CN113322796A - Cantilever type pier and construction method - Google Patents
Cantilever type pier and construction method Download PDFInfo
- Publication number
- CN113322796A CN113322796A CN202110641406.8A CN202110641406A CN113322796A CN 113322796 A CN113322796 A CN 113322796A CN 202110641406 A CN202110641406 A CN 202110641406A CN 113322796 A CN113322796 A CN 113322796A
- Authority
- CN
- China
- Prior art keywords
- column
- pier
- center line
- prestressed
- cantilever type
- 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.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- 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
本申请公开了一种挑臂型桥墩，包括承台、墩柱以及支撑垫石。墩柱包括立柱和连接在立柱上端一侧的挑臂，立柱设置在承台上；支撑垫石设置在立柱和挑臂的顶部，两支撑垫石形成的线路的中心线与立柱中心线偏心设置，立柱中心线与承台中心线偏心设置。通过在墩柱的立柱上端一侧形成挑臂，以解决当轨道交通高架旁存在既有建筑时，存在施工困难、结构复杂的问题。同时通过两支撑垫石形成的线路的中心线与立柱中心线偏心设置，立柱中心线与承台中心线偏心设置，使承台处于恒载下接近轴向受压的状态。本申请的一种挑臂型桥墩及施工方法，具有结构简单、便于施工的优点。
The application discloses a cantilever type bridge pier, which includes a cap, a pier column and a supporting cushion. The pier column includes a column and a cantilever arm connected to the upper end of the column. The column is set on the bearing platform; the supporting pad is arranged on the top of the column and the cantilever arm, and the center line of the line formed by the two supporting pads is eccentric to the column center line. , the center line of the column and the center line of the cap are set eccentrically. The cantilever arm is formed on the upper end of the pier column to solve the problems of difficult construction and complex structure when there are existing buildings next to the rail transit elevated. At the same time, the center line of the line formed by the two supporting pads and the center line of the column are set eccentrically, and the center line of the column and the center line of the bearing platform are eccentrically arranged, so that the bearing platform is in a state of close to axial compression under constant load. The cantilever type bridge pier and the construction method of the present application have the advantages of simple structure and convenient construction.
Description
Technical Field
The application relates to the field of bridge engineering, in particular to a cantilever type pier and a construction method.
Background
When the rail transit elevated frame is transferred in the road or is transferred by the road, the rail transit elevated frame is limited to cross angles and site conditions, for example, an existing building is arranged beside the rail transit elevated frame, when the arrangement space of a conventional single-column pier is insufficient, a gate-type pier or continuous beam scheme is usually adopted, the gate-type pier needs to be sequentially constructed into a pier column and a cover beam, the continuous beam can be constructed by adopting suspension pouring or support cast-in-place construction, the period is long, and the influence on an underground road is large. When existing buildings exist beside a rail transit overhead frame in the prior art, the problems of difficulty in construction and complex structure exist.
Disclosure of Invention
In view of this, embodiments of the present application are expected to provide an cantilever pier and a construction method thereof, so as to solve the problems of construction difficulty and complex structure when existing buildings are beside a rail transit overhead structure.
To achieve the above object, an embodiment of the present application provides an outrigger type pier, including:
a bearing platform;
the pier column comprises an upright column and a cantilever arm connected to one side of the upper end of the upright column, and the upright column is arranged on the bearing platform; and
the supporting cushion stones are respectively arranged at the tops of the upright post and the cantilever arm, the central line of a line formed by the supporting cushion stones is eccentric to the central line of the upright post, and the central line of the upright post is eccentric to the central line of the bearing platform.
Further, choose arm type pier still includes stretch-draw subassembly, sets up the stand is kept away from choose the opposite side of arm, connect the stand with the cushion cap.
Further, choose arm type pier still includes stretch-draw subassembly, sets up the stand is kept away from choose the opposite side of arm, connect stand and ground basis.
