CN114809072B - Underground space prestress steel reinforced concrete top cover under oversized span heavy load - Google Patents
Underground space prestress steel reinforced concrete top cover under oversized span heavy load Download PDFInfo
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- CN114809072B CN114809072B CN202210330010.6A CN202210330010A CN114809072B CN 114809072 B CN114809072 B CN 114809072B CN 202210330010 A CN202210330010 A CN 202210330010A CN 114809072 B CN114809072 B CN 114809072B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 139
- 239000010959 steel Substances 0.000 title claims abstract description 139
- 239000011150 reinforced concrete Substances 0.000 title abstract description 14
- 210000002435 tendon Anatomy 0.000 claims abstract description 37
- 230000002787 reinforcement Effects 0.000 claims abstract description 29
- 239000011372 high-strength concrete Substances 0.000 claims abstract description 9
- 239000011083 cement mortar Substances 0.000 claims abstract description 7
- 238000000034 method Methods 0.000 claims abstract description 7
- 238000004873 anchoring Methods 0.000 claims abstract description 5
- 238000005266 casting Methods 0.000 claims abstract description 4
- 239000004567 concrete Substances 0.000 claims description 13
- 238000010276 construction Methods 0.000 abstract description 13
- 230000007797 corrosion Effects 0.000 abstract description 2
- 238000005260 corrosion Methods 0.000 abstract description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 15
- 238000013461 design Methods 0.000 description 3
- 238000005336 cracking Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Sustainable Development (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention relates to the technical field of underground engineering, in particular to an ultra-large span heavy load underground space prestressed steel reinforced concrete top cover, which comprises a top cover main body formed by casting high-strength concrete, wherein a reinforcement cage framework, a corrugated pipe and a plurality of prefabricated steel sections are arranged in the top cover main body; the prefabricated section steel is arranged in the reinforcement cage framework at intervals along the longitudinal direction, and corrugated pipes are arranged between the adjacent prefabricated section steel; the corrugated pipe is stretched by a post-tensioning method to be provided with binding prestressed tendons, the binding prestressed tendons are arranged in a curve shape, and two ends of the binding prestressed tendons are respectively fixed at two ends of the top cover main body through anchoring devices; cement mortar is poured into the corrugated pipe. The top cover of the invention effectively combines the characteristics of light dead weight, strong bearing capacity and crack resistance and corrosion resistance of the prefabricated steel, has simple structure and convenient construction, can improve the bearing capacity, strength, rigidity and integrity of the top cover, and is especially suitable for heavy load and large span conditions of underground construction.
Description
Technical Field
The invention relates to the technical field of underground engineering, in particular to an ultra-large span heavy load underground space prestressed steel reinforced concrete top cover which can be used in structural engineering of an underground structure, a basement and the like of rail traffic engineering.
Background
With the development of urban underground construction, the requirement of an underground ultra-large span space structure is increasingly increased, and meanwhile, the design and construction of the ultra-large span underground space structure are more difficult due to higher load on the upper part of the structure. The common structural form such as a dense rib beam structure in the current engineering can reduce the use height of the structure, the construction is more complex, and the width of cracks at the midspan and the support is more difficult to control; the folded plate and the arch structure can cause larger horizontal force, so that the design requirements of the connecting node and the side force resisting component are improved; the Y-shaped column structure has a limit on structural clearance and use functions.
It is therefore necessary to design a prestressed steel concrete roof for an underground space under an oversized span load to overcome the above-mentioned problems.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention aims to provide the underground space prestressed steel concrete top cover under the condition of ultra-large span heavy load, which effectively combines the characteristics of light dead weight, strong bearing capacity and crack resistance and corrosion resistance of the prefabricated steel and has the binding prestressed tendons, has the advantages of simple structure and convenient construction, can improve the bearing capacity, strength, rigidity and integrity of the top cover, and can meet the clearance requirements of the underground building on the thickness of the top cover and the actual use of the lower space under the condition of large span.
In order to achieve the aim, the technical scheme of the invention is that the underground space prestressed steel reinforced concrete top cover under ultra-large span heavy load comprises a top cover main body formed by casting high-strength concrete, wherein a reinforcement cage framework, a corrugated pipe and a plurality of prefabricated steel sections are arranged in the top cover main body; the prefabricated section steel is arranged in the reinforcement cage framework at intervals along the longitudinal direction, and corrugated pipes are arranged between the adjacent prefabricated section steel; the corrugated pipe is stretched and provided with binding prestressed tendons through a post-tensioning method, the binding prestressed tendons are arranged in a curve shape, and two ends of the binding prestressed tendons are respectively fixed at two ends of the top cover main body through anchoring devices; cement mortar is poured into the corrugated pipe.
Further, the bonded prestressed tendons at the midspan are located at the lower portion of the top cover main body, and the bonded prestressed tendons at the main beam support are located at the upper portion of the top cover main body.
Further, a plurality of bonded prestressed tendons are arranged in the corrugated pipe in a tensioning mode, and the bonded prestressed tendons form a beam rib.
Further, a plurality of corrugated pipes are arranged between adjacent prefabricated section steel along the longitudinal interval.
Further, the reinforcement cage framework comprises a plurality of longitudinal stirrups, and a plurality of longitudinal stirrups are arranged between adjacent prefabricated section steel at intervals along the transverse direction; the bonded prestressed tendons transversely penetrate through the longitudinal stirrups between the corresponding prefabricated steel sections.
Still further, the reinforcement cage framework further comprises a plate top reinforcement mesh and a plate bottom reinforcement mesh, wherein the plate top reinforcement mesh is positioned above the prefabricated section steel, and the plate bottom reinforcement mesh is positioned below the prefabricated section steel; and the top of each longitudinal stirrup is connected with the plate top reinforcing steel bar net, and the bottom of each longitudinal stirrup is connected with the plate bottom reinforcing steel bar net.
Furthermore, a plurality of erection steel bars are arranged between the adjacent prefabricated section steel along the transverse direction, and each erection steel bar is connected with each longitudinal stirrup between the corresponding prefabricated section steel.
As an implementation mode, the prefabricated section steel is prefabricated box section steel, the prefabricated box section steel comprises an upper flange plate, a lower flange plate and two webs, and two ends of the upper flange plate are connected with two ends of the lower flange plate through the two webs respectively.
As another embodiment, the prefabricated section steel is a prefabricated I-shaped section steel, and the prefabricated I-shaped section steel comprises an upper flange plate, a lower flange plate and a web plate, wherein the upper flange plate is connected with the lower flange plate through the web plate.
Optimally, a plurality of shear studs are welded on the top surfaces of the two ends of the upper flange plate and the bottom surfaces of the two ends of the lower flange plate.
Compared with the prior art, the invention has the following beneficial effects:
(1) The prestressed steel reinforced concrete top cover for the underground space under the oversized span heavy load combines the characteristics of high bearing capacity, high rigidity and light dead weight of the steel reinforced concrete structure and the characteristics of good crack resistance and deformation resistance of the prestressed concrete structure, improves the crack resistance and the deformation resistance of the integral top cover, and can effectively solve the large-span requirement, the section size requirement and the earthquake resistance requirement of the structure under the heavy load;
(2) The prestressed steel reinforced concrete top cover for the underground space under the oversized span and the heavy load has the advantages of simple structure, convenient construction, clear force transmission path and wide application prospect in the engineering fields of heavy load, large span and strict requirements on the section size.
Drawings
In order to more clearly illustrate the embodiments of the invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic perspective view of an underground space prestressed steel reinforced concrete top cover under oversized span heavy load (prefabricated steel is prefabricated box steel);
fig. 2 is a schematic perspective view of a prestressed steel reinforced concrete top cover of an underground space under ultra-large span heavy load (prefabricated steel is prefabricated i-section steel);
FIG. 3 is a schematic structural view of prefabricated box steel according to an embodiment of the present invention;
fig. 4 is a schematic structural view of a prefabricated i-section steel according to an embodiment of the present invention;
fig. 5 is a schematic view of a bellows provided in an embodiment of the present invention in a reinforcement cage;
FIG. 6 is a schematic cross-sectional view of two ends of a prestressed steel concrete top cover of an underground space under oversized span heavy load (prefabricated steel is prefabricated box steel);
FIG. 7 is a schematic cross-sectional view of a mid-span of a prestressed steel reinforced concrete top cover of an underground space under oversized span heavy load (the prefabricated steel is prefabricated box steel);
FIG. 8 is a schematic cross-sectional view of two ends of a prestressed steel concrete top cover of an underground space under oversized span heavy load (prefabricated section steel is prefabricated I-shaped steel);
FIG. 9 is a schematic cross-sectional view of a mid-span of a prestressed steel reinforced concrete top cover of an underground space under oversized span heavy load (the prefabricated section steel is a prefabricated I-shaped section steel);
FIG. 10 is a schematic cross-sectional view of a bellows provided by an embodiment of the present invention;
in the figure: 1. a top cover main body; 2. prefabricating section steel; 2-1, upper flange plate; 2-2, a lower flange plate; 2-3, shearing resistant studs; 3. a bellows; 4. a plate top reinforcing steel bar net; 5. a plate bottom reinforcing steel bar net; 6. longitudinal stirrups; 7. erecting reinforcing steel bars; 8. a binding prestressed tendon is arranged; 9. and (5) cement mortar.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be understood that the terms "center," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like indicate orientations or positional relationships based on the orientation or positional relationships shown in the drawings, merely to facilitate describing the present invention and simplify the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention. In the description of the present invention, unless otherwise indicated, the meaning of "a plurality" is two or more.
As shown in fig. 1-2 and 10, the embodiment provides a prestressed steel reinforced concrete top cover of an underground space under ultra-large span heavy load, which comprises a top cover main body 1 formed by casting high-strength concrete, wherein a reinforcement cage framework, a corrugated pipe 3 and a plurality of prefabricated steel sections 2 are arranged in the top cover main body 1; the prefabricated steel sections 2 are longitudinally arranged in the reinforcement cage framework at intervals, and corrugated pipes 3 are arranged between the adjacent prefabricated steel sections 2; the corrugated pipe 3 is stretched and provided with binding prestressed tendons 8 by a post-stretching method, the binding prestressed tendons 8 are arranged in a curve shape, and two ends of the binding prestressed tendons 8 are respectively fixed at two ends of the top cover main body 1 by an anchoring device; the corrugated pipe 3 is filled with cement mortar 9. The top cover of the embodiment adopts a combination of a profile steel structure system and a prestressed rib structure system, so that the requirements of the underground building on the thickness of the top cover and the clearance of the actual use of the lower space of the building under the conditions of heavy load and large span can be met; in addition, the binding prestressed tendons 8 are arranged between the adjacent prefabricated section steels 2 in a tensioning mode through a post-tensioning method, so that the bearing capacity of the section steel plate can be fully exerted, the stress concentration phenomenon is prevented, and the occurrence and development of cracks can be effectively prevented.
The prefabricated section steel 2 in this embodiment is transversely arranged along the underground structure and is arranged at parallel intervals, and in actual use, two ends of the prefabricated section steel 2 can be connected to the main body frame structure by welding or high-strength bolts.
Further, the bonded tendon 8 at the midspan is located at the lower part of the roof main body 1, and the bonded tendon 8 at the main beam support is located at the upper part of the roof main body 1. As shown in fig. 1-2 and 5, because the supporting points at the two ends of the top cover of the underground space under the overload of the oversized span are provided with larger prestress, the curved bonded prestressed ribs 8 are adopted, the bonded prestressed ribs 8 are arranged at the supporting points at the upper part of the top cover main body 1, and the span is arranged at the lower part of the top cover main body 1, so that different prestress at different positions of the top cover is reasonably resisted, and cracking is avoided.
Further, a plurality of bonded prestressed tendons 8 are stretched in the corrugated pipe 3, and the bonded prestressed tendons 8 form a tendon. As shown in fig. 10, the number of the bonded tendons 8 in each corrugated pipe 3 can be determined according to practical situations, and the bonded tendons 8 form a beam rib together, so that the cracking resistance of the top plate is improved.
