CN211080202U - Go up to stride and plan to build tunnel utility tunnel protection architecture in advance - Google Patents
Go up to stride and plan to build tunnel utility tunnel protection architecture in advance Download PDFInfo
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- CN211080202U CN211080202U CN201921332818.8U CN201921332818U CN211080202U CN 211080202 U CN211080202 U CN 211080202U CN 201921332818 U CN201921332818 U CN 201921332818U CN 211080202 U CN211080202 U CN 211080202U
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Abstract
The utility model relates to an upward stride and plan to build tunnel utility tunnel protective structure in advance, spout the post soon including utility tunnel, drilling secant pile envelope, high pressure, utility tunnel below sets up the grade beam, the grade beam is unified with utility tunnel bottom plate and is pour, the high pressure spouts the post setting soon under the grade beam, lay the rubble bed course in the grade beam space between high pressure spouts post and the utility tunnel bottom plate soon, drilling secant pile envelope links to each other with utility tunnel, set up strong the connection between drilling secant pile envelope and the utility tunnel curb plate, ground beam interconnect is passed through at drilling secant pile envelope top. The utility model discloses the piping lane ground adopts and spouts the stake full hall to consolidate soon, can improve the ground bearing capacity and reduce inhomogeneous deformation, and piping lane major structure and fender pile structural connection can further utilize fender pile control piping lane to warp.
Description
Technical Field
The invention belongs to the field of underground comprehensive pipe gallery construction, and particularly relates to an upper-span proposed tunnel underground comprehensive pipe gallery pre-protection structure.
Background
With the continuous development of the urbanization process, the scarcity of urban land becomes more and more obvious, which also leads the development and utilization of underground space to become more important. More and more underground pipe galleries and shield tunnel engineering are excavated successively, and the close-connection engineering such as the underground pipe gallery and the tunnel which are crossed up and down and have small clear distance emerges in large quantity. The excavation environment of underground pipe gallery and shield tunnel is complex, and is easily affected by geological conditions in the construction process, and faces a plurality of problems such as overlarge soil disturbance. And the stress redistribution of the soil body and the supporting structure around the existing tunnel and pipe gallery can be caused again when the proximity excavation construction is carried out near the existing tunnel and pipe gallery, so that the stress of the rock soil and the supporting structure near the cross section is greatly influenced, and the construction difficulty is greatly increased due to huge risk. Therefore, planning should be done in advance and pre-protection should be performed on the previously finished structure at the time of design and construction.
Disclosure of Invention
The utility model aims at overcoming prior art's shortcoming and not enough, provide one kind reduce with control future tunnel construction to the tunnel utility tunnel pre-protection architecture is planned to be built to last span of upper portion utility tunnel's influence.
In order to realize the purpose of the utility model, the utility model adopts the following technical scheme:
the utility model provides an it plans tunnel utility tunnel protective structure in advance to stride, this protective structure in advance includes utility tunnel, drilling secant pile envelope, high-pressure spouts the post soon, utility tunnel below sets up the grade beam, the grade beam is unified with utility tunnel bottom plate and is pour, the high-pressure spouts the post soon and sets up under the grade beam, lay the rubble bed course in the grade beam space between high-pressure spouts the post soon and the utility tunnel bottom plate, drilling secant pile envelope links to each other with utility tunnel, set up the strong connection between drilling secant pile envelope and the utility tunnel curb plate, ground roof beam interconnect is passed through at drilling secant pile envelope top.
Preferably, longitudinal distributed optical fibers are arranged at four positions, namely, the upper position, the lower position, the left position and the right position, of the underground comprehensive pipe gallery, and a circle of annular distributed optical fibers are arranged at intervals along the inner wall of the underground comprehensive pipe gallery.
Preferably, the bored secant pile enclosure is a bored pile, the tunnel is built in the middle to divide the bored secant pile enclosure into an upper part, a middle part and a lower part, the bored secant pile enclosure is made of steel bars, the upper part and the lower part of the bored secant pile enclosure are made of common steel bars, the tunnel is built in the middle by adopting glass fiber bars, and the glass fiber bars are connected with the common steel bars through U-shaped cards.
Preferably, the bottom of the underground comprehensive pipe gallery is provided with anti-pulling and anti-sinking piles which are uniformly arranged and far away from the middle position of the planned tunnel.
Preferably, the pile type of the uplift sinking-reducing pile is a squeezed branch pile, a reserved steel bar is arranged at the top of the uplift sinking-reducing pile, and the reserved steel bar and the underground comprehensive pipe gallery bottom plate are poured together.
Preferably, the strong connection is realized by drilling holes on the drilled secant pile enclosure structure for planting bars, then binding the side plates of the underground comprehensive pipe gallery and pouring.
Preferably, the waterproof layer is laid on the outer wall of the underground comprehensive pipe gallery, and the burial depth of the waterproof layer exceeds the high-pressure rotary spraying column.
Preferably, the drilled secant pile enclosure structure is provided with a steel reinforcement cage, the steel reinforcement cage is made of common steel reinforcements and glass fiber reinforcements, and the secant pile enclosure steel reinforcements are glass fiber reinforcements.
Preferably, the circumferential distributed optical fiber and the longitudinal distributed optical fiber adopt GFRP optical cables.
Preferably, the waterproof layer is waterproof asphalt.
Compared with the prior art, the utility model discloses following beneficial effect has:
the pre-protection structure of the utility model adopts the jet grouting pile to reinforce the foundation in a full space, which can improve the bearing capacity of the foundation and reduce the uneven deformation; the pipe gallery foundation is provided with the anti-pulling sinking-reducing pile, the waterproof layer is arranged between the drilling secant pile enclosure structure and the outer surface of the pipe gallery, and the ground beam and the gravel cushion layer are arranged on the high-pressure jet grouting pile reinforcing layer, so that the influence of the construction of the proposed tunnel on the pipe gallery can be better controlled; the piping lane major structure is connected with drilling secant pile envelope, can further control the deformation of piping lane.
The reinforcing steel bars of the steel reinforcement cage of the enclosure structure of the drilled secant pile adopt glass fiber reinforcing steel bars, so that the enclosure structure is prevented from forming ground barriers, the enclosure structure can be easily broken when the shield tunnel passes through the enclosure structure of the pipe gallery, and the construction cost is reduced; piping lane major structure and drilling secant pile envelope utilize the fender pile as resistance to plucking to subtract the pile that sinks, and reducible resistance to plucking subtracts the pile setting, practices thrift engineering cost.
The utility model discloses at utility tunnel, about, the middle symmetrical arrangement vertical distributed optical fiber of four positions about, to arrange round hoop distributed optical fiber along utility tunnel inner wall every certain position, the piping lane warp and internal force monitoring adopts distributed optical fiber monitoring, and the atress of wearing tunnel construction in-process piping lane warp under the automatic monitoring, and the precision is good, and degree of automation is high.
Drawings
FIG. 1 is a schematic view of the present invention;
FIG. 2 is a schematic side view of the present invention;
FIG. 3 is a schematic view of the position of the pile pulling and sinking;
fig. 4 is a schematic view of a binding mode of a common steel bar and a glass fiber reinforced bar.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are illustrative and intended to be illustrative of the invention and are not to be construed as limiting the invention.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
As shown in fig. 1 to 4, the pre-protection structure of the upper-span proposed tunnel underground pipe gallery of the embodiment comprises an underground pipe gallery 3, a drilling secant pile enclosure structure 1 and a high-pressure rotary spraying column 4, wherein a ground beam 16 is arranged below the underground pipe gallery 3, so that the influence of proposed tunnel construction on the underground pipe gallery 3 can be reduced, the ground beam 16 and a bottom plate of the underground pipe gallery 3 are integrally poured, the high-pressure rotary spraying column 4 is arranged below the ground beam 16, and the high-pressure rotary spraying pile 4 is arranged in a depth range of 3m at the bottom of the underground pipe gallery 3, so that the bearing capacity of a foundation can be improved, and the uneven deformation of the foundation can be reduced;
a broken stone cushion layer 17 is laid in a gap of a ground beam 16 between the high-pressure rotary spraying column 4 and a bottom plate of the underground comprehensive pipe gallery 3, so that the influence of the planned tunnel construction on the underground comprehensive pipe gallery 3 can be reduced, the drilling secant pile enclosure structure 1 is connected with the underground comprehensive pipe gallery 3, a strong connection 8 is arranged between the drilling secant pile enclosure structure 1 and a side plate of the underground comprehensive pipe gallery 3, and the pipe gallery can be further controlled to be changed by using the secant pile;
the strong connection 8 is that the steel bars are planted on the side wall of the underground comprehensive pipe gallery 3 by drilling, then the steel bars are tied together with the steel reinforcement cage of the drilled secant pile enclosure structure 1, then pouring is carried out, the main body structure of the underground comprehensive pipe gallery 3 is connected with the drilled secant pile enclosure structure 1, deformation of the underground comprehensive pipe gallery 3 can be further controlled, the top of the drilled secant pile enclosure structure 1 is connected with each other through a ground beam 16, a waterproof layer is laid between the drilled secant pile enclosure structure 1 and the outer wall of the underground comprehensive pipe gallery 3, the influence of the construction of the planned tunnel on the underground comprehensive pipe gallery 3 can be reduced, and the top of the drilled secant pile enclosure structure 1 is connected with each other through the;
the longitudinal distributed optical fibers 10 are symmetrically arranged in the middle of the upper, lower, left and right positions of the underground comprehensive pipe gallery 3; a circle of annular distributed optical fibers 9 are arranged at intervals along the inner wall of the underground comprehensive pipe gallery 3, the annular distributed optical fibers 9 and the longitudinal distributed optical fibers 10 are GFRP optical cables, deformation and internal force monitoring of the pipe gallery are monitored by the distributed optical fibers, stress deformation of the pipe gallery in the process of tunnel penetrating construction is automatically monitored, the precision is good, and the automation degree is high;
the bored secant pile enclosure structure 1 is a bored pile, the middle planned tunnel 2 divides the bored secant pile enclosure structure 1 into an upper part, a middle part and a lower part, common steel bars 6 are adopted in the upper part and the lower part, glass fiber ribs 7 are adopted in the middle planned tunnel 2, the enclosure structure 1 is prevented from forming ground barriers, the bored secant pile enclosure structure 1 can be easily broken when the shield tunnel passes through the enclosure structure of the pipe gallery 3, construction cost is reduced, and the glass fiber ribs 7 are connected with the common steel bars 6 through U-shaped clamps 11.
The bottom of the underground comprehensive pipe gallery 3 is provided with anti-pulling and anti-sinking piles 5, the anti-pulling and anti-sinking piles 5 are uniformly arranged and far away from the middle position of the proposed tunnel 2, the anti-pulling and anti-sinking piles avoid the crossing area of the proposed tunnel to avoid influencing the construction of the proposed tunnel, but the arrangement can cause uneven stress and deformation of the pipe gallery, so the top of the anti-pulling and anti-sinking piles is also provided with ground beams, and all the anti-pulling and anti-sinking piles are connected together through the vertical and horizontal ground beams to bear the force integrally, so that the stress of the pipe gallery is more reasonable and uniform;
the waterproof layer laid between the drilling secant pile enclosure structure 1 and the outer wall of the underground comprehensive pipe gallery 3 is waterproof asphalt 15, the buried depth of the waterproof asphalt 15 exceeds the high-pressure rotary spraying column 4, the anti-pulling sinking reduction pile 5 is arranged on the pipe gallery foundation, the waterproof asphalt 15 is laid between the secant pile enclosure structure 1 and the outer surface of the underground comprehensive pipe gallery 3, and the waterproof asphalt is poured between the pipe gallery and the enclosure structure, so that the sewage cannot enter between the pipe gallery and the enclosure structure, and the uplift force of the underground water to the pipe gallery can be jointly borne by the pipe gallery and the enclosure structure.
The method for full-space reinforcement of the jet grouting piles is adopted, the bearing capacity of the foundation can be improved, uneven deformation is reduced, the main structure of the underground comprehensive pipe gallery 3 is connected with the drilled secant pile enclosure pile 1, the drilled secant pile enclosure structure 1 is drilled with the steel bars, and then the drilled secant pile enclosure structure 1 is bound together by the steel bar cage, so that the side wall of the underground comprehensive pipe gallery 3 and the drilled secant pile enclosure structure 1 form a composite wall, the deformation of the pipe gallery can be further controlled by the aid of the enclosure piles under the synergistic stress, and the protection effect is good.
The ground beam 16 and the broken stone cushion layer 17 are arranged on the reinforcing layer of the high-pressure jet grouting pile 4, so that the influence of the proposed tunnel construction on the pipe gallery can be better controlled.