Further, another side of the upright post is formed with a tension hole penetrating through the upright post, and the tension assembly comprises:
the prestressed tendon is formed with a fixed end and a tensioning end, the prestressed tendon penetrates through the tensioning hole, the fixed end is fixed in the bearing platform, and the tensioning end is fixed on the upper portion of the upright post.
Further, the tensioning assembly further comprises:
the fixed end is fixed in the bearing platform through the end anchor structure.
Further, choose arm type pier still includes:
and the waterproof structure is arranged on the stand column corresponding to the tensioning end so as to seal the tensioning assembly.
Further, the prestressed tendons are arranged in a row along the bridge direction of the upright columns.
Furthermore, the prestressed tendons are steel strands or finish-rolled deformed steel bars.
Further, the calculation formula of the cross-sectional area of the prestressed tendon is as follows:
Ap×δp1×c≈Nd×a
ap is the cross-sectional area of the prestressed tendon, a is the distance between the central line of the line and the central line of the upright column, c is the distance between the prestressed tendon and the central line of the upright column, δ pl is the effective stress of the prestressed tendon, and Nd is the fulcrum reaction value of the dead load of the cantilever type pier.
In another aspect of the embodiments of the present application, a construction method of an arm-raising pier is provided, where the construction method is applied to one of the arm-raising piers, and the construction method includes:
constructing a foundation and the bearing platform;
installing the steel bars of the pier stud and the prestressed tendons;
installing the pier stud template and the tensioning pore channel template pipe;
the pier stud and the tensioning pore are formed by cast-in-place;
tensioning the prestressed tendons when the strength and the age of the pier column reach preset values;
grouting into the tensioning pore channel, and sealing the anchor of the prestressed reinforcement.
Further, before the step of constructing the foundation base and the bearing platform, the construction method further comprises:
and determining the diameter and the number of the prestressed tendons according to the eccentric values of the central line of the line and the central line of the pier column, the eccentric values of the central line of the pier column and the central line of the bearing platform and the stress of the cantilever type pier.
According to the cantilever type pier provided by the embodiment of the application, the pier column comprises an upright column and a cantilever arm connected to one side of the upper end of the upright column, and the upright column is arranged on the bearing platform; the supporting cushion stones are arranged at the tops of the upright post and the cantilever arm, the central line of a line formed by the two supporting cushion stones and the central line of the upright post are eccentrically arranged, and the central line of the upright post and the central line of the bearing platform are eccentrically arranged. Through the stand upper end one side formation at the pier stud cantilever arm to solve when there is existing building other than the track traffic overhead, there are the problem of construction difficulty, structure complicacy. Meanwhile, the central line of a circuit formed by the two supporting cushion stones and the central line of the upright post are eccentrically arranged, and the central line of the upright post and the central line of the bearing platform are eccentrically arranged, so that the bearing platform is in a state of being close to axial compression under constant load.
Drawings
Fig. 1 is a schematic front view of a cantilever type pier in an embodiment of the present application;
FIG. 2 is a schematic top view of a cantilever pier according to an embodiment of the present disclosure;
FIG. 3 is a cross-sectional view taken along line A-A of FIG. 1; and
fig. 4 is a flowchart of a cantilever pier construction method according to an embodiment of the present application.
Description of the reference numerals
1. Cantilever type bridge piers; 2. a bearing platform; 3. pier studs; 4. a support pad; 5. prestressed tendons; 6. an end anchor structure; 31. a column; 32. picking an arm; 51. a fixed end; 52. and (5) stretching the end.
Detailed Description
It should be noted that, in the present application, technical features in examples and embodiments may be combined with each other without conflict, and the detailed description in the specific embodiment should be understood as an explanation of the gist of the present application and should not be construed as an improper limitation to the present application.
The directional terms used in the description of the present application are intended only to facilitate the description of the application and to simplify the description, and do not indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be considered limiting of the application.