Further, a plurality of corrugated pipes 3 are arranged between adjacent prefabricated section steel 2 along the longitudinal interval. As shown in fig. 6-9, a plurality of curved corrugated pipes 3 are arranged in parallel at intervals between adjacent prefabricated sections 2, and the specific number can be determined according to practical situations.
When the top cover is constructed, the metal corrugated pipes 3 are pre-buried at corresponding positions in the reinforcement cage framework and are arranged between the adjacent prefabricated steel sections 2, high-strength concrete is poured after the stress components in the plates are placed, the bonded prestressed tendons 8 penetrate through the corrugated pipes 3 after maintenance is finished, the bonded prestressed tendons 8 are stretched, two ends of the bonded prestressed tendons 8 are fixed on the top cover main body 1 through anchors respectively, and finally cement mortar 9 is poured into the corrugated pipes 3.
Further, the reinforcement cage framework comprises a plurality of longitudinal stirrups 6, and a plurality of longitudinal stirrups 6 are arranged between adjacent prefabricated section steel 2 at intervals along the transverse direction; the bonded tendons 8 transversely penetrate through the longitudinal stirrups 6 between the corresponding prefabricated steel sections 2.
Still further, the reinforcement cage framework further comprises a plate top reinforcement mesh 4 and a plate bottom reinforcement mesh 5, wherein the plate top reinforcement mesh 4 is positioned above the prefabricated section steel 2, and the plate bottom reinforcement mesh 5 is positioned below the prefabricated section steel 2; and the top of each longitudinal stirrup 6 is connected with the plate top reinforcing steel bar net 4, and the bottom of each longitudinal stirrup 6 is connected with the plate bottom reinforcing steel bar net 5. The plate top reinforcing steel bar net 4 and the plate bottom reinforcing steel bar net 5 are respectively arranged at the plate top and the plate bottom and respectively comprise a plurality of stressed reinforcing steel bars which are transversely arranged and a plurality of distributed reinforcing steel bars which are longitudinally arranged, the stressed reinforcing steel bars and the distributed reinforcing steel bars at the plate top and the plate bottom are respectively combined into the reinforcing steel bar net and are bound to form a whole through longitudinal stirrups 6 between the prefabricated steel bars 2; in the construction process, the reinforcing steel bar net penetrates into the frame beam column to be anchored and connected.
Furthermore, a plurality of erection steel bars 7 are arranged between the adjacent prefabricated steel sections 2 along the transverse direction, and each erection steel bar 7 is connected with each longitudinal stirrup 6 between the corresponding prefabricated steel sections 2.
The prefabricated steel 2 in this embodiment may take various forms. As an implementation manner, the prefabricated section steel 2 is a prefabricated box section steel, and the prefabricated box section steel comprises an upper flange plate 2-1, a lower flange plate 2-2 and two webs, wherein two ends of the upper flange plate 2-1 are respectively connected with two ends of the lower flange plate 2-2 through the two webs, as shown in fig. 3 and fig. 6-7. As another embodiment, the prefabricated section steel 2 is a prefabricated i-section steel, and the prefabricated i-section steel includes an upper flange plate 2-1, a lower flange plate 2-2 and a web, and the upper flange plate 2-1 is connected with the lower flange plate 2-2 through the web, as shown in fig. 4 and 8-9. When the prefabricated section steel 2 adopts prefabricated box section steel or prefabricated I-shaped section steel, the characteristics of high strength and high rigidity of the section steel concrete structure can be utilized, the dead weight of the plate body is reduced, and steel is saved; and the prefabricated box steel is adopted, so that the hollow rate can be improved, and the cost is reduced.
