CN114086473A - High pier cast-in-place beam support and construction method thereof - Google Patents
High pier cast-in-place beam support and construction method thereof Download PDFInfo
- Publication number
- CN114086473A CN114086473A CN202111326521.2A CN202111326521A CN114086473A CN 114086473 A CN114086473 A CN 114086473A CN 202111326521 A CN202111326521 A CN 202111326521A CN 114086473 A CN114086473 A CN 114086473A
- Authority
- CN
- China
- Prior art keywords
- construction method
- shear key
- erecting
- cross beam
- high pier
- 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.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 39
- 238000009826 distribution Methods 0.000 claims abstract description 20
- 244000035744 Hura crepitans Species 0.000 claims abstract description 13
- 239000004576 sand Substances 0.000 claims description 13
- 238000011065 in-situ storage Methods 0.000 claims 2
- 229910000831 Steel Inorganic materials 0.000 description 19
- 239000010959 steel Substances 0.000 description 19
- 238000000034 method Methods 0.000 description 6
- 238000009434 installation Methods 0.000 description 5
- 230000008901 benefit Effects 0.000 description 4
- 230000005489 elastic deformation Effects 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 230000009194 climbing Effects 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a high pier cast-in-place beam support and a construction method thereof, wherein the construction method comprises the following steps: the lower ends of the opposite sides of the adjacent pier bodies are embedded with a first shear key for supporting the lower tie beam, and the upper ends of the opposite sides of the adjacent pier bodies are embedded with a second shear key for supporting the upper cross beam; erecting a lower tie beam on the first shear key; erecting an upper cross beam on the second shear key; hoisting a brace rod system for connecting the upper cross beam and the lower tie beam; a plurality of sand boxes are arranged on the top surface of the upper cross beam; installing a distribution main cross beam on the top surface of the sand box, and hoisting and erecting a preassembled Bailey beam on the distribution main cross beam; and installing a transverse distribution beam on the top surface of the Bailey beam to complete the erection of the bracket. The invention can be used for erecting the support by pre-burying the shear keys in the pier body and taking the shear keys as stress points under different pier heights, is mainly suitable for wading working conditions, and can be used for erecting the lower tie beam on the first shear key by pre-burying the first shear key at the lower end of the pier body, so that the height of the lower tie beam can be determined during design according to topographic conditions.
Description
Technical Field
The invention relates to a construction method of a bridge support, in particular to a cast-in-place beam support for a high pier and a construction method thereof.
Background
With the continuous deepening and perfection of high-speed railway construction networks, a large number of newly-built lines pass through bridges to climb over mountains, and the requirements of high construction safety system, good benefit and short construction period of the support cast-in-place beam are increasingly stringent through the design of the type of the support of the cast-in-place beam. The cast-in-place beam support is usually cast-in-place by adopting a disk-buckle type steel pipe support or cast-in-place by adopting a steel pipe column falsework method, and for the cast-in-place beam with high pier body height and limited terrain conditions, if the common steel pipe column falsework method or the disk-buckle type steel pipe support method is adopted for construction, the workload is extremely high, the construction period is long, and the economic benefit and the social benefit are not good enough.
Disclosure of Invention
The invention aims to provide a high pier cast-in-place beam support and a construction method thereof, which are used for solving the problems in the background art, not only can be suitable for the construction condition of pier height, but also reduce the workload and improve the construction efficiency.
In order to achieve the purpose, the invention provides the following technical scheme:
the invention discloses a construction method of a high pier cast-in-place beam support, which comprises the following steps:
s1, embedding a first shear key for supporting a lower beam at the lower end of the opposite side of the adjacent pier body and embedding a second shear key for supporting an upper beam at the upper end;
s2, erecting a lower tie beam on the first shear key; erecting an upper cross beam on the second shear key;
s3, hoisting a brace rod system for connecting the upper cross beam and the lower tie beam;
s4, mounting a plurality of sand boxes on the top surface of the upper cross beam;
s5, mounting a distribution main beam on the top surface of the sand box, and hoisting and erecting a pre-assembled Bailey beam on the distribution main beam;
and S6, mounting a transverse distribution beam on the top surface of the Bailey beam to complete the erection of the bracket.