The cantilever type pier provided by the embodiment of the application is shown in the figures 1-3 and comprises a bearing platform 2, a pier stud 3 and a support cushion stone 4. The pier stud 3 comprises a vertical column 31 and a cantilever arm 32 connected to one side of the upper end of the vertical column 31, and the vertical column 31 is arranged on the bearing platform 2; the supporting cushion stones 4 are respectively arranged at the tops of the upright column 31 and the cantilever arm 32, the central line of a circuit formed by the two supporting cushion stones 4 is eccentrically arranged with the central line of the upright column 31, and the central line of the upright column 31 is eccentrically arranged with the central line of the bearing platform 2. Through forming cantilever arm 32 in upright 31 upper end one side of pier stud 3 to solve when there is existing building by the track traffic elevated, there are the problem of construction difficulty, structure complicacy. Meanwhile, the central line of the circuit formed by the two supporting cushion stones 4 and the central line of the upright post 31 are eccentrically arranged, the eccentric distance is a, the central line of the upright post 31 and the central line of the bearing platform 2 are eccentrically arranged, the eccentric distance is b, and the central line of the circuit and the central line of the upright post 31 are distributed on two sides of the central line of the bearing platform 2, so that the bearing platform 2 is in a state of being close to axial compression under constant load, and the stability of the whole structure of the cantilever type pier 1 is improved.
In one embodiment, the outrigger pier 1 further comprises a tension assembly disposed on the other side of the upright 31 away from the outrigger 32, connecting the upright 31 and the bearing platform 2. The other side of the upright column 31 far away from the cantilever arm 32 is provided with a tensioning assembly, the upright column 31 and the bearing platform 2 are connected, certain acting force is generated on the pier, reverse unbalanced force is generated on the pier, and unbalanced load of the upper structure of the pier is offset or partially offset, for example, unbalanced load is formed by the eccentric arrangement of the central line of a circuit formed by the cantilever arm 32 and the two support cushion stones 4 formed on one side of the upper end of the upright column 31 and the central line of the upright column 31, the bearing capacity of the cantilever type pier 1 is further improved, and the adaptability of the cantilever type pier 1 is improved.
It will be appreciated that the tensioning assembly may be disposed vertically within the column 31 or may be disposed externally of the column 31. When the tensioning assembly is arranged outside the upright column 31, one end of the tensioning assembly is connected to the upper part of the upright column 31, and the other end of the tensioning assembly is fixed on the bearing platform 2 or the foundation, so that a reverse unbalanced force is generated on the cantilever type pier 1, and the unbalanced load of the upper structure of the cantilever type pier 1 is offset or partially offset.
In an embodiment, referring to fig. 1 to 3, a tensioning hole penetrating through the column 31 is formed on the other side of the column 31, the tensioning assembly includes a tendon 5, and a fixing end 51 and a tensioning end 52 are formed, the tendon 5 penetrates through the tensioning hole, the fixing end 51 is fixed in the bearing platform 2, and the tensioning end 52 is fixed at the upper portion of the column 31. The fixed end 51 and the tensioning end 52 of the prestressed tendon 5 are used for connecting the upright column 31 and the bearing platform 2, after the strength and the age of the pier column 3 reach preset values, the prestressed tendon 5 is tensioned, reverse unbalanced force is generated on the cantilever type pier 1, unbalanced load of an upper structure of the pier is offset or partially offset, the bearing capacity of the cantilever type pier 1 is further improved, and the adaptability of the cantilever type pier 1 is improved.
In one embodiment, referring to FIG. 1, the tension assembly further comprises an end anchor structure 6, and the fixed end 51 is fixed in the bearing platform 2 by the end anchor structure 6. The end anchor structure 6 comprises an anchorage device, a clamping piece, an anchor backing plate and a spiral rib, the fixed end 51 of the prestressed rib 5 is embedded in the bearing platform 2 through the end anchor structure 6 and is reliably connected with the bearing platform 2, and the structural stability of the whole structure is improved.
