CN219604165U - Cast-in-situ box girder combined support system - Google Patents
Cast-in-situ box girder combined support system Download PDFInfo
- Publication number
- CN219604165U CN219604165U CN202320597806.8U CN202320597806U CN219604165U CN 219604165 U CN219604165 U CN 219604165U CN 202320597806 U CN202320597806 U CN 202320597806U CN 219604165 U CN219604165 U CN 219604165U
- Authority
- CN
- China
- Prior art keywords
- cast
- box girder
- situ box
- support system
- combined support
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/50—Photovoltaic [PV] energy
Landscapes
- Foundations (AREA)
Abstract
The utility model relates to the technical field of cast-in-situ box girders, in particular to a cast-in-situ box girder combined support system which comprises a bored pile and a heightening steel truss girder, wherein the heightening steel truss girder is positioned above the bored pile and comprises a top layer and a bottom layer, the top layer and the bottom layer are connected through vertical rods, and the height of the vertical rods is consistent with parabolic change of the bottom of the cast-in-situ box girder. In the utility model, as the height change of the vertical rod is consistent with the parabolic change of the cast-in-situ box girder, the shape of the top layer determined by the height of the vertical rod is consistent with the shape of the bottom of the cast-in-situ box girder generating parabolic change, and the two parts can be attached, thereby reducing potential safety hazards and improving engineering quality; by arranging the bored pile, foundation subsidence under the freezing and thawing conditions in severe cold areas can be effectively overcome, the joint of the heightened steel truss girder and the cast-in-situ box girder due to the influence of the foundation subsidence is avoided, and engineering quality is further improved.
Description
Technical Field
The utility model relates to the technical field of cast-in-situ box girders, in particular to a cast-in-situ box girder combined bracket system.
Background
With the high-speed development of urban construction and the improvement of bridge construction technology in China, the box girder structure is widely applied to bridge engineering and is divided into prefabricated box girders and cast-in-situ box girders. For a large cast-in-situ box girder, parabolic change can be generated at the girder bottom, the Bailey girder adopted in a common cast-in-situ box girder bracket system can only be used for constructing the top surface of the bracket as a horizontal surface, and when the parabolic change is generated at the girder bottom of the cast-in-situ box girder, the bottom surface of the cast-in-situ box girder is not a horizontal surface and cannot be attached to the top surface of the Bailey girder bracket, so that potential safety hazards and quality problems exist.
Disclosure of Invention
The utility model aims at: aiming at the problem that a cast-in-situ box girder support system in the prior art cannot adapt to parabolic change of the cast-in-situ box girder, the cast-in-situ box girder combined support system is provided.
In order to achieve the above purpose, the technical scheme adopted by the utility model is as follows:
the utility model provides a cast-in-situ box girder combined support system, includes drilling stake and becomes high formula steel truss girder, become high formula steel truss girder and be located drilling stake top, become high formula steel truss girder includes top layer and bottom, the top layer with the bottom is connected through the montant, the height of montant is unanimous with the parabolic change of cast-in-situ box girder roof beam bottom.
In the utility model, as the height change of the vertical rod is consistent with the parabolic change of the bottom of the cast-in-situ box girder, the shape of the top layer determined by the height of the vertical rod is consistent with the shape of the bottom of the cast-in-situ box girder generating parabolic change, and the two parts can be attached, thereby reducing potential safety hazards and improving engineering quality; by arranging the bored pile, foundation subsidence under the freezing and thawing conditions in severe cold areas can be effectively overcome, the joint of the heightened steel truss girder and the cast-in-situ box girder due to the influence of the foundation subsidence is avoided, and engineering quality is further improved.
As a preferred scheme of the utility model, the top layer and the bottom layer both comprise a transverse link and a longitudinal link, and at least one longitudinal link is connected between every two adjacent transverse links. Through setting up cross-over connection and longitudinal connection, can strengthen the stability of height-changing steel truss girder.
As a preferable scheme of the utility model, a stiffening suspension rod is connected between the adjacent vertical rods. By arranging stiffening suspension rods between the vertical rods, the stability of the bracket system can be further improved.
As a preferred embodiment of the utility model, the vertical bar, the transverse bar, the longitudinal bar are welded or bolted.
As a preferable scheme of the utility model, any two joints and/or the joint of the vertical rod, the transverse link and the longitudinal link are provided with stiffening steel plates. Through set up the stiffening steel plate in the junction, can satisfy the rigidity demand of grow formula steel truss.
As a preferable scheme of the utility model, a steel pipe column is arranged at the top of the bored pile, a height-adjusting device is arranged on the steel pipe column, and a cross beam is paved between the height-adjusting device and the height-changing steel truss girder.