As a further scheme of the invention: and step S7, after the support is erected, preloading is carried out, preloading and graded loading are carried out, the support is evaluated through settlement observation, and the support is put into use after being qualified.
As a further scheme of the invention: the lower tie beam includes a lower cross beam and a lower side beam which are perpendicular to each other, and the step S2 includes:
s21, building a lower cross beam on the first shear key;
and S22, erecting the lower longitudinal beam above the two cross beams.
As a further scheme of the invention: the supporting rod system comprises a first supporting rod, a second supporting rod and a connecting system, wherein the length of the first supporting rod is larger than that of the second supporting rod, and the first supporting rod and the second supporting rod are transversely connected and fixed through the horizontal connecting system.
As a further scheme of the invention: column heads are preassembled at two ends of the stay bar, the column head at one end of the stay bar is welded with a bolt at the end part of the lower longitudinal beam, and the column head at the other end of the stay bar is welded with a bolt of the upper cross beam.
As a further scheme of the invention: the sand filling height of the sand box is controlled to be 2-3cm higher than the design height.
As a further scheme of the invention: in step S7, the weight of the preloading is 110% of the construction load.
As a further scheme of the invention: in the step S1, notches for installing the first shear key and the second shear key are reserved before the pier body is poured.
On the other hand, the invention discloses a cast-in-place beam bracket for high piers, which is manufactured according to the construction method.
Compared with the prior art, the invention has the beneficial effects that:
the invention is suitable for different pier height conditions, is mainly suitable for wading working conditions, is also suitable for cast-in-place beams with high pier height and blocked topographic conditions, and has the advantages of high construction safety factor and short construction period. The stay bar system has a specific geometric system and is in a symmetrical combined triangular structure, so that the whole bracket is firmer and more stable. After the support is built, preloading is carried out, a change curve is drawn through settlement point observation, the elastic deformation of the support is measured, the non-elastic deformation of the support is eliminated, the pre-camber of the support is determined, and the line type of the beam body is ensured to meet the design requirement. Through reserve the notch that is used for burying the shear force key underground before the pier shaft is pour, reduced construction strength, saved the engineering time, improve the efficiency of construction.
Drawings
FIG. 1 is a schematic view of the general layout structure of the present invention;
FIG. 2 is a cross-sectional layout of the present invention;
FIG. 3 is a schematic view of the installation of the first shear key of the present invention
FIG. 4 is a schematic view of a second shear key of the present invention installed;
in the figure: 1-pier body, 2-lower tie beam, 21-lower longitudinal beam, 22-lower cross beam, 3-upper cross beam, 4-strut system, 41-first strut, 42-second strut, 43-connecting system, 5-first shear key, 6-second shear key, 7-distribution main cross beam, 8-sand box, 9-transverse distribution beam, 10-steel wire rope, 11-notch and 12-Bailey beam.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1-4, the construction method of the present invention includes the following steps:
s1: before pier shaft 1 pours, need reserve notch 11 in advance to pier shaft 1 upper end and lower extreme position, notch 11 needs to be under construction the accuracy. Before pier shaft 1 pours, need carry out the reinforcing bar to notch 11 department and strengthen, especially guarantee that bracket base end and pier shaft 1 notch 11 end concrete closely laminate. The second shear key 6 and the first shear key 5 are respectively embedded in the notches 11 at the upper end and the lower end, and then the method is adopted
Finish rolling deformed steel bar is pulled oppositely, and the shear key at the lower cross beam 22 needs to be tensioned and stretchedAnd calibrating the tensioning equipment before, and performing double check on the reading and the elongation of the oil meter in the tensioning process. The first shear key 5 is provided with the three-spliced 45a I-beam, the second shear key 6 is provided with the two-spliced 45a I-beam, and the I-beam needs to be additionally provided with an anti-overturning block to prevent the 45a I-beam from overturning.