In one embodiment, outrigger pier 1 further comprises a waterproof structure disposed on the columns 31 corresponding to the tensioning ends 52 to enclose the tensioning assembly. And tensioning the prestressed tendons 5 after the strength and age of the pier stud 3 reach preset values, grouting into tensioning channels after tensioning the prestressed tendons 5, and sealing the prestressed tendons. And after the anchor sealing is finished, a waterproof structure is arranged on the upright column 31 corresponding to the tensioning end 52 so as to seal the tensioning assembly, a pier top waterproof facility is made, the durability of the prestressed tendon 5 is prevented from being influenced by rainwater erosion, and the structural stability of the overall structure of the cantilever type pier 1 is improved.
In one embodiment, as shown in fig. 1-3, the tendons 5 are arranged in a row along the bridge direction of the columns 31. The prestressed tendons 5 are arranged on the other side, far away from the cantilever arm 32, of the upright column 31, the upright column 31 is connected with the bearing platform 2, reverse unbalanced force is generated on the cantilever type pier 1, unbalanced load of the upper structure of the cantilever type pier 1 is offset or partially offset, for example, unbalanced load is formed by eccentric arrangement of the central line of a circuit formed by the cantilever arm 32 formed on one side of the upper end of the upright column 31 and the central line of the upright column 31, the prestressed tendons 5 are arranged in a row along the bridge direction of the upright column 31, uniform acting force generated on the cantilever type pier 1 is guaranteed, and structural stability of the whole structure of the cantilever type pier 1 is improved. It can be understood that the prestressed tendons 5 may be arranged in a single row or in multiple rows in parallel along the bridge direction of the upright column 31, and the specific arrangement mode is determined according to the arrangement number of the prestressed tendons 5.
In one embodiment, the tendons 5 are steel strands or finish-rolled deformed steel bars. The prestressed reinforcement 5 is prestressed reinforcement, and the prestressed reinforcement can be one or more of steel strand, steel wire and finish-rolled twisted steel.
In an embodiment, referring to fig. 1, the distance between the center line of the line and the center line of the column 31 is a, the distance between the prestressed tendon 5 and the center line of the column 31 is c, the cross-sectional area of the prestressed tendon 5 is Ap, the effective stress of the prestressed tendon 5 is δ pl, the fulcrum reaction value of the cantilever pier 1 and the dead load is Nd, and the calculation formula of the cross-sectional area Ap of the prestressed tendon 5 is: ap × δ p1 × c ≈ Nd × a. The number of the prestressed tendons 5 is determined by calculation according to the structural load and the eccentricity value of the upper part of the cantilever type pier 1, wherein delta pl is the effective stress of the prestressed tendons 5 after loss removal, and can be generally replaced by 1.05 times of tension control stress. After the design and determination of the cantilever type pier 1, the distance a between the central line of the line and the central line of the upright post 31, the distance c between the prestressed tendon 5 and the central line of the upright post 31, the effective stress delta pl of the prestressed tendon, the cantilever type pier 1 and the fulcrum reaction value Nd of the dead load can be obtained through calculation. And then according to a calculation formula of the cross-sectional area Ap of the stress tendon: ap × δ p1 × c ≈ Nd × a, the cross-sectional area of the tendon 5 is calculated to be Ap, the diameter of the tendon 5 is determined according to the actual situation, and the number of the required tendons 5 is calculated.
On the other hand, according to the embodiment of the present invention, there is provided a construction method of an cantilever pier, which is applied to the cantilever pier of any one of the embodiments, and as shown in fig. 4, the construction method includes:
s1: constructing a foundation and a bearing platform;
s2: installing steel bars and prestressed ribs of the pier stud;
s3: installing a pier stud template and a tensioning pore channel template pipe;
s4: pouring in situ to form pier columns and tensioning pore channels;
s5: tensioning prestressed tendons when the strength and the age of the pier column reach preset values;
s6: grouting into the tensioning pore channel, and sealing the anchor of the prestressed reinforcement.