As a preferable scheme of the utility model, foundation bolts are pre-embedded at the top of the bored pile, and the foundation bolts are used for fixing the steel pipe upright post. Through pre-buried rag bolt in drilling stake top, can strengthen the stability that drilling stake and steel pipe stand are connected.
As the preferable scheme of the utility model, the cast-in-situ box girder combined support system further comprises a hoop, and the hoop is sleeved on the steel pipe upright post at intervals up and down.
As a preferable scheme of the utility model, the hoops of the adjacent steel pipe upright posts are connected through an inter-post connecting piece. Through setting up staple bolt and post connecting piece, can guarantee the wholeness and the stability of steel pipe stand.
As a preferable scheme of the utility model, the inter-column connecting piece is connected with the anchor ear through bolts, so that the dismounting is convenient.
In summary, due to the adoption of the technical scheme, the beneficial effects of the utility model are as follows:
1. in the utility model, as the height change of the vertical rod is consistent with the parabolic change of the bottom of the cast-in-situ box girder, the shape of the top layer determined by the height of the vertical rod is consistent with the shape of the bottom of the cast-in-situ box girder generating parabolic change, and the two parts can be attached, thereby reducing potential safety hazards and improving engineering quality; by arranging the bored pile, foundation subsidence under the freezing and thawing conditions in severe cold areas can be effectively overcome, the joint of the heightened steel truss girder and the cast-in-situ box girder due to the influence of the foundation subsidence is avoided, and engineering quality is further improved.
2. The utility model uses the bored pile foundation and the like as the lower support, and the heightened steel truss girder is used as the bearing structure to be matched with the bearing structure, thereby not only overcoming and eliminating adverse factors such as freeze thawing and the like, but also meeting the requirement of parabolic change of the bottom of the cast-in-situ box girder, increasing the safety coefficient in the bracket construction and operation process, providing a new thought and a new scheme for the bracket system of the large-tonnage swivel bridge, and ensuring the engineering quality safety.
3. The cast-in-situ box girder combined support disclosed by the utility model has the advantages of reasonable system structure, large safety coefficient and high construction efficiency.
4. The cast-in-situ box girder combined bracket system provided by the utility model has the advantages that the bracket system is more stable and has smaller deformation under the combined action of multiple systems.
Drawings
FIG. 1 is a front view of a cast-in-place box girder composite bracket system according to the present utility model.
Fig. 2 is a side view of a cast-in-place box girder composite bracket system according to the present utility model.
Fig. 3 is a schematic structural view of the variable height steel truss girder according to the present utility model.
Fig. 4 is an elevation view of a variable height steel truss girder according to the present utility model.
Fig. 5 is a top view of the variable height steel truss of the utility model.
Fig. 6 is a bottom view of the variable height steel truss of the utility model.
Fig. 7 is a schematic structural view of the anchor ear of the present utility model.
The marks in the figure: 1-drilling a pile; 2-heightening type steel truss girder; 21-a vertical rod; 22-cross connection; 23-vertical connection; 24-stiffening the suspension rod; 25-parallel connection; 3-a steel pipe column; 4-heightening device; 5-a cross beam; 6-hoops; 61-through holes; 7-inter-column connection.
Detailed Description
The present utility model will be described in detail with reference to the accompanying drawings.
The present utility model will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present utility model more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the utility model.
Example 1
The utility model provides a cast-in-situ box girder combined support system, is shown as fig. 1-2, includes drilling stake 1 and height-changing steel truss girder 2, steel pipe stand 3 is installed at drilling stake 1 top, steel pipe stand 3 has placed on and has transferred high device 4, it is sandbox etc. to transfer high device 4, transfer high device 4 with height-changing steel truss girder 2 has laid crossbeam 5 between, crossbeam 5 can adopt the I-steel. Through the combination of the bored pile 1, the steel pipe upright post 3, the heightening device 4 and the heightening steel truss girder 2, the rigidity and the stability of the whole support can be effectively improved, the requirement on the bearing capacity of a foundation is small, and the service time of the support is prolonged.