S2: a lower cross beam 22 is installed on the first shear key 5, a lower longitudinal beam 21 is built on the lower cross beam 22, and the lower cross beam 22 and the lower longitudinal beam 21 are assembled and welded together on a construction site; the lower cross beam 22 is made of three-spliced I45I-shaped steel, is 6m long and is arranged for 2 times. The lower longitudinal beam 21 is made of double-spliced HN 500X 200H-shaped steel, 2 channels are arranged in the horizontal direction and are connected by I20H-shaped steel, the lower tie beam 2 is connected by high-strength bolts, the lower cross beam 22 and the lug plates are subjected to penetration butt welding, double-sided grooves need to be formed in the lug plates, and 10mm steel plates need to be used for reinforcing at the openings of the lug plates. All welding seams need to be detected to reach the first-level welding seam standard, and the upper cross beam 3 is hoisted after the detection and acceptance are qualified. The upper crossbeam 3 adopts double pin HN 500X 200H shaped steel, arranges 2, and the symmetry sets up 4 bracing tie points in the middle part of upper crossbeam 3. The connection system 43 is made of I20I-steel.
S3: the stay rod system 4 is installed. The stay bar system 4 comprises a first stay bar 41, a second stay bar 42 and a connecting system 43; the first stay bar 41 and the second stay bar 42 are made of phi 377 x 16mm steel pipes, and the column heads at two ends of the steel pipes are processed and welded in a factory. As shown in fig. 1, the two first stay bars 41 are symmetrical in a splayed shape, and the upper ends thereof are connected to the upper cross beam 3, and the lower ends thereof are connected to the lower longitudinal beam 21; the length of the second stay bars 42 is shorter than that of the first stay bars 41, the two second stay bars 42 are also splayed, the upper ends of the second stay bars are connected with the upper cross beam 3, and the lower ends of the second stay bars are connected with the lower longitudinal beam 21; the lower end of the first stay bar 41 and the lower end of the second stay bar 42 are both connected with the end of the side sill 21, and the upper end of the first stay bar 41 and the upper end of the second stay bar 42 are respectively connected with 4 bracing connection points of the upper cross beam 3. Then, the connecting system 43 is horizontally connected between the first stay 41 and the second stay 42, and the connecting system 43 adopts I20I-steel, so that the structure of the stay bar system 4 can be more stable.
S4: a plurality of sand boxes 8 are arranged on the top surface of the upper cross beam 3; before the sand box 8 is installed, the height of the sand cylinder body filled with standard sand, namely the sand filling height, is calculated according to the design height and the height of the sand cylinder body. Manual layering tamping is adopted in the sand filling process. And after sand filling is finished, a reaction frame is manufactured, an oil top is adopted to apply reaction force, the sand subsidence amount is eliminated, the top elevation of each sand box 8 is ensured to be consistent after installation, and the construction requirements are met. The sand filling height is controlled according to the height 2cm higher than the design height, and when the sand filling height of the sand box 8 is higher than the design height, the sand filling height is controlled according to the height 3cm higher than the design height.
S5: installing a distribution main cross beam 7 on the top surface of the sand box 8, and hoisting and erecting a preassembled Bailey beam 12 on the distribution main cross beam 7; the Bailey beams 12 are assembled in advance, every two Bailey beams 12 are connected into a whole by a support frame to form a group, and the Bailey beams are butted after being hoisted in sections. And (3) tightening the Bailey pins when the Bailey beams 12 are connected, fastening buckles are arranged on each Bailey pin, and bolts of the support frame are screwed. The two adjacent groups of Bailey beams 12 are connected by flower stands. When each group of Bailey beams 12 are installed, the positioning lines of each group are marked at the top of the foundation and are arranged according to intervals, and after the two adjacent Bailey beams 12 are spliced, the bottom of each installed Bailey beam 12 is connected with a steel plate mat, so that the steel plate mats are guaranteed to be compact during construction. The Bailey beams 12 are staggered or machined non-standard Bailey beams 12 at the ends of the Bailey beams 12.
S6: the top surface is provided with a transverse distribution beam 9, the transverse distribution beam 9 is an I20I-steel distribution beam, the distance between the distribution beams is 90cm, the length of each distribution beam is 9m, and the transverse distribution beam and the Bailey beam 12 are connected by a bayonet, so that the erection of the bracket is completed.