According to the invention, the steel bars of the enclosure structure 1 of the secant pile are made of the glass fiber bars 7, so that the formation of a ground barrier by the secant pile surrounding the enclosure structure 1 is avoided, the enclosure structure 1 can be easily broken when the shield tunnel passes through the enclosure structure 1 of the pipe gallery, and the construction cost is reduced; the piping lane major structure is connected with the fender pile, utilizes the fender pile as resistance to plucking to subtract the bored concrete pile, and reducible resistance to plucking subtracts the bored concrete pile setting, practices thrift engineering cost.
Illustratively, the utility model provides a go up to stride and establish tunnel utility tunnel in advance protection architecture's construction method, including following step:
(1) leveling a field to a required elevation, binding a reinforcement cage of the bored secant pile enclosure structure 1, wherein the reinforcement cage is made of common steel bars 6 and glass fiber bars 7, and the secant pile reinforcement bars are made of glass fiber bars, so that the enclosure structure is prevented from forming ground barriers, the enclosure structure can be easily broken when the shield tunnel passes through the pipe gallery enclosure structure, and the construction cost is reduced; specifically, in the embodiment, the glass fiber reinforcement is only arranged in the fender post in the depth range where the tunnel is planned to pass through, and common steel bars are still adopted in other positions; therefore, the situation that common steel bars obstruct the construction of the proposed tunnel can be avoided, and the cost can be saved; optionally, the reinforcement cage of the glass fiber reinforcement 7 is manufactured in a centralized manner in a processing field, and the glass fiber reinforcement 7 and the common reinforcement 6 are firmly connected by adopting a U-shaped clamp 11; in the embodiment, the overlapping length between the glass fiber reinforcements 7 is not less than 40dm, the overlapping length between the glass fiber reinforcements 7 and the common reinforcements 6 is 2m, the glass fiber spiral stirrups 13 are made of glass fiber reinforcements, the pitch of the spiral stirrups is 150mm, the overlapping length between the glass fiber spiral stirrups 13 is 10dm, the common stirrups 14 are made of common reinforcements, and the pitch is 100 mm;
(2) arranging a concrete guide wall positioning and drilling secant pile enclosure structure 1 around the side wall of the underground pipe gallery 3, then embedding a protective cylinder, preparing slurry, drilling, cleaning holes, lowering a reinforcement cage, pouring concrete, and finishing the construction of the drilled secant pile enclosure structure 1;
(3) constructing an anti-pulling sinking-reducing pile 5, firstly drilling holes with the aperture of 800mm, placing extrusion and expansion equipment in the holes to perform lateral extrusion and expansion on a soil body at a position required by design to form a supporting disc, lifting the extrusion and expansion supporting disc machine, placing a reinforcement cage, reserving a reinforcement bar 12 at the top of the reinforcement cage, pouring the reinforcement bar into a bottom plate of an underground comprehensive pipe gallery 3, pouring pile body concrete, finishing the construction of the anti-pulling sinking-reducing pile 5, and arranging the anti-pulling sinking-reducing pile on a pipe gallery foundation, so that an anti-pulling effect can be provided for preventing the pipe gallery from floating upwards, and uneven settlement caused by tunnel construction planned below can be reduced; the position of the anti-pulling and anti-sinking pile avoids the crossing area of the proposed tunnel, avoids influencing the construction of the proposed tunnel, but the arrangement can cause uneven stress and deformation of the pipe gallery, so the ground beam is also arranged at the top of the anti-pulling and anti-sinking pile, and all the anti-pulling and anti-sinking piles are connected together through the vertical and horizontal ground beams to integrally bear the stress, so that the stress of the pipe gallery is more reasonable and uniform;
(4) the phi 850@600mm high-pressure jet grouting pile 4 full-space reinforcement construction is carried out within the depth range of 3-5 m at the bottom of the underground comprehensive pipe gallery 3, optionally, the phi 850@600mm high-pressure jet grouting pile 4 full-space reinforcement construction is carried out within the depth range of 3m at the bottom of the underground comprehensive pipe gallery 3, the high-pressure jet grouting pile full-space reinforcement is adopted for the pipe gallery foundation at the upper span proposed tunnel section, the foundation bearing capacity can be improved, and the foundation is prevented from being deformed unevenly; the jet grouting pile improves the bearing capacity of the foundation, the anti-pulling and anti-sinking pile and the enclosure structure are connected together to bear force together, and the deformation of the pipe gallery is controlled by the jet grouting pile, the anti-pulling and anti-sinking pile and the enclosure structure together;