As shown in fig. 3-5, the height-variable steel truss girder 2 comprises a top layer and a bottom layer, the top layer and the bottom layer are connected through vertical rods 21, the vertical rods 21 are arranged in parallel, the height change of the vertical rods 21 is consistent with the parabolic change of the bottom of the cast-in-situ box girder (the parabolic change of the bottom of the cast-in-situ box girder can be determined according to the curve, data and the like of bridge design), so that the shape of the top layer determined by the height of the vertical rods is consistent with the shape of the bottom of the cast-in-situ box girder, which generates the parabolic change, and the top layer and the bottom of the cast-in-situ box girder can be attached, thereby reducing potential safety hazards and improving engineering quality. It will be appreciated by those skilled in the art that the variation in height of the vertical rod 21 may be achieved by providing various heights at the time of factory prefabrication, or by providing various heights at the time of cutting in the field, etc. The parabolic change of the bottom of the casting box girder is calculated in advance, so that the vertical rods 21 with different heights can be manufactured according to the change, and further the joint of the top layer of the bracket and the bottom of the casting box girder is realized.
The top layer and the bottom layer comprise a cross-section 22 and a longitudinal section 23, at least one longitudinal section 22 is connected between every two adjacent cross-sections 22, and the stability of the structure of the variable height steel truss girder 2 can be enhanced by arranging the cross-section 22 and the longitudinal section 23. Specifically, the vertical rod 21, the cross-section 22 and the longitudinal section 23 are welded and connected, so that the connection performance is better, and of course, as other optional modes, the vertical rod 21, the cross-section 22 and the longitudinal section 23 can also be connected through bolts. Further, a flat-link 25 may be disposed on a diagonal line of a quadrangle formed by the flat-link 22 and the longitudinal-link 23, and by disposing the flat-link 25, the stability of the height-variable steel truss girder 2 may be further enhanced.
In order to enhance the stability of the support system, foundation bolts are pre-buried at the top of the bored pile 1, and are used for fixing the steel pipe upright post 3 at the top of the bored pile 1, and the stability of connection between the bored pile 1 and the steel pipe upright post 3 can be enhanced through the foundation bolts. Further, the side surface of the steel pipe column 3 is wound with the anchor ear 6, and of course, as other alternative schemes, the steel pipe column 3 can be sleeved with a plurality of anchor ears 6 at intervals. The anchor ear 6 comprises two semicircular holding plates, anchor ear webs are arranged at two ends of each holding plate, and the corresponding two holding plates are connected with each other through high-strength bolts on the anchor ear webs. Adjacent steel pipe stand 3 staple bolt 6 passes through post connecting piece 7 to be connected, specifically, as shown in fig. 7, be provided with through-hole 61 on the staple bolt 6, the bolt passes post connecting piece 7 the through-hole 61 will staple bolt 6 with post connecting piece 7 links together, through bolted connection, the dismantlement of being convenient for, preferably, post connecting piece 7 is the I-steel. By arranging the anchor ear 6 and the inter-column connecting piece 7, the integrity and stability of the steel pipe column 3 can be ensured.
Example 2
The stiffening steel plate and the stiffening suspension rod 24 are added on the basis of the embodiment 1, the stiffening steel plate is arranged at any two and/or three joints of the vertical rod 21, the transverse link 22 and the longitudinal link 23, and the stiffening steel plate is arranged to meet the rigidity requirement of the heightening steel truss. The stiffening suspension rods 24 are arranged between the adjacent vertical rods 21 and are used for improving the stability of the bracket system. Specifically, the stiffening suspension rods 26 are installed on the diagonal line of the quadrangle formed by the vertical rods 21 and the crossties 22, and a plurality of stiffening suspension rods 24 can be arranged between the adjacent vertical rods 21 according to actual requirements, and the stiffening suspension rods 24 are matched to form a shape of a Chinese character 'mi', so that the stability is further improved.
Example 3
The installation process of the cast-in-situ box girder combined bracket system is as follows:
s1: and (5) performing foundation and foundation treatment, and performing foundation treatment by using the bored pile.
S2: and embedding foundation bolts at the top of the bored pile 1 and installing the steel pipe upright post 3.
S3: the anchor ear 6 is wound on the side surface of the steel pipe upright post 3, and the inter-post connecting piece 7 is installed between the adjacent steel pipe upright posts 3, so that the integrity of the steel pipe upright posts 3 is ensured.
S4: and installing the height adjusting device 4 at the top of the steel pipe upright post 3.
S5: the cross beam 5 is laid on the height adjusting device 4.
S6: and installing the variable-height steel truss girder 2 at the top of the cross beam 5, and hoisting each section of the variable-height steel truss girder 2 in place through a crane.
The foregoing description of the preferred embodiments of the utility model is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the utility model.
Claims (10)
1. The utility model provides a cast-in-place case roof beam combination support system, its characterized in that includes drilling stake (1) and becomes high steel truss girder (2), become high steel truss girder (2) and be located drilling stake (1) top, become high steel truss girder (2) include top layer and bottom, the top layer with the bottom leads to montant (21) to be connected, the height of montant (21) is unanimous with the parabolic change of cast-in-place case roof beam bottom.
