阅读说明：本技术 一种预应力钢筒混凝土管水压试验施工方法 (Hydraulic test construction method for prestressed concrete cylinder pipe ) 是由 李信 周学锋 李高钦 孙英杰 陈之春 吴燕芳 刘锋 欧飞华 赵永利 于 2021-01-11 设计创作，主要内容包括：本发明涉及补水工程技术领域,提供了一种预应力钢筒混凝土管水压试验施工方法,包括如下步骤：S1,沿河道的延伸方向于河岸开挖土方；S2,待挖出一段基坑后,在挖出的基坑中敷设预应力钢筒混凝土管,并使预应力钢管混凝土管悬浮在基坑中；S3,向基坑中浇筑混凝土,直至形成镇墩,预应力钢筒混凝土管置于镇墩中,且预应力钢筒混凝土管的两侧的开口端露在镇墩外；S4,在镇墩的上方回填土方；S5,待回填完后,在预应力钢筒混凝土管的两侧的开口端装设试压堵头,进行水压试验。本发明通过采用混凝土镇墩法,在现场实施过程中一次性成功,合理解决了长距离市政管道打压难度大,无法分段连续性施工的难题,同时保证了安全生产、提高了生产效率。(The invention relates to the technical field of water replenishing engineering, and provides a construction method for a hydraulic test of a prestressed concrete cylinder pipe, which comprises the following steps: s1, excavating earthwork on the river bank along the extending direction of the river channel; s2, after a section of foundation pit is dug out, laying a prestressed concrete cylinder pipe in the dug-out foundation pit, and suspending the prestressed concrete cylinder pipe in the foundation pit; s3, pouring concrete into the foundation pit until a ballast pier is formed, placing the prestressed steel cylinder concrete pipe in the ballast pier, and exposing the opening ends of the two sides of the prestressed steel cylinder concrete pipe outside the ballast pier; s4, backfilling earthwork above the ballast pier; and S5, after backfilling, installing pressure test plugs at the open ends of the two sides of the prestressed concrete cylinder pipe, and performing a hydrostatic test. By adopting the concrete block-rolling method, the invention succeeds in one step in the field implementation process, reasonably solves the problems that the long-distance municipal pipeline is difficult to press and cannot be constructed continuously in a segmented manner, ensures the safety production and improves the production efficiency.)

1. A construction method for a hydraulic test of a prestressed concrete cylinder pipe is characterized by comprising the following steps:

s1, excavating earthwork on the river bank along the extending direction of the river channel;

s2, after a section of foundation pit is dug out, laying a prestressed concrete cylinder pipe in the dug-out foundation pit, and suspending the prestressed concrete cylinder pipe in the foundation pit;

s3, pouring concrete into the foundation pit until a foundation pier is formed, wherein the prestressed steel cylinder concrete pipe is arranged in the foundation pier, and the opening ends of the two sides of the prestressed steel cylinder concrete pipe are exposed outside the foundation pier;

s4, backfilling earthwork above the ballast pier;

and S5, after backfilling, installing pressure test plugs at the opening ends of the two sides of the prestressed steel cylinder concrete pipe, and performing a hydrostatic test.

2. The hydraulic test construction method for the prestressed concrete cylinder pipe as claimed in claim 1, wherein: and excavating another foundation pit, carrying out the steps S2-S5, and communicating the pre-stressed steel cylinder concrete pipes after completing the hydrostatic test, wherein each pre-stressed steel cylinder concrete pipe is used as a part of a water replenishing engineering pipeline.

3. The method for constructing a hydraulic test of a prestressed concrete cylinder pipe according to claim 1, wherein in the step S5, the hydraulic test is specifically as follows:

s50, respectively arranging pressure gauges at the opening ends of the two sides of the prestressed steel cylinder concrete pipe, and arranging an exhaust pipe and a pressurizing pipe;

s51, injecting water into the prestressed steel cylinder concrete pipe, and standing;

s52, after the liquid level is stable, pressing the prestressed steel cylinder concrete in a grading manner;

and S53, when the appearance inspection does not have water leakage phenomenon and the water is detected to be qualified by a detection unit, carrying out pressure relief and water drainage to finish the hydrostatic test.

4. The hydraulic test construction method for the prestressed concrete cylinder pipe as claimed in claim 3, wherein: in S50, the exhaust pipe and the pressure pipe are each provided with a control valve.

5. The hydraulic test construction method for the prestressed concrete cylinder pipe as claimed in claim 3, wherein: in the step S51, the water injection point is set at the lowest point, the air discharge point is set at the highest point, the standing time after the water injection is completed is 48 hours, and the liquid level change of the pipeline is observed from the water injection hole.

6. The hydraulic test construction method for the prestressed concrete cylinder pipe as claimed in claim 3, wherein: and in the step S52, displacement monitoring points are arranged at the opening ends of the two sides of the prestressed steel cylinder concrete pipe during pressing, and the displacement condition is observed at regular time.

7. The hydraulic test construction method for the prestressed concrete cylinder pipe as claimed in claim 6, wherein: the method comprises the steps of controlling the pressurizing speed at the initial pressurizing stage, slowly pressurizing, wherein the pressure per liter is 0.1MPa, observing the displacement condition and the leakage condition of pipelines at two displacement monitoring points, observing the pressure change through the pressure gauge, stopping water injection and pressure compensation after the pressure is increased to the designed test pressure of 1.0MPa, stabilizing for 15 minutes, and reducing the test pressure to the working pressure and keeping the constant pressure for 30 minutes when the pressure is reduced to be not more than 0.03MPa after 15 minutes.

8. The hydraulic test construction method for the prestressed concrete cylinder pipe as claimed in claim 1, wherein: the pressure test plug is characterized in that a plurality of steel plates are welded on the inner side of a welded steel pipe with the same diameter as a pressure test pipeline, and each steel plate forms a lattice shape.

9. The hydraulic test construction method for the prestressed concrete cylinder pipe as claimed in claim 1, wherein: and when earthwork is excavated, two undisturbed soil layers corresponding to the opening ends of the two sides of the prestressed concrete cylinder pipe are kept from being damaged.

10. The hydraulic test construction method for the prestressed concrete cylinder pipe as claimed in claim 1, wherein: and connecting the prestressed steel cylinder concrete pipe and the concrete by adopting a steel bar.

Technical Field

The invention relates to the technical field of water replenishing engineering, in particular to a construction method for a hydraulic test of a prestressed concrete cylinder pipe.

Background

The water replenishing engineering needs to lay a pipeline for water replenishing, and the existing pipeline is connected in a double-rubber-ring socket mode. Because the river-following pipelines are long, the construction needs to be carried out in multiple sections due to poor conditions (mainly sandy soil) and short construction period (mainly influenced by rain in flood season). The hydraulic test work needs to be efficiently and quickly finished after the pipeline is laid, so that the pipeline is conveniently backfilled and hidden, and the construction period and the pipeline installation quality are guaranteed.

Because this moisturizing engineering pipeline divide into the multistage construction, and receive soil property influence (mostly be sand for sand), make hydrostatic test can't adopt the back of the body method of regulation in GB50268-2008, adopt the pressure testing pipe joint method to have a high demand to follow-up pipeline construction quality simultaneously, can't the segmentation construction, suppress the risk greatly.

Disclosure of Invention

The invention aims to provide a construction method for a hydraulic test of a prestressed concrete cylinder pipe, which is successful at one time in the field implementation process by adopting a concrete block-rolling method, reasonably solves the problems that a long-distance municipal pipeline is difficult to press and cannot be constructed in a segmented continuous manner, ensures safe production and improves the production efficiency.

In order to achieve the above purpose, the embodiments of the present invention provide the following technical solutions: a construction method for a hydraulic test of a prestressed concrete cylinder pipe comprises the following steps:

s1, excavating earthwork on the river bank along the extending direction of the river channel;

s2, after a section of foundation pit is dug out, laying a prestressed concrete cylinder pipe in the dug-out foundation pit, and suspending the prestressed concrete cylinder pipe in the foundation pit;

s3, pouring concrete into the foundation pit until a foundation pier is formed, wherein the prestressed steel cylinder concrete pipe is arranged in the foundation pier, and the opening ends of the two sides of the prestressed steel cylinder concrete pipe are exposed outside the foundation pier;

s4, backfilling earthwork above the ballast pier;

and S5, after backfilling, installing pressure test plugs at the opening ends of the two sides of the prestressed steel cylinder concrete pipe, and performing a hydrostatic test.

And further, excavating another foundation pit, carrying out the steps S2-S5, and communicating all the sections of prestressed steel cylinder concrete pipes after completing the hydrostatic test, wherein all the prestressed steel cylinder concrete pipes are used as a part of a water replenishing engineering pipeline.

Further, in the step S5, the hydraulic test specifically includes:

s50, respectively arranging pressure gauges at the opening ends of the two sides of the prestressed steel cylinder concrete pipe, and arranging an exhaust pipe and a pressurizing pipe;

s51, injecting water into the prestressed steel cylinder concrete pipe, and standing;

s52, after the liquid level is stable, pressing the prestressed steel cylinder concrete in a grading manner;

and S53, when the appearance inspection does not have water leakage phenomenon and the water is detected to be qualified by a detection unit, carrying out pressure relief and water drainage to finish the hydrostatic test.

Further, in S50, the exhaust pipe and the pressure pipe are each provided with a control valve.

Further, in the step S51, the water injection point is set at the lowest point, the air exhaust point is set at the highest point, the standing time after the water injection is completed is 48 hours, and the liquid level change of the pipeline is observed from the water injection hole.

Further, in the step S52, displacement monitoring points are provided at the opening ends on both sides of the prestressed concrete cylinder pipe during pressing, and the displacement condition is observed at regular time.

Further, the pressurizing speed is controlled at the initial stage of pressurizing, the pressure is slowly increased, the pressure per liter is 0.1MPa, the displacement condition and the leakage condition of the pipelines at two displacement monitoring points are observed, the pressure change is observed through the pressure gauge, after the pressure is increased to the designed test pressure of 1.0MPa, the water injection and pressure compensation are stopped, the stability is carried out for 15 minutes, and when the pressure is reduced to be not more than 0.03MPa after 15 minutes, the test pressure is reduced to the working pressure and is kept constant for 30 minutes.

Furthermore, the pressure test plug adopts a plurality of steel plates welded on the inner side of a welded steel pipe with the same diameter as that of the pressure test pipeline, and each steel plate forms a lattice shape.

Further, when the earthwork is excavated, two original soil layers corresponding to the opening ends of the two sides of the prestressed concrete cylinder pipe are kept from being damaged.

Further, the prestressed steel cylinder concrete pipe and the concrete are connected by adopting a steel bar.

Compared with the prior art, the invention has the beneficial effects that: a hydraulic test construction method for a prestressed concrete cylinder pipe is characterized in that a concrete block-rolling method is adopted, one-time success is achieved in the field implementation process, the difficult problems that a long-distance municipal pipeline is difficult to press and cannot be constructed in a segmented continuous mode are reasonably solved, safety production is guaranteed, and production efficiency is improved.

Drawings

Fig. 1 is a schematic flow chart of a hydraulic test construction method for a prestressed concrete cylinder pipe according to an embodiment of the present invention;

fig. 2 is a schematic view of a prestressed concrete cylinder pipe and a pier of a hydraulic test construction method for a prestressed concrete cylinder pipe according to an embodiment of the present invention;

fig. 3 is a schematic view illustrating a steel bar connecting a prestressed concrete cylinder pipe and concrete according to a hydraulic test construction method for a prestressed concrete cylinder pipe provided by an embodiment of the present invention;

fig. 4 is a schematic view of a pressure testing plug of a hydraulic test construction method for a prestressed concrete cylinder pipe according to an embodiment of the present invention;

in the reference symbols: 1-prestressed steel cylinder concrete pipe; 2-rolling a pier; 3-L-shaped steel bars; 4-reinforced steel plate; 5-drainage outlet.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

Referring to fig. 1 and 2, an embodiment of the present invention provides a construction method for a hydraulic test of a prestressed concrete cylinder pipe, including the following steps: s1, excavating earthwork on the river bank along the extending direction of the river channel; s2, after a section of foundation pit is dug out, laying a prestressed concrete cylinder pipe 1 in the dug-out foundation pit, and enabling the prestressed concrete cylinder pipe to be suspended in the foundation pit; s3, pouring concrete into the foundation pit until a foundation pier 2 is formed, wherein the prestressed steel cylinder concrete pipe 1 is arranged in the foundation pier 2, and the opening ends of the two sides of the prestressed steel cylinder concrete pipe 1 are exposed outside the foundation pier 2; s4, backfilling earth above the ballast 2; and S5, after backfilling, installing pressure test plugs at the opening ends of the two sides of the prestressed steel cylinder concrete pipe 1, and performing a hydraulic test. In this embodiment, through adopting concrete anchor 2 method, once only succeed in the on-the-spot implementation process, it is big to have rationally solved the long distance municipal pipeline and suppressed the degree of difficulty, the difficult problem of unable segmentation continuity construction, safety in production has been guaranteed simultaneously, production efficiency is improved, anchor 2 method hydrostatic test does not need follow-up pipeline as the back simultaneously, utilize the frictional force between anchor 2 and the soil and the passive soil resistance of anchor 2 and soil horizon discrepancy in elevation offset test pressure, avoid the disturbance and the damage of hydrostatic test to follow-up pipeline production. Specifically, a foundation pit is firstly dug along the length direction of a river channel, after a section of foundation pit is dug, a prestressed steel cylinder concrete pipe 1 is laid in the foundation pit to ensure that the prestressed steel cylinder concrete pipe 1 is suspended in the foundation pit, then concrete is poured to form a pier 2, in the specific operation, before pouring, an equal-height mark is made on the pipe edge,when the height of the pipeline rises, the pouring is stopped immediately. The anchor block 2 is wrapped by the prestressed steel cylinder concrete pipe 1, the prestressed steel cylinder concrete pipe 1 is transversely arranged, openings at two ends of the prestressed steel cylinder concrete pipe are exposed outside the anchor block 2, and after earth is backfilled, a pressure test plug is arranged at the opening end, so that a hydrostatic test can be performed. Preferably, the concrete ballast 2 is encapsulated by C25 concrete, and the depth of the concrete ballast 2 (i.e. the thickness of the concrete below the prestressed concrete cylinder pipe 1) is three times of the thickness of the protective layer (i.e. the thickness of the concrete above the prestressed concrete cylinder pipe), preferably, the former is 1.5m, and the latter is 0.5m, so that the passive earth pressure of the ballast 2 and the back earth layer can be matched with the friction force of the surrounding earth layer to offset the test pressure applied to the pressure test plug. The anchor block 2 is subjected to the resistance of undisturbed soil, and when the acting force of the pressure test plug is superposed through the resultant force action point of the passive soil pressure behind the anchor block 2 and the undisturbed soil, the allowable resistance calculation formula of the anchor block 2 in the width per meter is as follows:wherein R is passive earth pressure (KN/m) on the width per meter of the anchor block 2, gamma is gravity density (KN/m) of back earth of the anchor block 2, the engineering is clay, and 19.0KN/m is taken³H is the height of the back soil of the anchor block 2, 1.5m is taken, H is the height from the top of the anchor block 2 to the ground, the lowest height of the upper part of the anchor block 2 is 0m, K_pIs a passive soil pressure coefficient according to the formula:c is the cohesive force of the back soil body, and takes 24KN/m²And then: the passive soil resistance of the undisturbed soil of the anchor block 2 is as follows: ff 121.41 × 3 364.23KN, it is seen that the force is independent of the length of the ballast 2. The foundation friction force f of the anchor 2 is mu (W1+ W2+ W3+ W4), wherein mu is the friction resistance coefficient of the pipeline, the soil quality is clay, 0.4 is taken, W1 is the gravity of the concrete anchor 2, W1 is 3.0-3.14 0.5, L2.417 is 194.60 LKN; w2 is prestressed steelThe gravity of the concrete filled tube, W2 ═ L347.68 ═ 9.8/1000 ═ 3.41L KN, W3 is the gravity of water, which can be ignored, W4 is the gravity of backfill, calculated according to 1.0m, W4 ═ 3.0 ═ L1.5 ×. 1.9 ═ 9.8 ═ 83.80 LKN; l is the length of the concrete anchor block 2; i.e., (194.60L +3.41L +83.80L) × 0.4 ═ 112.724 LKN. 2 length L of concrete anchor block, for guaranteeing the hydrostatic test installation, 1.2's factor of safety is considered to hydrostatic test pressure, promptly: 1.2F + F1 is Ff + F, wherein F1 is the hydrostatic pressure of concrete pier 2, and the maximum height difference is 9m, so the hydrostatic pressure to the pressure testing point can be ignored, so F1 is 0. 1.2 × 785 ═ 364.23+112.724L, i.e.: l ═ (1.2 × 785-386.23)/112.724 ═ 4.93m, 5.0 m. Preferably, the pouring and maintenance of the concrete anchor 2 are finished, after the strength meets the requirement, the periphery of the concrete anchor is backfilled by using original soil, the backfilling is carried out in a layering mode and is compacted by using machinery, the compaction degree is not less than 90%, and the original soil and the periphery of the concrete anchor 2 are tightly combined without gaps.

As an optimized scheme of the embodiment of the invention, another foundation pit is excavated, the steps of S2-S5 are performed, after the hydrostatic test is completed, each section of the prestressed steel cylinder concrete pipe 1 is communicated, and each prestressed steel cylinder concrete pipe 1 is used as a part of a water replenishing engineering pipeline. In this embodiment, by adopting the above-mentioned segmentation and pier-ballasting method, multiple segments of the long-distance pipeline can be constructed simultaneously, which is beneficial to shortening the construction period, i.e. multiple foundation pits are constructed simultaneously, and then after the prestressed steel cylinder concrete pipes 1 are laid, the adjacent prestressed steel cylinder concrete pipes 1 are connected to form an integral water-replenishing engineering pipeline. The connection form can adopt a connecting piece, the connecting piece is a PCCP pipe single bell and spigot, the other end is a steel pipe, the PCCP pipe single bell and spigot is connected with the PCCP pipe, part of the steel pipe is connected with a water injection port, a water outlet 5, a blind plate and the like, and the connecting piece and the PCCP pipe socket are required to be encapsulated, so that the pressure test safety is ensured. Can accomplish hydrostatic test work fast high-efficiently like this to the pipeline is backfilled concealably, guarantee time limit for a project and pipeline erection quality. Preferably, the pressure test point of the hydrostatic test can be used as a centralized point of the installation deviation of the pipeline in the construction process, the installation deviation of the pipeline is processed at the pressure test point at one time, and the pipeline installation quality is favorably improved.

As an optimized solution of the embodiment of the present invention, in the step S5, the hydraulic test specifically includes: s50, respectively arranging pressure gauges at the opening ends of the two sides of the prestressed steel cylinder concrete pipe 1, and arranging an exhaust pipe and a pressurizing pipe; s51, injecting water into the prestressed steel cylinder concrete pipe 1, and standing; s52, after the liquid level is stable, pressing the prestressed steel cylinder concrete in a grading manner; and S53, when the appearance inspection does not have water leakage phenomenon and the water is detected to be qualified by a detection unit, carrying out pressure relief and water drainage to finish the hydrostatic test. In S50, the exhaust pipe and the pressure pipe are each provided with a control valve. In the step S51, the water injection point is set at the lowest point, the air discharge point is set at the highest point, the standing time after the water injection is completed is 48 hours, and the liquid level change of the pipeline is observed from the water injection hole. And in the step S52, displacement monitoring points are arranged at the opening ends of the two sides of the prestressed steel cylinder concrete pipe 1 during pressing, and the displacement condition is observed at regular time. The method comprises the steps of controlling the pressurizing speed at the initial pressurizing stage, slowly pressurizing, wherein the pressure per liter is 0.1MPa, observing the displacement condition and the leakage condition of pipelines at two displacement monitoring points, observing the pressure change through the pressure gauge, stopping water injection and pressure compensation after the pressure is increased to the designed test pressure of 1.0MPa, stabilizing for 15 minutes, and reducing the test pressure to the working pressure and keeping the constant pressure for 30 minutes when the pressure is reduced to be not more than 0.03MPa after 15 minutes. In this embodiment, the manometer must be checked before the installation, and manometer, blast pipe and suppress and must set up control flap before the pipe, and the manometer of avoiding the in-process probably to appear damages, suppresses unexpected hydrostatic test failures that cause such as interface damage, uses as overhauing. The front end and the rear end are respectively provided with 1 pressure gauge, so that the front pressure change and the rear pressure change can be conveniently observed. Before water injection, whether a main pipe valve is opened, whether a branch pipe valve is closed and whether an exhaust valve is opened are checked; the water injection point is arranged at the lowest point, and the exhaust point is arranged at the highest point, so that the gas in the pipe cavity can be smoothly exhausted in the water injection process; and standing for 48 hours after water injection is finished, observing the liquid level change of the pipeline from the water injection hole, and performing the next procedure after the liquid level is stable. Displacement monitoring points are required to be arranged at the plugs at the head end and the tail end during pressurizing, the displacement condition is observed at regular time, the pressurizing speed is controlled at the initial pressurizing stage, the pressurizing speed is slow, the pressure per liter is 0.1MPa, the displacement conditions of the displacement monitoring points at the plugs at the two ends and the leakage conditions of pipelines, flanges, valves and the like are observed, pressure gauges are arranged at the head end and the tail end, the pressure change is convenient to observe, after the pressure is increased to 1.0MPa of the designed test pressure, water injection and pressure compensation are stopped, and the stability is kept for 15 min; and when the pressure is reduced to be not more than 0.03MPa after 15min, reducing the test pressure to the working pressure and keeping the constant pressure for 30min, and if no water leakage phenomenon exists in the appearance inspection, performing the next procedure construction after the detection of a third-party detection unit is qualified. After the hydrostatic test is qualified, the drain valve arranged at the drain pressure testing plug is drained, the pressure in the pipeline is removed, and water is drained to a specified drainage point through a drain pipe or a drainage ditch.

As an optimized scheme of the embodiment of the present invention, please refer to fig. 4, the pressure test plug employs a welded steel pipe with the same diameter as the pressure test pipeline, and a plurality of steel plates are welded on the inner side of the welded steel pipe, and each steel plate forms a lattice shape. In the present embodiment, the steel plate is a reinforced steel plate 4. The pressure test plug is formed by welding a welded steel pipe, a 30mm welded steel plate (a blind plate) and a 10mm welded steel plate (a rib plate), the blind plate needs to be welded internally and externally, and the rib plate is in a 100 mm-100 mm grid shape. The inner side of the welded steel pipe with the same diameter as the pressure test pipeline is welded with a steel plate, and compared with a flange blind plate adopted as a pressure test plug, the leakage point during pressing is reduced, the leakage risk is reduced, and the success rate of a hydrostatic test is improved. Stress analysis is carried out by taking one section of pipe to be subjected to a pressure test as an example (the rest pipe diameters only need to substitute the pipe diameters into a formula), and the pressure test pressure applied to the pressure test plug is as follows: f ═ P ═ S ═ P ═ π r²And the test pressure P is designed and explained according to a drawing, 1.0MPa, S is the back stress area, r is the pipeline radius, 0.5m is taken, and the formula is substituted to obtain F which is 1.0X 3.14X 0.5X 1000 which is 785.00KN, namely, during the hydraulic pressure test, the pressure borne by the pressure test plug is 785KN, and the test pressure borne by the pressure test plug needs to be offset by the passive soil pressure of the concrete anchor 2 and the back soil layer and the friction force of the surrounding soil layers. Except the drain hole, the water injection hole and the exhaust hole of the pressure test plug can not be welded on the blind plate and are arranged on the welded steel pipe, so that the deformation caused by the difficulty of adding fins when the blind plate is perforated too much is prevented.

As an optimization scheme of the embodiment of the invention, when earthwork is excavated, two undisturbed soil layers corresponding to the opening ends at two sides of the prestressed concrete cylinder pipe 1 are kept from being damaged. In the embodiment, the excavation part is positioned by paying off, manual excavation is adopted after the vertical surface of the foundation pit of the mechanically excavated concrete anchor block 2 is close to 10cm, the vertical surface is ensured, disturbance of the vertical surface is reduced as much as possible, if the vertical surface of the soil layer is disturbed carelessly in field operation, the size of the concrete foundation can be increased properly, the concrete foundation is ensured to be attached to the pattern layer, and excavation needs to be carried out according to the size which is inspected and designed in advance.

As an optimized solution of the embodiment of the present invention, as shown in fig. 3, the prestressed concrete cylinder pipe 1 and the concrete are connected by using steel bars. In this embodiment, need carry out the reinforcement measure before encapsulating prestressing force steel cylinder concrete pipe 1, prevent to pour the pipe that floats of in-process, additionally adopt the reinforcing bar to consolidate, can adopt L shaped steel muscle 3 to be connected the steel pipe at anchor block 2 positions and basis to prevent to float the pipe. The L-shaped steel bars 3 are distributed in parallel with the direction of the pipeline in the horizontal direction, welded on the outer side wall of the pipeline, and connected with the concrete structure steel bars in the vertical direction. And the L-shaped steel bars 3 in two directions are adopted for reinforcement, so that the interference in two directions is ensured to be offset. After the welding of the welded steel pipe in the pressure testing section is completed, the irregular L-shaped steel bar 3 is welded on the surface of the steel pipe, and the orientation of the L-shaped steel bar is opposite to the direction of the test pressure applied to the plug, so that the welded steel pipe and the concrete form a whole, and the relative sliding caused by the fact that the test pressure applied to the pressure testing plug is greater than the maximum static friction force between the welded steel pipe and the concrete is prevented.

Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.