(5) excavating a foundation pit and carrying out support construction;
(6) after the pit is excavated to the designed elevation, cleaning and leveling the pit bottom, laying a ground beam on the high-pressure jet grouting pile reinforcing layer, and laying a broken stone cushion layer in a ground beam gap between the high-pressure jet grouting pile reinforcing layer and the underground comprehensive pipe gallery bottom plate; the height of the ground beam is 0.6 m; the longitudinal beam and the cross beam connect all the anti-pulling sinking-reducing piles together to cooperatively bear force;
(7) pouring a plain concrete cushion layer, pouring a bottom plate, a side wall and a top plate of the underground comprehensive pipe gallery, and setting strong connection between the underground comprehensive pipe gallery structure and the drilled secant pile enclosure structure, wherein the strong connection refers to that steel bars are planted on the side wall of the underground comprehensive pipe gallery by drilling, and then the planted bars are tied together with a steel bar cage of the drilled secant pile enclosure structure, so that the side wall of the underground comprehensive pipe gallery and the drilled secant pile enclosure structure form a composite wall and are stressed cooperatively; a waterproof layer is arranged between the outer surface of the underground comprehensive pipe gallery and the drilled secant pile enclosure structure; optionally, the waterproof layer is waterproof asphalt and is poured between the pipe gallery and the building enclosure, so that the sewage cannot enter between the pipe gallery and the building enclosure, and the buoyancy force of the underground water on the pipe gallery can be jointly borne by the pipe gallery and the building enclosure;
(8) backfilling: after the concrete of the side wall of the underground comprehensive pipe gallery reaches 90% of the design strength, the steel supports are dismantled; after the concrete strength reaches 100% of the design strength, backfilling a top plate, covering soil under the first support, removing the first support, backfilling soil and recovering the pavement;
(9) the middle of four positions about underground utility tunnel about the centre symmetrical arrangement vertical distributed optical fiber 10, specific step is: firstly, dedusting a laying position, cleaning a smooth line by using alcohol after dedusting is finished, avoiding the influence of oil stains on the laying, flatly laying a sensing optical cable on a polished surface and fixing the optical cable after line alignment, polishing, dedusting and line cleaning, then brushing epoxy resin glue to comprehensively paste and cover the preliminarily fixed optical cable in a comprehensive pasting mode, and then heating the glue by using an electric blower to strengthen the fixation; then, uniformly arranging a circle of annular distributed optical fibers 9 at intervals in the same sticking way along the inner wall of the underground comprehensive pipe gallery in the same way; the distributed optical fiber is used for continuously and accurately measuring the deformation and stress of the pipe gallery, and the pipe gallery is monitored in real time when a tunnel is planned to be constructed;
(10) and (5) handing over and checking.
It should be noted that the above embodiments are merely representative examples of the present invention. Many variations of the invention are possible. Any simple modification, equivalent change and modification of the above embodiments according to the spirit of the present invention should be considered to be within the protection scope of the present invention.
Claims (10)
1. The utility model provides an upward span and plan to build tunnel utility tunnel protection architecture in advance which characterized in that: this protection architecture in advance includes utility tunnel (3), drilling interlock stake envelope (1), high pressure spouts post (4) soon, utility tunnel (3) below sets up grade beam (16), grade beam (16) are unified to be pour with utility tunnel (3) bottom plate, high pressure spouts post (4) soon sets up under grade beam (16), lay rubble bed course (17) in grade beam (16) space between high pressure spouts post (4) and utility tunnel (3) bottom plate soon, drilling interlock stake envelope (1) links to each other with utility tunnel (3), set up strong connection (8) between drilling interlock stake envelope (1) and utility tunnel (3) curb plate, ground beam (16) interconnect is passed through at drilling interlock envelope (1) top.
2. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 1, characterized in that: longitudinal distributed optical fibers (10) are arranged at four positions of the underground pipe gallery (3) in the vertical and horizontal directions, and a circle of annular distributed optical fibers (9) are arranged at intervals along the inner wall of the underground pipe gallery (3).
3. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 1, characterized in that: the bored secant pile enclosure structure (1) is a bored cast-in-place pile, the tunnel (2) is built in the middle to divide the bored secant pile enclosure structure (1) into an upper part, a middle part and a lower part, the bored secant pile enclosure structure (1) is made of steel bars, the upper half part and the lower half part of the bored secant pile enclosure structure are made of common steel bars (6), the tunnel (2) is built in the middle by adopting glass fiber ribs (7), and the glass fiber ribs (7) are connected with the common steel bars (6) by adopting U-shaped clamps (11).
4. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 1, characterized in that: the underground pipe gallery is characterized in that anti-pulling sinking piles (5) are arranged at the bottom of the underground pipe gallery (3), and the anti-pulling sinking piles (5) are uniformly arranged and far away from the middle position of the proposed tunnel (2).
5. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 4, is characterized in that: the anti-pulling heavy pile is characterized in that the pile type of the anti-pulling heavy pile (5) is an extruding and expanding support disc pile, a reserved steel bar (12) is arranged at the top of the anti-pulling heavy pile (5), and the reserved steel bar (12) and a bottom plate of the underground comprehensive pipe gallery (3) are poured together to form the anti-pulling heavy pile.
6. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 1, characterized in that: the strong connection (8) is formed by drilling holes on the drilled occluded pile enclosure structure (1) for planting bars, then binding the side plates of the underground comprehensive pipe gallery (3) and pouring.
7. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 1, characterized in that: waterproof layer (15) are laid to utility tunnel (3) outer wall, waterproof layer (15) buried depth surpasss high-pressure jet grouting post (4).
8. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 1, characterized in that: the drilled secant pile enclosure structure (1) is provided with a steel reinforcement cage, the steel reinforcement cage is made of common steel bars and glass fiber reinforcements, and the secant pile enclosure steel bars are made of glass fiber reinforcements.
9. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 2, characterized in that: the circumferential distributed optical fiber (9) and the longitudinal distributed optical fiber (10) adopt GFRP optical cables.
10. The pre-protection structure of the up-span proposed tunnel underground comprehensive pipe gallery according to claim 7, characterized in that: the waterproof layer (15) is waterproof asphalt.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921332818.8U CN211080202U (en) | 2019-08-16 | 2019-08-16 | Go up to stride and plan to build tunnel utility tunnel protection architecture in advance |
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| CN201921332818.8U CN211080202U (en) | 2019-08-16 | 2019-08-16 | Go up to stride and plan to build tunnel utility tunnel protection architecture in advance |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112982481A (en) * | 2021-02-08 | 2021-06-18 | 济南国际机场建设有限公司 | Structure construction method for crossing subway intersection node on pipe gallery |
| CN114319164A (en) * | 2021-12-21 | 2022-04-12 | 广州市市政工程设计研究总院有限公司 | Open-cut tunnel upper-span existing culvert structure and construction method thereof |
| CN114606976A (en) * | 2022-03-31 | 2022-06-10 | 广州市市政工程设计研究总院有限公司 | Fabricated anti-seismic energy-consumption type channel structure spanning sensitive structures |
| CN114753231A (en) * | 2022-05-11 | 2022-07-15 | 宁波市政工程建设集团股份有限公司 | Frame beam lattice bridge structure for crossing underground pipeline and construction method thereof |
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2019
- 2019-08-16 CN CN201921332818.8U patent/CN211080202U/en active Active
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112982481A (en) * | 2021-02-08 | 2021-06-18 | 济南国际机场建设有限公司 | Structure construction method for crossing subway intersection node on pipe gallery |
| CN114319164A (en) * | 2021-12-21 | 2022-04-12 | 广州市市政工程设计研究总院有限公司 | Open-cut tunnel upper-span existing culvert structure and construction method thereof |
| CN114606976A (en) * | 2022-03-31 | 2022-06-10 | 广州市市政工程设计研究总院有限公司 | Fabricated anti-seismic energy-consumption type channel structure spanning sensitive structures |
| CN114606976B (en) * | 2022-03-31 | 2023-09-08 | 广州市市政工程设计研究总院有限公司 | Assembled anti-seismic energy-dissipation type channel structure crossing sensitive structures |
| CN114753231A (en) * | 2022-05-11 | 2022-07-15 | 宁波市政工程建设集团股份有限公司 | Frame beam lattice bridge structure for crossing underground pipeline and construction method thereof |
| CN114753231B (en) * | 2022-05-11 | 2024-01-30 | 宁波市政工程建设集团股份有限公司 | Frame beam lattice bridge structure crossing underground pipeline and construction method thereof |
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