes are arranged at the upstream pipe top of the test pipe section and the convex points in the pipe section to exhaust gas in the pipeline. The water pump and the pressure gauge are arranged on a branch pipe which is arranged at the downstream end of the test section and is vertical to the axis of the pipeline. After the test piece is fully soaked for 24 hours, the water pressure is increased to the test pressure, the hydrostatic test is started, and the test is divided into two stages.

A pre-test stage: the water pressure in the pipeline is slowly increased to the test pressure and stabilized for 30 min. During the period, if the pressure is reduced, water can be injected to supplement the pressure, but the pressure is not higher than the test pressure; checking whether water leakage and damage occur at the pipeline interface, fittings and the like; and (3) stopping pressure test in time when water leakage and damage occur, finding out reasons, taking corresponding measures and then testing the pressure again.

A main test stage: stopping water injection and pressure compensation, and stabilizing for 15 min; and when the pressure is reduced to be not more than 0.03Mpa (the nodular cast iron pipe) after 15min, reducing the test pressure to the working pressure, keeping the constant pressure for 30min, and performing appearance inspection to ensure that the hydrostatic test is qualified if no water leakage phenomenon exists.

When the pipeline is tested, a specially-assigned person is dispatched along the pipeline to check whether the water leakage phenomenon exists at the pipeline opening or not and to process the water leakage phenomenon in time.

And S8.2, performing a tightness test, wherein the water seepage amount of the DN600 water supply pipeline is respectively less than or equal to 1.2L/min. Km (steel pipe) or 2.4L/min. Km (nodular cast iron pipe) and is qualified.

And step S9, washing and disinfecting the pipeline, wherein the water supply pipeline is qualified by a hydrostatic test, washing and disinfecting are carried out before grid-connected operation, and after the water quality is tested to reach the standard, the grid-connected water supply can be allowed to be put into operation.

(1) The washing and disinfection of the water supply pipeline meet the following requirements:

1) the water supply pipeline is strictly forbidden to carry out hydrostatic test and flushing by using a polluted water source, and when the construction pipe section is positioned in a polluted water area to be close, the polluted water must be strictly controlled to enter the pipeline; if the pipeline is polluted carelessly, the pipeline polluted water is tested by a water quality detection department, and the pipeline is washed and disinfected before being connected to the power grid for operation according to the requirement;

2) the pipeline washing and disinfection should be programmed;

3) the construction unit is to be washed and disinfected under the coordination of the construction unit and the management unit;

4) when flushing, the flushing is continuously carried out by avoiding the peak of water consumption and ensuring that the flushing flow rate is not less than 1.0 m/s.

(2) The preparation for washing and disinfecting the water supply pipeline is in accordance with the following regulations:

1) a clean water source for flushing the pipeline has been identified;

2) the sterilization method and supplies are determined and ready;

3) the drainage pipeline is installed completely, and smoothness and safety are guaranteed;

4) a convenient and safe sampling port is arranged at the tail end of the flushing pipe section;

5) lighting and maintenance measures have been implemented.

(3) The pipeline washing and disinfection should meet the following regulations:

1) the pipeline is washed for the first time by using clean water until the turbidity of a water sample at a water outlet is less than 3NTU, and the washing flow rate is more than 1.0 m/s.

2) And the pipeline is washed for the second time, after the pipeline is washed for the first time, the pipeline is soaked in clean water with the effective chloride ion content not lower than 20mg/L for 24 hours, and then the pipeline is washed for the second time by the clean water until the water quality detection and the sampling and testing of a management department are qualified.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.