In the two embodiments of the prefabricated steel section 2, a plurality of shear studs 2-3 are welded on the top surfaces of the two ends of the upper flange plate 2-1 and the bottom surfaces of the two ends of the lower flange plate 2-2. According to the embodiment, a plurality of shear-resistant studs 2-3 can be symmetrically welded on the top surfaces of two ends of the upper flange plate 2-1 and the bottom surfaces of two ends of the lower flange plate 2-2 of the prefabricated box section steel or the prefabricated I-shaped section steel when the prefabricated section steel 2 is prefabricated, the shear-resistant studs 2-3 are embedded into high-strength concrete, and stable cohesive force and shear resistance of the prefabricated section steel 2 and the high-strength concrete are ensured.
The construction method of the underground space prestress steel reinforced concrete top cover under the oversized span heavy load in the embodiment comprises the following steps: when in construction operation, firstly paving a plate bottom template, installing a steel bar binding mould according to the lofting and steel bar positions, hoisting the prefabricated steel sections 2 to an accurate position and temporarily supporting and fixing the prefabricated steel sections after the binding of the plate bottom steel bar net 5 is completed, correcting verticality and elevation through a jack and the like, welding and fixing, binding longitudinal stirrups 6, erecting steel bars 7 and the like between the adjacent prefabricated steel sections 2 to form a steel bar cage after the installation of the prefabricated steel sections 2 is completed, connecting the steel bar cage with the plate bottom steel bar net 5 into a whole, simultaneously installing a corrugated pipe 3 in the steel bar cage, checking, positioning and fixing, then supporting a top cover side mould, paving the plate top steel bar net 4, connecting the steel bar cage with the longitudinal stirrups 6 and the like into a whole; and then carrying out high-strength concrete pouring work, dismantling the side mould after the top cover concrete is cured, carrying out hole cleaning, binding and tensioning operations of the bonded prestressed tendons 8 on the corrugated pipe, and carrying out cement mortar grouting and sealing head on the corrugated pipe after anchoring. The whole top cover manufacturing construction procedure of the embodiment is simple, convenient and clear, the construction speed efficiency can be effectively improved, the construction period is reduced, and the top cover has good economy and applicability.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, alternatives, and improvements that fall within the spirit and scope of the invention.
Claims (7)
1. The utility model provides an underground space prestressing force shaped steel concrete top cap under super large span heavy load which characterized in that: the high-strength concrete top cover comprises a top cover main body formed by casting high-strength concrete, wherein a reinforcement cage framework, a corrugated pipe and a plurality of prefabricated section steel are arranged in the top cover main body; the prefabricated section steel is arranged in the reinforcement cage framework at intervals along the longitudinal direction, and corrugated pipes are arranged between the adjacent prefabricated section steel; the corrugated pipe is stretched and provided with binding prestressed tendons through a post-tensioning method, the binding prestressed tendons are arranged in a curve shape, and two ends of the binding prestressed tendons are respectively fixed at two ends of the top cover main body through anchoring devices; cement mortar is poured into the corrugated pipe; the bonded prestressed tendons at the midspan are positioned at the lower part of the top cover main body, and the bonded prestressed tendons at the main beam support are positioned at the upper part of the top cover main body; the steel reinforcement cage framework comprises a plate top steel reinforcement net, a plate bottom steel reinforcement net and a plurality of longitudinal stirrups, wherein the longitudinal stirrups are arranged between adjacent prefabricated section steel at intervals along the transverse direction, the plate top steel reinforcement net is positioned above the prefabricated section steel, the plate bottom steel reinforcement net is positioned below the prefabricated section steel, the top of each longitudinal stirrup is connected with the plate top steel reinforcement net, and the bottom of each longitudinal stirrup is connected with the plate bottom steel reinforcement net; the bonded prestressed tendons transversely penetrate through the longitudinal stirrups between the corresponding prefabricated steel sections.
2. The ultra-large span weight-loaded underground space prestressed steel concrete top cover of claim 1, wherein: and a plurality of bonded prestressed tendons are arranged in the corrugated pipe in a tensioning manner, and the bonded prestressed tendons form a beam rib.
3. The ultra-large span weight-loaded underground space prestressed steel concrete top cover of claim 1, wherein: a plurality of corrugated pipes are arranged between adjacent prefabricated section steel along the longitudinal interval.