2. The cast-in-situ box girder combined support system according to claim 1, wherein the top layer and the bottom layer comprise a cross-section (22) and a longitudinal section (23), and at least one longitudinal section (23) is connected between adjacent cross-sections (22).
3. A cast-in-situ box girder combined support system according to claim 1, characterized in that stiffening suspension rods (24) are connected between adjacent vertical rods (21).
4. A cast-in-situ box girder combined support system according to claim 2, characterized in that the vertical rods (21), the crossties (22) and the longitudinal ties (23) are welded or bolted.
5. The cast-in-situ box girder combined support system according to claim 4, wherein any two and/or any three joints of the vertical rods (21), the crossties (22) and the longitudinal ties (23) are/is provided with stiffening steel plates.
6. The cast-in-situ box girder combined support system according to any one of claims 1 to 5, wherein a steel pipe column (3) is installed at the top of the bored pile (1), a height adjusting device (4) is placed on the steel pipe column (3), and a cross beam (5) is paved between the height adjusting device (4) and the height-adjustable steel truss girder (2).
7. The cast-in-situ box girder combined support system according to claim 6, wherein foundation bolts are pre-embedded at the top of the bored pile (1), and the foundation bolts are used for fixing the steel pipe upright posts (3).
8. The cast-in-situ box girder combined support system according to claim 6, further comprising a hoop (6), wherein the hoop (6) is sleeved on the steel pipe upright (3) at intervals up and down.
9. A cast-in-situ box girder combined support system according to claim 8, characterized in that the hoops (6) of adjacent steel pipe columns (3) are connected by inter-column connectors (7).
10. The cast-in-situ box girder combined support system according to claim 9, wherein the inter-column connecting piece (7) is connected with the anchor ear (6) through bolts.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320597806.8U CN219604165U (en) | 2023-03-23 | 2023-03-23 | Cast-in-situ box girder combined support system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320597806.8U CN219604165U (en) | 2023-03-23 | 2023-03-23 | Cast-in-situ box girder combined support system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219604165U true CN219604165U (en) | 2023-08-29 |
Family
ID=87756196
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202320597806.8U Active CN219604165U (en) | 2023-03-23 | 2023-03-23 | Cast-in-situ box girder combined support system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN219604165U (en) |
-
2023
- 2023-03-23 CN CN202320597806.8U patent/CN219604165U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110747746A (en) | Temporary supporting system for small box girder type hidden cover beam prefabricated on road and bridge and construction method thereof | |
| CN204662235U (en) | A kind of steel plate combination T beam bridge | |
| CN111663449A (en) | Combined cast-in-place box girder support system and construction method | |
| CN103866696A (en) | Cast-in-situ support of long-cantilever zero segment of short-pylon cable-stayed bridge | |
| CN113585075A (en) | Cast-in-place bridge deck formwork for steel-concrete composite beam | |
| CN117248442A (en) | Double-column pier and construction method thereof | |
| CN211947993U (en) | Support for large-span cast-in-situ bridge construction | |
| CN112726411A (en) | Integral dragging construction method for single-hole large cantilever steel truss girder | |
| CN109930469B (en) | Steel box girder thin-wall pier rigid frame cable-stayed bridge suitable for straddle type monorail | |
| CN219604165U (en) | Cast-in-situ box girder combined support system | |
| CN210031489U (en) | Stool type bracket capping beam support | |
| CN215165778U (en) | Mountain steel structure plank road mounting structure | |
| CN113684766A (en) | Construction platform for bracket of main tower of bridge and construction method thereof | |
| CN110004838B (en) | Egg-shaped lower through road bridge cast-in-situ box girder support template system | |
| CN114182620A (en) | Partial cable-stayed bridge structure system of large cantilever core steel box and construction method | |
| CN112012095A (en) | Beam slab in-situ prefabricating and mounting system and construction method thereof | |
| CN211228134U (en) | Large cantilever prestress bent cap support device | |
| CN203741727U (en) | Cast-in-place support for zero section of long cantilever of extradosed cable-stayed bridge | |
| CN111663431A (en) | Assembled shock-absorbing temporary plank road structure | |
| CN212335747U (en) | Beam slab in-situ prefabrication and installation system | |
| CN213328715U (en) | Steel structure for bridge maintenance reinforcement | |
| CN112281684B (en) | Continuous beam zero number block combined support mounting construction method and support | |
| CN109518584A (en) | A kind of modularization core plate bridge | |
| CN216947827U (en) | High-position beam falling buttress structure of steel box girder | |
| CN218596943U (en) | Unsettled cushion cap construction support with connect and be |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |