Construction method and structure of open cut underground pipe gallery inverted siphon underpassing river

Abstract

The application discloses a construction method and structure of open-cut underground pipe gallery inverted siphon under-river, relates to the technical field of comprehensive pipe gallery, and solves the problems of structure leakage and structure floating in the prior art, and the specific scheme is as follows: a construction method of open-cut underground pipe gallery inverted siphon under-river, a standard section foundation pit is excavated, a waterproof coiled material is laid on a base, and backfilling of the foundation pit is carried out after main body structure construction; a river diversion is carried out on an inverted siphon section, a concrete bored pile is constructed after the diversion, then the foundation pit excavation and the arrangement of the concrete internal support of the inverted siphon section are simultaneously carried out, the waterproof coiled material is laid on the base after the anti-seepage plate is arranged, the main body structure is constructed, a layer of waterproof coiled material is laid on the outer side of the main body structure, and the clay anti-seepage layer is backfilled first and then the aggregate broken stone transition layer is backfilled, so that the waterproof system of the anti-seepage plate + the outer waterproof coiled material + the thick clay layer is formed, then the foundation pit is backfilled, and the weight plate is constructed by using the foundation pit bored pile and the concrete internal support.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of comprehensive pipe gallery, in particular to a construction method and structure of inverted siphon underpassing river for open excavation underground pipe gallery. BACKGROUND

[0002] The comprehensive pipe gallery can effectively solve the problem of "road zipper" and has important significance for sustainable development of underground space, so more and more cities begin to orderly plan underground pipe gallery. The increase of construction scale of underground pipe gallery causes the construction environment to be relatively complex, and there are often intersections with existing buildings and rivers. In order to reduce the mutual influence between pipe gallery construction and surrounding environment, the underpassing construction method is often used. The pipe gallery underpassing river currently often uses pipe jacking and shield construction methods to underpass river, and the construction cost and difficulty of the underpassing river are relatively large. When the pipe gallery underpassing river adopts the open excavation method, it is particularly important to reasonably process the position of the pipe gallery and the river bottom. If the pipe gallery is buried relatively deep, the depth of the foundation pit will undoubtedly be increased, and the construction difficulty and cost will be increased; if the pipe gallery is buried relatively shallow, the part of the river bottom after the pipe gallery is built will be buried relatively shallow, and under the action of river scouring, the soil cover will be reduced, and the structure will be insufficient in weight, causing floating, leakage and other disasters. SUMMARY

[0003] In view of the defects in the prior art, the purpose of the present application is to provide a construction method and structure of inverted siphon underpassing river for open excavation underground pipe gallery, which adopts a waterproof and anti-seepage system of "anti-seepage plate + external waterproof coiled material + thick clay layer", improves the anti-seepage capacity of the structure, sets a weight plate by using the enclosure structure, solves the problem of soil cover reduction caused by river scouring, improves the weight of the upper soil body and structure of the pipe gallery, strengthens the anti-floating capacity of the structure, and improves the stability of the overall structure.

[0004] In order to achieve the above-mentioned purpose, the present application is realized by the following technical scheme:

[0005] A construction method of inverted siphon underpassing river for open excavation underground pipe gallery, comprising:

[0006] The standard section foundation pit is excavated, the waterproof coiled material is laid on the foundation, and the foundation pit is backfilled after the main structure is constructed;

[0007] The river is guided and changed in the inverted siphon section, the concrete cast-in-place pile and the concrete internal support are constructed after the guiding and changing, then the inverted siphon section foundation pit is excavated, the anti-seepage plate is arranged on the foundation, the waterproof coiled material is laid, the main structure is constructed, a layer of waterproof coiled material is laid outside the main structure, and the clay anti-seepage layer is backfilled first and then the aggregate gravel transition layer is backfilled, so as to form a waterproof system of anti-seepage plate + external waterproof coiled material + thick clay layer, then the foundation pit is backfilled, and finally the weight plate is constructed by using the foundation pit cast-in-place pile and the concrete internal support;

[0008] After the excavation of the transition section foundation pit, the anti-permeable plate and waterproof roll are constructed, and then the main structure of the transition section is connected with the inverted siphon section and the standard section, and backfilling is performed.

[0009] As a further implementation, the enclosure of the standard section during the excavation of the foundation pit adopts the structural form of cast-in-place pile or underground continuous wall according to the amount of groundwater, and the base is leveled after the completion of the excavation of the foundation pit.

[0010] As a further implementation, when the main structure of the standard section is constructed, the main structure reinforcement is placed and a certain length of reinforcement is reserved for connecting the main structure of the transition section, and the waterproof roll is laid on the periphery of the main structure during the backfilling of the foundation pit, and the original trench soil layer is used for backfilling.

[0011] As a further implementation, the river diversion and improvement of the inverted siphon section adopts high-pressure rotary jet piles combined with earth-rock cofferdams, high-pressure rotary jet piles are arranged under the earth-rock cofferdams, and at least two layers of geotextile bags are laid on the water-facing surface of the cofferdams.

[0012] As a further implementation, after the river diversion and improvement, river drainage and dredging are required, and the waterproof roll of the inverted siphon section needs to be extended by a certain length to connect the waterproof roll of the transition section.

[0013] As a further implementation, the top of the cast-in-place pile is connected by a concrete crown beam, steel bars are arranged on the top of the cast-in-place pile and the inner side of the concrete internal support, and then concrete is poured between the concrete internal supports to form a concrete slab, the concrete internal support and the post-poured concrete slab are connected by steel bars to form a weight plate together, the weight plate is connected to the cast-in-place pile by steel bars, and a sand and pebble backfill layer is arranged between the weight plate and the graded gravel transition layer.

[0014] As a further implementation, the foundation pit enclosure of the transition section is the same as that of the standard section, and the construction sequence of the transition section is from the inverted siphon section to the standard section.

[0015] A kind of open cut underground pipe gallery inverted siphon under river structure, adopt a kind of open cut underground pipe gallery inverted siphon under river construction method to form, including standard section, transition section and inverted siphon section connected in turn, the elevation of standard section is higher than inverted siphon section, transition section has set gradient, and the main structure bottom of transition section and inverted siphon section is paved with anti-permeable plate, and the top of inverted siphon section is provided with weight plate.

[0016] As a further implementation, the weight plate includes concrete internal support and support post-poured concrete slab, both are connected by steel bars and weight plate and cast-in-place pile are connected by steel bars to form a structure anti-scour anti-floating weight system, and cast-in-place pile is arranged on both sides of inverted siphon section.

[0017] As a further implementation, waterproof roll, clay impermeable layer, graded gravel transition layer and sand and pebble backfill layer are arranged in turn from the main structure of the inverted siphon section to the weight plate.

[0018] The beneficial effects of the present application are as follows:

[0019] 1. A layer of waterproofing material is laid on the top side of the main structure of the inverted siphon section, and a clay anti-seepage layer is backfilled first, followed by a backfilled set of transition layer of crushed stone, forming a waterproof system of anti-seepage plate + outer waterproofing material + thick clay layer, which, in combination with the self-waterproofing of the utility tunnel, greatly improves the anti-seepage capacity of the structure. The use of foundation pit bored piles and concrete internal support to make a weight plate forms a scour-resistant weight anti-float system, strengthens the anti-float capacity of the structure, improves the stability of the overall structure, and ensures the safety of the structure. The scour-resistant weight plate not only prevents river scouring, but also indirectly ensures the safety of the main tunnel structure.

[0020] 2. When constructing the inverted siphon section, the river is first diverted and modified, and the open excavation method is used to effectively reduce the construction difficulty. The structure as a whole can be divided into standard section tunnel, inverted siphon section tunnel and transition section tunnel, which can effectively solve the conflict between the river and the position of the tunnel. The cofferdam diversion method is used to create construction conditions for open excavation, and the inverted siphon method is used to solve the elevation difference between the river and the tunnel, making the overall construction simple.