S7: after the support is erected, preloading is carried out, the preloading weight is 110% of construction load, preloading is carried out in a grading mode, the support deformation is observed through a settlement observation point arranged at the top of the support, the settlement observation point is provided with 5 sections and is respectively located at two ends of a transverse distribution beam, 1/4L and 1/2L, 5 settlement observation points are arranged on each section and are respectively located at 1 bottom plate, 2 web plates and 2 flange plates. And (4) drawing a curve of the change of the sedimentation amount along with time through sedimentation observation, evaluating the bracket after pre-pressing and unloading, and putting the bracket into use after determining the bracket is qualified. The support pre-pressing mainly aims at measuring the elastic deformation of the support, eliminating the inelastic deformation of the support to determine the pre-camber of the support and ensure that the beam line type meets the design requirement. The temporary inclined pulling buckle hanging measures of the steel wire rope 10 and the hoist are taken into consideration during installation of the lower cross beam 22, the situation that downwarping deformation is too large in the installation process and installation accuracy is affected is prevented, and the anchor point scheme can be set according to actual conditions on site.
Referring to fig. 3, the second shear key 6 includes a climbing cone embedded in the slot 11 of the pier body 1, a bracket connected to the end of the climbing cone and abutting against the side of the pier body 1, and two ends of the upper beam 3 are arranged above the bracket. The concrete structure and the installation method are described in the utility model patent 201821345597.3.
Referring to fig. 1, the high pier cast-in-place beam support manufactured by the above construction method has adjacent pier bodies 1, wherein the lower end of each pier body 1 is embedded with a first shear key 5, and the lower end of each pier body is embedded with a second shear key 6; the first shear key 5 is provided with a lower tie beam 2, the second shear key 6 is provided with an upper cross beam 3, the non-end part of the upper cross beam 3 is symmetrically provided with 4 inclined strut connecting points, and a strut system 4 is arranged between the lower tie beam 2 and the upper cross beam 3. Wherein, the brace rod system 4 has the following structure: the two first support rods 41, the lower tie beam 2 and the upper cross beam 3 enclose to form an isosceles trapezoid structure, and four end points of the isosceles trapezoid are two ends of the lower tie beam 2 and 2 diagonal support connection points in the middle. The second stay bars 42 are arranged at the outer side of the first stay bar 41, the upper ends of the two second stay bars 42 are connected with the upper ends and the lower ends of the 2 diagonal bracing connection points at the outer side and are connected with the two ends of the lower tie beam 2, the first stay bar 41, the second stay bars 42 and the upper cross beam 3 form a triangular structure, and the connection system 43 is horizontally connected with the central line of the triangular structure.
Although the present description is described in terms of embodiments, not every embodiment includes only a single embodiment, and such description is for clarity only, and those skilled in the art should be able to integrate the description as a whole, and the embodiments can be appropriately combined to form other embodiments as will be understood by those skilled in the art.
Therefore, the above description is only a preferred embodiment of the present application, and is not intended to limit the scope of the present application; all changes which come within the meaning and range of equivalency of the claims are to be embraced within their scope.
Claims (9)
1. A construction method of a high pier cast-in-place beam support is characterized by comprising the following steps:
s1, embedding a first shear key for supporting a lower beam at the lower end of the opposite side of the adjacent pier body and embedding a second shear key for supporting an upper beam at the upper end;
s2, erecting a lower tie beam on the first shear key; erecting an upper cross beam on the second shear key;
s3, hoisting a brace rod system for connecting the upper cross beam and the lower tie beam;
s4, mounting a plurality of sand boxes on the top surface of the upper cross beam;
s5, mounting a distribution main beam on the top surface of the sand box, and hoisting and erecting a pre-assembled Bailey beam on the distribution main beam;
and S6, mounting a transverse distribution beam on the top surface of the Bailey beam to complete the erection of the bracket.
2. The construction method of the high pier cast-in-place beam bracket according to claim 1, wherein the construction method further comprises the step S7 of preloading, graded preloading, evaluating the bracket through settlement observation, and putting the bracket into use after the bracket is qualified.
3. The construction method of a high pier cast-in-place beam bracket according to claim 1, wherein the lower tie beam comprises a lower cross beam and a lower longitudinal beam which are perpendicular to each other, and the step S2 comprises:
s21: a lower cross beam is built on the first shear key;
s22: and erecting the lower longitudinal beam above the two cross beams.
4. The construction method of the high pier cast-in-situ beam bracket according to claim 1, wherein the brace rod system comprises a first brace rod, a second brace rod and a connecting system, wherein the length of the first brace rod is greater than that of the second brace rod, and the first brace rod and the second brace rod are transversely connected and fixed through the horizontal connecting system.