4. The ultra-large span weight-loaded underground space prestressed steel concrete top cover of claim 1, wherein: a plurality of erection steel bars which are arranged along the transverse direction are arranged between the adjacent prefabricated section steel, and each erection steel bar is connected with each longitudinal stirrup between the corresponding prefabricated section steel.
5. The ultra-large span weight-loaded underground space prestressed steel concrete top cover of claim 1, wherein: the prefabricated section steel is prefabricated box section steel, the prefabricated box section steel comprises an upper flange plate, a lower flange plate and two webs, and two ends of the upper flange plate are connected with two ends of the lower flange plate through the two webs respectively.
6. The ultra-large span weight-loaded underground space prestressed steel concrete top cover of claim 1, wherein: the prefabricated section steel is prefabricated I-shaped steel, the prefabricated I-shaped steel comprises an upper flange plate, a lower flange plate and a web plate, and the upper flange plate is connected with the lower flange plate through the web plate.
7. An oversized heavy load underground space prestressed steel concrete top cover as defined in claim 5 or 6, wherein: and a plurality of shear studs are welded on the top surfaces of the two ends of the upper flange plate and the bottom surfaces of the two ends of the lower flange plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210330010.6A CN114809072B (en) | 2022-03-31 | 2022-03-31 | Underground space prestress steel reinforced concrete top cover under oversized span heavy load |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210330010.6A CN114809072B (en) | 2022-03-31 | 2022-03-31 | Underground space prestress steel reinforced concrete top cover under oversized span heavy load |
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| CN114809072A CN114809072A (en) | 2022-07-29 |
| CN114809072B true CN114809072B (en) | 2023-12-01 |
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| CN103352530A (en) * | 2013-07-25 | 2013-10-16 | 湖北弘毅建筑装饰工程有限公司 | Section steel plate rib concrete composite floor slab |
| CN103410329A (en) * | 2013-08-30 | 2013-11-27 | 南通八建集团有限公司 | Large-span basement concrete roof structure flat tube bonded prestressing force construction method |
| CN103498531A (en) * | 2013-10-22 | 2014-01-08 | 湖北弘毅建设有限公司 | Long-span pre-stressing I-shaped steel reinforced concrete superposed beam |
| CN203569795U (en) * | 2013-11-08 | 2014-04-30 | 湖北弘毅钢结构工程有限公司 | Long span prestress cube type steel rib concrete superposed beam |
| CN110983968A (en) * | 2019-12-30 | 2020-04-10 | 扬州大学 | Prefabricated assembled FRP (fiber reinforced plastic) -section steel-concrete combined bridge deck and construction method thereof |
| CN215563714U (en) * | 2021-08-13 | 2022-01-18 | 西安建筑科技大学 | Prefabricated assembly type prestressed steel reinforced concrete multi-web hollow composite floor slab |
-
2022
- 2022-03-31 CN CN202210330010.6A patent/CN114809072B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103352530A (en) * | 2013-07-25 | 2013-10-16 | 湖北弘毅建筑装饰工程有限公司 | Section steel plate rib concrete composite floor slab |
| CN103410329A (en) * | 2013-08-30 | 2013-11-27 | 南通八建集团有限公司 | Large-span basement concrete roof structure flat tube bonded prestressing force construction method |
| CN103498531A (en) * | 2013-10-22 | 2014-01-08 | 湖北弘毅建设有限公司 | Long-span pre-stressing I-shaped steel reinforced concrete superposed beam |
| CN203569795U (en) * | 2013-11-08 | 2014-04-30 | 湖北弘毅钢结构工程有限公司 | Long span prestress cube type steel rib concrete superposed beam |
| CN110983968A (en) * | 2019-12-30 | 2020-04-10 | 扬州大学 | Prefabricated assembled FRP (fiber reinforced plastic) -section steel-concrete combined bridge deck and construction method thereof |
| CN215563714U (en) * | 2021-08-13 | 2022-01-18 | 西安建筑科技大学 | Prefabricated assembly type prestressed steel reinforced concrete multi-web hollow composite floor slab |
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| CN114809072A (en) | 2022-07-29 |
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