[0021] 3. The concrete slab is poured between the concrete internal supports, and the two are connected into a whole through steel bars, together forming a weight plate. At the same time, the scour-resistant weight plate and the bored pile are connected through steel bars to form a structure scour-resistant weight anti-float system, which reduces the reduction of soil caused by river scouring, increases the weight of the soil and structure above the tunnel, and avoids the structure from floating up. BRIEF DESCRIPTION OF DRAWINGS

[0022] The drawings accompanying the specification of this application form a part thereof, serve to provide further understanding of the application, and together with the description of the exemplary embodiments of the application, explain the application, and do not constitute an improper limitation of the application.

[0023] Figure 1 is a flow chart of the construction method of the open excavation underground tunnel inverted siphon under the river in the embodiment of the present application.

[0024] Figure 2 is a schematic diagram of the overall structure of the open excavation underground tunnel inverted siphon under the river in the embodiment of the present application.

[0025] Figure 3 is a schematic diagram of the main structure of the standard section in the embodiment of the present application.

[0026] Figure 4 is a schematic diagram of the high-pressure jet grouting pile and the earth-rock cofferdam structure in the embodiment of the present application.

[0027] Figure 5is the overall structure schematic diagram of the inverted siphon section in the embodiment of the present application.

[0028] Figure 6 is the partial enclosure structure plan view of the inverted siphon section in the embodiment of the present application.

[0029] Figure 7 is the connection schematic diagram of the standard section, the transition section and the inverted siphon section in the embodiment of the present application.

[0030] Figure 8 is the main structure schematic diagram of the transition section in the embodiment of the present application.

[0031] In the figure: the mutual distance or size is exaggerated for showing the position of each part, and the schematic diagram is only for illustration.

[0032] Wherein: 1, stratum, 2, main structure, 3, impermeable plate, 4, waterproof coiled material, 5, river channel, 6, weight plate, 7, graded broken stone transition layer, 8, clay impermeable layer, 9, cast-in-place pile, 10, sand and pebble backfill layer, 11, cofferdam water-facing surface, 12, earth and rock cofferdam, 13, cofferdam backwater surface, 14, high-pressure rotary jet pile, 15, concrete inner support, 16, concrete plate, 17, corbel, 18, connection between the standard section and the transition section, 19, connection between the inverted siphon section and the transition section, 20, top side steel bar, 21, lower side steel bar, 22, lateral steel bar, A, standard section, B, transition section, C, inverted siphon section. DETAILED DESCRIPTION

[0033] It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the present application. Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.

[0034] Embodiment one

[0035] In a typical embodiment of the present application, referring to Figures 1-8 , a construction method for open cut underground pipe gallery inverted siphon under-river, the whole body includes a standard section A under the stratum 1, an inverted siphon section C, and a transition section B connected between the standard section A and the inverted siphon section C. (The standard section is located on both sides of the main structure, the inverted siphon section is located directly below the river channel, and the transition section is located between the two and has a certain slope.) During construction, first, the standard section construction is carried out, then the inverted siphon section construction is carried out, and finally the transition section construction is carried out, realizing that the transition section connects the standard section and the inverted siphon section as a whole. And the transition section, the inverted siphon section and the standard section are connected as a whole through reserved steel bars, and the construction process is as shown in Figure 1 , and the structure schematic diagram after construction is as shown in Figure 2 , which includes two standard sections A, two transition sections B and one transition section C.

[0036] I. First, the construction of standard section A is carried out:

[0037] 1. Foundation pit excavation.

[0038] The standard section A comprehensive pipe gallery is relatively flat. When the foundation pit of the standard section A is excavated, the position of the foundation pit excavation is first determined. When the site space conditions permit, the form of slope excavation can be used; when the site space conditions are limited and the underground water of the standard section A comprehensive pipe gallery is less, the enclosure structure can adopt the structure form of bored pile; if the underground water of the standard section comprehensive pipe gallery is more, the structure form of underground continuous wall can be used. In the actual construction process, the enclosure structure is determined according to the specific site conditions.

[0039] After the enclosure structure is determined, the foundation pit is excavated, and the leveling treatment is carried out when the foundation pit is excavated to the base.

[0040] 2. Construction of the main structure of the standard section.

[0041] After the foundation pit excavation is completed, the waterproof coiled material is laid on the base of the standard section, and then the main structure 2 is constructed.

[0042] When the main structure of the pipe gallery is constructed, the main structure reinforcement is placed and a sufficient length of reinforcement is reserved, and then the main structure of the standard section comprehensive pipe gallery is poured, and after the construction is completed, the waterproof coiled material is laid on the upper side of the pipe gallery, and the structural drawing is as shown in Figure 3 .

[0043] 3. Backfilling of the foundation pit of the standard section

[0044] After the strength of the comprehensive pipe gallery reaches a certain requirement, the foundation pit is backfilled, and considering the economy, the original trench soil is used for backfilling.

[0045] When the standard section is constructed in this embodiment, the main structure reinforcement is reserved with sufficient length, so that when the transition section is finally constructed to realize the connection of the standard section and the inverted siphon section, the standard section and the transition section can be butt jointed. Similarly, when the waterproof coiled material is laid, a certain length should be reserved to realize the butt joint of the waterproof coiled materials at different construction ends.

[0046] II. After the construction of the standard section is completed, the construction of the inverted siphon section is carried out.

[0047] 1. River diversion before construction.

[0048] The inverted siphon section of the comprehensive pipe gallery is located directly below the river 5 and the riverbed. When the comprehensive pipe gallery is constructed, the river needs to be diverted to realize open excavation. The diverted river adopts the combination of high-pressure rotary jet pile and earth-rock cofferdam. Considering that the soil layer has weak impermeability, in order to prevent large-scale seepage of the diverted river to the foundation pit of the comprehensive pipe gallery, the high-pressure rotary jet pile is set below the earth-rock cofferdam 12 of the diverted river to form a waterproof curtain.

[0049] The earth-rock cofferdam 12 is isosceles trapezoidal, and the high-pressure rotary jet pile 14 is located at the middle position of the bottom of the earth-rock cofferdam 12 and is engaged, specifically, after the high-pressure rotary jet pile 14 is constructed, the earth-rock cofferdam 12 is constructed at the position of the high-pressure rotary jet pile 14 as a temporary water retaining building, the earth-rock cofferdam can be constructed by using the original terrain, and two layers of geotextile bags are laid at the water receiving surface 11 of the cofferdam, and the water leaving surface 13 of the cofferdam does not need to be laid, as shown. Figure 4

[0050] 2. River drainage and dredging.

[0051] First, the water source at the position of the inverted siphon section comprehensive pipe gallery foundation pit is pumped out, and then river bottom dredging operation is performed. The site at the foundation pit excavation position is leveled to form a dry land construction condition, and the site is well arranged for foundation pit excavation, facilitating foundation pit excavation.

[0052] 3. Inverted siphon section enclosure structure construction.

[0053] As shown in Figure 5 and Figure 6 , the inverted siphon section enclosure structure is composed of cast-in-place piles and concrete inner supports, after the preparation work is completed, drilling is performed with a drilling machine, the mud is cleaned, and a reinforcement cage is placed, and the concrete is poured to form the cast-in-place pile 9. The cast-in-place pile is located on both sides of the inverted siphon section, and the concrete inner support 15 is located between the cast-in-place piles 9 on both sides. The concrete inner support 15 is perpendicular to each side of the cast-in-place pile 9. Then a concrete crown beam 17 is constructed on the top of the cast-in-place pile.

[0054] 4. Inverted siphon section foundation pit excavation.

[0055] The foundation pit excavation is performed between the enclosure structures, and the concrete inner support 15 needs to be arranged before the foundation pit excavation, and the concrete inner support is reasonably arranged, and the base is leveled after excavation to the base.

[0056] 5. Impermeable plate construction.

[0057] The impermeable plate 3 is poured on the base of the inverted siphon section, and the impermeable plate 3 is a concrete structure, and the impermeable plate 3 is constructed in the same way as the impermeable plate at the standard section comprehensive pipe gallery. The standard section can be constructed with an impermeable plate, or without an impermeable plate.

[0058] 6. Inverted siphon section main structure construction.

[0059] First, waterproofing membrane 4 is laid on the upside of the impermeable plate of the inverted siphon section, then the main structure reinforcement is arranged and a sufficient length is reserved, then the main pipe gallery structure is poured, and after the construction is completed, a layer of waterproofing membrane 4 is laid on the outside of the pipe gallery and extends a certain length in the direction of the transition section, so that the waterproofing membrane 4 can be connected after the subsequent transition section construction is completed.

[0060] 7. Inverted siphon section foundation pit backfilling.

[0061] ​The foundation pit is backfilled, and since the inverted siphon section comprehensive pipe gallery is located directly below the river, the soil layer directly below the river may have a large permeability. For the outer waterproof system of the comprehensive pipe gallery, a certain thickness of clay impermeable layer 8 is first backfilled outside the pipe gallery, then a certain thickness of graded gravel transition layer 7 is backfilled, and finally the original trench soil layer is backfilled at other positions. A layer of sand and gravel backfill layer 10 is backfilled on the top of the graded gravel transition layer 7. The backfilled soil layer and the impermeable plate form a comprehensive pipe gallery outer waterproof and impermeable system of “impermeable plate + outer waterproof coiled material + thick clay layer”. The problem of structural leakage existing in the existing pipe gallery structure is solved.

[0062] The embodiment uses a comprehensive pipe gallery outer waterproof and impermeable system of “impermeable plate + outer waterproof coiled material + thick clay layer”.

[0063] After the foundation pit excavation is completed, the concrete impermeable plate is constructed, and then the waterproof coiled material is laid outside the pipe gallery (i.e. above the plain concrete impermeable plate). During backfilling, the clay impermeable layer 8 and the graded gravel transition layer 7 are used for backfilling, each with a certain width. The three combined with the impermeable plate constitute the outer waterproof system of the pipe gallery structure, which, in combination with the self-waterproofing of the comprehensive pipe gallery, greatly improves the impermeability of the structure.

[0064] 8. Construction of the inverted siphon section weight plate.

[0065] Since the inverted siphon section is at the bottom of the riverbed, when the foundation pit is backfilled to restore the river, the river will cause erosion to the backfilled soil layer, seriously affecting the use of the comprehensive pipe gallery, and even causing the structure to float. Therefore, the anti-erosion weight plate is constructed at the bottom of the riverbed.

[0066] First, steel bars are arranged on the top of the cast-in-place pile and inside the concrete internal support, and then concrete is poured between the concrete internal supports to form a concrete plate 16. The concrete internal support and the post-poured concrete plate are connected by steel bars to form a weight plate together, and the weight plate is connected to the cast-in-place pile by steel bars. The structure is as shown in Figure 6 .

[0067] Specifically, the top of the cast-in-place pile is connected by a concrete crown beam 17, steel bars are arranged on the cast-in-place pile and the concrete internal support, and then concrete is poured between the concrete internal supports to form a concrete plate. The concrete plate is connected to the concrete internal support by steel bars to form a weight plate 6 together. A sand and gravel backfill layer 10 is arranged between the weight plate and the graded gravel transition layer 7.

[0068] The inverted siphon section is provided with a comprehensive pipe gallery outer waterproof and impermeable system of “impermeable plate + outer waterproof coiled material + thick clay layer”. The problem of structural leakage existing in the existing pipe gallery structure is solved. By providing the weight plate 6, the anti-floating problem of the pipe gallery structure is solved.

[0069] The embodiment is provided with a comprehensive anti-floating system. The cast-in-place pile and the enclosure structure are made of reinforced concrete structure, and the scour prevention weight plate 6 is combined by the concrete slab poured between the inner support and the support of the concrete and connected by steel bars, and connected with the cast-in-place pile. The connection mode further enhances the anti-floating capacity of the structure, improves the stability of the overall structure, and ensures the safety of the structure. The scour prevention weight plate not only plays a role in preventing river scouring, but also indirectly ensures the safety of the main pipe gallery structure.

[0070] III. Transition section construction.

[0071] The transition section B comprehensive pipe gallery is between the standard section A and the inverted siphon section C. The elevation of the standard section is higher than that of the inverted siphon section, the overall transition section comprehensive pipe gallery has a certain slope, the elevations of the connection between the standard section and the transition section 18 and the connection between the inverted siphon section and the transition section 19 are the same, and the top steel bars 20, the bottom steel bars 21 and the lateral steel bars 22 of the standard section, the inverted siphon section and the transition section are connected with each other, as shown in Figure 7 .

[0072] 1. Foundation pit excavation.

[0073] When the foundation pit is excavated to the base, the base has a certain slope. The form of the foundation pit enclosure structure is the same as that of the standard section construction.

[0074] 2. Anti-permeation plate construction.

[0075] The anti-permeation plate is also a concrete structure, which is poured from the inverted siphon section connection to the standard section connection.

[0076] 3. Main structure construction

[0077] First, lay the waterproof roll on the top of the anti-permeation plate, then construct the main pipe gallery structure on the upper part of the anti-permeation plate, first arrange the pipe gallery steel bars, then pour the main structure from the inverted siphon section connection to the standard section connection. After the construction is completed, lay a layer of waterproof roll on the outside of the pipe gallery. The overall structure after the construction is completed is shown in Figure 8 .

[0078] 4. Foundation pit backfilling.

[0079] After the main structure construction is completed, the original trench soil layer is backfilled. Thus, the overall structure construction is completed, and the original river channel is restored.

[0080] The waterproof roll of the embodiment can also be replaced with a waterproof plate, and the foundation pit support structure of the inverted siphon section can also use a underground continuous wall.

[0081] Thus, the construction of the standard section A, the transition section B and the inverted siphon section C is completed.

[0082] The embodiment adopts inverted siphon mode to pass through the river by river diversion and open excavation. When the underground comprehensive pipe gallery passes through the river, the construction difficulty is large if the underpassing and excavation mode is adopted, and the open excavation can effectively reduce the construction difficulty. The structure can be divided into the standard section pipe gallery, the inverted siphon section pipe gallery and the transition section pipe gallery, and the position conflict between the river and the pipe gallery can be effectively solved. The cofferdam diversion method is adopted to create the construction condition for the open excavation, the inverted siphon mode is adopted to solve the elevation difference between the river and the pipe gallery, and the overall construction is simple.

[0083] Embodiment two

[0084] An open excavation underground pipe gallery inverted siphon underpassing river structure is formed by an open excavation underground pipe gallery inverted siphon underpassing river construction method, and is sequentially connected with a standard section, a transition section and an inverted siphon section. The standard section has a higher elevation than the inverted siphon section. The transition section has a set slope. The main body structure of the transition section and the inverted siphon section is paved with an anti-seepage plate. The top of the inverted siphon section is provided with a weight plate.

[0085] The weight plate includes a concrete plate and a post-poured concrete plate. The cast-in-place pile is provided with the inverted siphon section on both sides. The concrete plate is formed by pouring and forming steel bars on the enclosure structure of the inverted siphon section. The enclosure structure mainly includes the cast-in-place pile and the concrete inner support. The concrete plate and the concrete inner support are connected by steel bars to form the weight plate together. The waterproof coiled material, the clay impermeable layer, the graded gravel transition layer and the sand and pebble backfill layer are sequentially arranged from the main body structure of the inverted siphon section to the concrete plate.