5. The construction method of the high pier cast-in-situ beam bracket according to claim 3, wherein column heads are pre-installed at both ends of the first stay bar and the second stay bar, the column head at one end of the stay bar is welded with the end part of the lower longitudinal beam, and the column head at the other end of the stay bar is welded with the upper transverse beam.
6. The construction method of the high pier cast-in-place beam bracket according to claim 1, wherein the sand filling height of the sand box is controlled to be 2-3cm higher than the design height.
7. The construction method of a high pier cast-in-place beam support according to claim 2, wherein the weight of the preloading at step S7 is 110% of the construction load.
8. The construction method of the high pier cast-in-place beam bracket according to claim 1, wherein in the step S1, notches for installing the first shear key and the second shear key are reserved before the pier body is poured.
9. A high pier cast-in-place beam support manufactured by the construction method according to any one of claims 1 to 8.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111326521.2A CN114086473B (en) | 2021-11-10 | 2021-11-10 | High pier cast-in-situ beam bracket and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111326521.2A CN114086473B (en) | 2021-11-10 | 2021-11-10 | High pier cast-in-situ beam bracket and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114086473A true CN114086473A (en) | 2022-02-25 |
| CN114086473B CN114086473B (en) | 2023-06-27 |
Family
ID=80299589
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111326521.2A Active CN114086473B (en) | 2021-11-10 | 2021-11-10 | High pier cast-in-situ beam bracket and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114086473B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114922072A (en) * | 2022-05-16 | 2022-08-19 | 中铁十一局集团有限公司 | Thin-wall tower limb large-span cross beam support and mounting method thereof |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106012848A (en) * | 2016-06-08 | 2016-10-12 | 江苏燕宁建设工程有限公司 | Construction method for embedded bracket of cast-in-place box beam and bridge |
| CN106758822A (en) * | 2016-11-23 | 2017-05-31 | 中铁二十二局哈尔滨铁路建设集团有限责任公司 | A kind of cast-in-place bracket of assembly concrete connects wall node |
| CN206859068U (en) * | 2017-06-13 | 2018-01-09 | 中交第二航务工程局有限公司 | A kind of Cable-stayed Bridge Pylon sill segmental timbering structure |
| KR101934874B1 (en) * | 2018-03-27 | 2019-03-18 | 주식회사 씨알디 | Deck plate comprised of ultra high strength fiber reinforced concrete and construction method using thereof |
| CN208733478U (en) * | 2018-06-26 | 2019-04-12 | 杭州江润科技有限公司 | Spelling prestressing force profile steel bracket structure |
| CN111455859A (en) * | 2020-04-29 | 2020-07-28 | 中铁十五局集团有限公司 | Construction method for bracket of No. 0 and No. 1 steel bridge with high piers and continuous steel structure |
| CN214194152U (en) * | 2020-11-29 | 2021-09-14 | 中铁十一局集团第一工程有限公司 | Assembled bracket supporting structure of upper beam construction template of cable-stayed bridge cable tower |
| CN113550235A (en) * | 2021-08-31 | 2021-10-26 | 中交二航局第二工程有限公司 | Cast-in-place bent cap support and construction method thereof |
| CN214613620U (en) * | 2020-12-23 | 2021-11-05 | 中交路桥华南工程有限公司 | Cast-in-situ cross beam support frame |
-
2021
- 2021-11-10 CN CN202111326521.2A patent/CN114086473B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106012848A (en) * | 2016-06-08 | 2016-10-12 | 江苏燕宁建设工程有限公司 | Construction method for embedded bracket of cast-in-place box beam and bridge |
| CN106758822A (en) * | 2016-11-23 | 2017-05-31 | 中铁二十二局哈尔滨铁路建设集团有限责任公司 | A kind of cast-in-place bracket of assembly concrete connects wall node |
| CN206859068U (en) * | 2017-06-13 | 2018-01-09 | 中交第二航务工程局有限公司 | A kind of Cable-stayed Bridge Pylon sill segmental timbering structure |
| KR101934874B1 (en) * | 2018-03-27 | 2019-03-18 | 주식회사 씨알디 | Deck plate comprised of ultra high strength fiber reinforced concrete and construction method using thereof |
| CN208733478U (en) * | 2018-06-26 | 2019-04-12 | 杭州江润科技有限公司 | Spelling prestressing force profile steel bracket structure |
| CN111455859A (en) * | 2020-04-29 | 2020-07-28 | 中铁十五局集团有限公司 | Construction method for bracket of No. 0 and No. 1 steel bridge with high piers and continuous steel structure |
| CN214194152U (en) * | 2020-11-29 | 2021-09-14 | 中铁十一局集团第一工程有限公司 | Assembled bracket supporting structure of upper beam construction template of cable-stayed bridge cable tower |
| CN214613620U (en) * | 2020-12-23 | 2021-11-05 | 中交路桥华南工程有限公司 | Cast-in-situ cross beam support frame |
| CN113550235A (en) * | 2021-08-31 | 2021-10-26 | 中交二航局第二工程有限公司 | Cast-in-place bent cap support and construction method thereof |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114922072A (en) * | 2022-05-16 | 2022-08-19 | 中铁十一局集团有限公司 | Thin-wall tower limb large-span cross beam support and mounting method thereof |
| CN114922072B (en) * | 2022-05-16 | 2024-05-14 | 中铁十一局集团有限公司 | Thin-wall tower limb long-span beam bracket and mounting method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114086473B (en) | 2023-06-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108004928B (en) | A kind of asymmetric rigid frame-continuous girder construction technology | |
| CN104452597B (en) | Pier prestressed cap beam with extra length Construction Supporting System in water | |
| CN111455859A (en) | Construction method for bracket of No. 0 and No. 1 steel bridge with high piers and continuous steel structure | |
| CN111910522B (en) | Active jacking auxiliary support construction system for beam-arch combined rigid frame lower chord arch support | |
| CN113638304B (en) | Concrete beam type bridge hidden cover beam structure system and construction method thereof | |
| CN111914458B (en) | Method for controlling line shape of arch ring of reinforced concrete arch bridge | |
| CN105568870A (en) | Triangle hanging basket suspended casting device used for overpass bridge construction and construction method thereof | |
| CN111042005B (en) | Construction method for cantilever casting of corrugated steel web diagonal box girder bridge by hanging basket method | |
| CN205242278U (en) | A triangle string basket method is hanged and is watered device for deck bridge construction | |
| CN114086473B (en) | High pier cast-in-situ beam bracket and construction method thereof | |
| CN114561881A (en) | Longitudinal deviation-rectifying and resetting method suitable for soft soil foundation bridge | |
| CN216892017U (en) | Tie beam integral casting template in template connecting piece and lower stand | |
| CN211312214U (en) | Cable crane system installation system | |
| CN110700102B (en) | Construction method of pre-stress steel structure front-pull rear-lock cast-in-situ platform | |
| CN112854004A (en) | Fish-bellied box girder column type support construction method | |
| CN111501531A (en) | Construction method of V-shaped thin-wall pier and 0# block main beam supporting system | |
| CN111764298A (en) | Common support system for cast-in-place closure sections of box girders of steel bridge and construction method of common support system | |
| CN212611899U (en) | A bailey bridge frame structure for cast-in-place construction of frame bridge | |
| CN215800924U (en) | High-altitude in-situ cast-in-situ bridge | |
| NL2034933B1 (en) | Construction method of lower cross beam of main tower of highway-railway dual-purpose and river-crossing A-type cable-stayed bridge | |
| CN219450481U (en) | Cantilever arch ring and stiffness framework combined structure based on large-span arch bridge | |
| CN218621839U (en) | Steel-concrete joint section construction support system of hybrid beam cable-stayed bridge | |
| CN114809072B (en) | Underground space prestress steel reinforced concrete top cover under oversized span heavy load | |
| CN214981984U (en) | Pretensioning method assembled prestressing force stretch-draw bench device | |
| CN205804150U (en) | Super large radius-thickness ratio steel pipe Temporary Piers |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Zhu Pinghua Inventor after: Kan Jianfeng Inventor after: Li Chao Inventor after: Zhou Ting Inventor after: Qiao Fuxin Inventor after: Zhang Xiaoqiang Inventor after: Xia Zitong Inventor after: Chen Lei Inventor after: Zhang Congxing Inventor before: Qiao Fuxin Inventor before: Zhang Xiaoqiang Inventor before: Kan Jianfeng Inventor before: Zhou Ting |