[0086] The above only describes the preferred embodiments of the present application and is not used to limit the present application. For those skilled in the art, the present application can have various modifications and changes. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A construction method for a cut-and-cover underground pipe gallery inverted siphon under-river, characterized in that, It comprises: Standard section foundation pit excavation, base laying waterproof roll material, main structure construction, and then foundation pit backfilling; Inverted siphon section river diversion, after diversion, construction of concrete bored pile and concrete internal support, then inverted siphon section foundation pit excavation, base laying impermeable plate and then laying waterproof roll material, then main structure construction, laying a layer of waterproof roll material outside the main structure, backfilling clay anti-seepage layer and then backfilling graded gravel transition layer to form impermeable plate + outer waterproof roll material + thick clay layer waterproof system, then foundation pit backfilling, and finally using foundation pit bored pile and concrete internal support to construct weight plate; Transition section foundation pit excavation, then construction of impermeable plate and waterproof roll material, and then construction of transition section main structure connecting inverted siphon section and standard section, and backfilling; The enclosure structure during the excavation of the standard section foundation pit adopts the structure form of bored pile or underground continuous wall according to the groundwater volume, and the base is leveled after the completion of the foundation pit excavation.

2. The construction method of a cut-and-cover underground pipe gallery inverted siphon underpassing a river according to claim 1, characterized in that, During the construction of the main structure of the standard section, the main structure reinforcement is placed and a certain length of reinforcement is reserved for connecting the main structure of the transition section, and waterproof roll material is laid on the side of the main structure during the backfilling, and the original trench soil layer is used for backfilling.

3. The construction method of a cut-and-cover underground pipe gallery inverted siphon underpassing a river according to claim 1, characterized in that, The river diversion of the inverted siphon section adopts high-pressure rotary jet pile combined with earth-rock cofferdam, and high-pressure rotary jet piles are arranged under the earth-rock cofferdam.

4. The construction method of a cut-and-cover underground pipe gallery inverted siphon underpassing a river according to claim 3, characterized in that, After the river diversion, river drainage and dredging are required, and the waterproof roll material of the inverted siphon section needs to be extended to the transition section by a certain length to connect the waterproof roll material of the transition section.

5. The construction method of a cut-and-cover underground pipe gallery inverted siphon underpassing a river according to claim 4, characterized in that, The top of the bored pile is connected by a concrete crown beam, and reinforcement is arranged on the top of the bored pile and the inner side of the concrete internal support, and then concrete is poured between the concrete internal supports to form a concrete slab, and the concrete internal support and the post-poured concrete slab are connected by reinforcement to form a weight plate together, and the weight plate is connected to the bored pile by reinforcement, and a sand and pebble backfill layer is arranged between the weight plate and the graded gravel transition layer.

6. The construction method of a cut-and-cover underground pipe gallery inverted siphon underpassing a river according to claim 1, characterized in that, The foundation pit enclosure form of the transition section is the same as that of the standard section, and the construction sequence of the transition section is from the inverted siphon section to the standard section.

7. An inverted siphon river-crossing structure for an open-cut underground pipe gallery, characterized by The construction method according to any one of claims 1-6 is formed, comprising a standard section, a transition section and an inverted siphon section connected in sequence, the elevation of the standard section is higher than that of the inverted siphon section, the transition section has a certain slope, the bottom of the main structure of the transition section and the inverted siphon section is laid with an impermeable plate, and the top of the inverted siphon section is provided with a weight plate.

8. The open cut underground pipe gallery inverted siphon under-river structure in accordance with claim 7, characterized in that, The weight plate comprises a concrete internal support and a post-poured concrete slab between the supports, both of which are connected by reinforcement, and the weight plate and the bored pile are connected by reinforcement to form a structural anti-scour and anti-float weight system together, and the bored pile is arranged on both sides of the inverted siphon section.

9. The open cut underground pipe gallery inverted siphon under-river structure in accordance with claim 8, characterized in that, From the main structure of the inverted siphon section to the weight plate, there are waterproof roll material, clay anti-seepage layer, graded gravel transition layer and sand and pebble backfill layer in sequence.

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