In the prior art, when a rail transit overhead is transferred from a road side to a road or from the road to the road side, the rail transit overhead is limited to cross angles and site conditions, for example, existing buildings beside the rail transit overhead, and when a conventional single-column pier is insufficient in layout space, a gate-type pier or continuous beam scheme is generally adopted, but the gate-type pier or continuous beam scheme has the following defects:
(1) the construction period is long, and the influence on roads is large. The gate pier needs to construct a pier column and a capping beam in sequence, so that the construction period is long and the interference to the road is large; the continuous beam has multiple suspension pouring procedures and long construction period, and the cast-in-place scheme of the support has great influence on road traffic.
(2) Road clearance is affected, in addition, the landscape is poor, and the coordination with the surrounding environment is poor. The gate pier is provided with a cover beam crossing the road, and the beam height near the pier in the continuous beam is larger and can press the clear height of the road below; in addition, the aesthetic appearance of the structure and the coordination of the surrounding environment are influenced.
(3) When the linear position is seriously deviated from the pier column at one side, the door pier is adopted, the structural stress is unreasonable, and the pier column and the foundation reinforcing bars may exceed a reasonable range.
(4) High cost and low economical efficiency. The gate pier and the continuous beam have large engineering quantity, high structural cost and poor economic benefit.
According to the construction method of the cantilever type pier, the cantilever arm 32 is arranged on one side of the upper end of the upright post 31, the center line of a line formed by the two support cushion stones 4 and the center line of the upright post 31 are arranged in an eccentric mode, and therefore interference to a road below and influence on surrounding landscapes are reduced. This application embodiment sets up prestressing tendons 5 when installing the reinforcing bar of pier stud 3, and cast in situ forms pier stud 3 and stretch-draw pore, and after the intensity of pier stud 3 reached the default with the age, stretch-draw prestressing tendons 5 offset or partially offset and choose the unbalanced load of arm type pier 1 superstructure, have improved the bearing capacity who chooses arm type pier 1, improve the adaptability of choosing arm type pier 1. The construction process is simple and convenient to implement, and certain advantages are achieved in the aspect of construction period; the steel plate has good stress performance, meets the requirement of structural safety, and has engineering adaptability.
Compared with the prior art, the cantilever type pier provided by the embodiment of the application has the advantages of safe and reliable structure, simple construction, short construction period, small influence on underground traffic interference and peripheral landscape environment, high comprehensive cost performance and strong competitiveness, and can be popularized and applied to the situation that the conventional single-column pier layout space is not satisfied but the situation can be solved by arranging the cantilever arms 32 and the pier columns 3 to be deviated and matching with the prestressed tendons 5 when all piers are laid. The upper structure arrangement space requirement of the cantilever type pier 1 is met by arranging the cantilever 32 on the upright column 31, the offset is arranged through the pier stud 3 and the prestressed ribs 5 are matched, the problem that the arrangement space of the upright column 31 is not enough and the stress is unbalanced is solved, and the pier stud 3 and the foundation are close to an axial compression state under the condition of constant load through the reverse eccentricity of the pier stud 3. The cantilever type pier 1 only needs to stretch the prestressed tendons 5 after the pier stud 3 is poured and reaches the strength and age, and does not need to sequentially construct the pier stud 3 and the capping beam like a gate pier, and then stretch the prestressed tendons 5 and the like; meanwhile, the continuous beam scheme is prevented from adopting suspension pouring or support cast-in-place construction, and the period is longer. The cantilever type pier 1 does not need to span the road for construction, the pier support has small interference on road driving, the whole pier structure is more coordinated with the environment, and the landscape effect is good. The cantilever type pier 1 belongs to a single upright column 31 pier type, and has a light structure and low construction cost.
In one embodiment, the reinforcing bars of the pier 3 and the tendons 5 are installed. The cantilever arm 32 is arranged on one side of the upper end of the upright column 31, the center line of a line formed by the two supporting cushion stones 4 and the center line of the upright column 31 are eccentrically arranged, construction of crossing roads is not needed, the bridge pier supports have small interference on road traveling, and the stress requirements of a lower structure are met by increasing the reinforcing steel bars of the pier columns 3 and reinforcing the foundation configuration.
In an embodiment, referring to fig. 4, before the step of constructing the foundation and the platform 2, the construction method further includes determining the diameter and the number of the tendons 5 according to the eccentricity values of the center line of the line and the center line of the pier 3, the eccentricity values of the center line of the pier 3 and the center line of the platform 2, and the stress of the cantilever pier 1.
Specifically, referring to fig. 1, the distance between the center line of the line and the center line of the column 31 is a, the distance between the prestressed tendon 5 and the center line of the column 31 is c, the cross-sectional area of the prestressed tendon 5 is Ap, the effective stress of the prestressed tendon 5 is δ pl, the fulcrum reaction value of the cantilever pier 1 and the dead load is Nd, and the calculation formula of the cross-sectional area Ap of the prestressed tendon 5 is: ap × δ p1 × c ≈ Nd × a. The number of the prestressed tendons 5 is determined by calculation according to the structural load and the eccentricity value of the upper part of the cantilever type pier 1, wherein delta pl is the effective stress of the prestressed tendons 5 after loss removal, and can be generally replaced by 1.05 times of tension control stress. After the design and determination of the cantilever type pier 1, the distance a between the central line of the line and the central line of the upright post 31, the distance c between the central line of the prestressed tendon 5 and the central line of the upright post 31, the effective stress delta pl of the prestressed tendon and the fulcrum reaction value Nd of the pier and the dead load can be obtained through calculation. And then according to a calculation formula of the cross-sectional area Ap of the stress tendon: ap × δ p1 × c ≈ Nd × a, the cross-sectional area of the tendon 5 is calculated to be Ap, the diameter of the tendon 5 is determined according to the actual situation, and the number of the required tendons 5 is calculated.
The prestressed tendon 5 is vital to the safety of the cantilever type pier 1 structure, the prestressed tendon 5 is required to be arranged in the pier in advance, the prestressed tendon 5 is arranged while the steel bar of the pier stud 3 is installed, the prestressed tendon 5 is provided with a fixed end 51 and a tensioning end 52, the prestressed tendon 5 penetrates through the tensioning hole, the fixed end 51 is fixed in the bearing platform 2, and the tensioning end 52 is fixed on the upper portion of the upright post 31. The fixed end 51 and the tensioning end 52 of the prestressed tendon 5 are connected with the upright column 31 and the bearing platform 2, after the strength and the age of the pier column 3 reach preset values, the prestressed tendon 5 is tensioned to generate reverse unbalanced force on the pier, and the unbalanced load of the upper structure of the cantilever type pier 1 is offset or partially offset, so that the bearing capacity of the cantilever type pier 1 is further improved, and the adaptability of the cantilever type pier 1 is improved.
And after tensioning the prestressed reinforcing steel 5, grouting into the tensioning pore channel, sealing the prestressed reinforcing steel, and making a pier top waterproof facility to prevent rainwater erosion from influencing the durability of the prestressed reinforcing steel 5. The eccentricity values of the center line of the pier stud 3 and the center line of the bearing platform 2 are comprehensively determined by combining foundation basic arrangement, site conditions and stress calculation.
In an embodiment, if the upper structure of the cantilever type pier 1 adopts segment assembly beam or whole-hole erection construction, the working condition of beam erection during the operation of the pier column 3 and the foundation can be checked. And related construction operation can be carried out under the condition of meeting the requirements of construction and stress.
The various embodiments/implementations provided herein may be combined with each other without contradiction.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110641406.8A CN113322796A (en) | 2021-06-09 | 2021-06-09 | Cantilever type pier and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110641406.8A CN113322796A (en) | 2021-06-09 | 2021-06-09 | Cantilever type pier and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113322796A true CN113322796A (en) | 2021-08-31 |
Family
ID=77420241
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110641406.8A Pending CN113322796A (en) | 2021-06-09 | 2021-06-09 | Cantilever type pier and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113322796A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005120719A (en) * | 2003-10-17 | 2005-05-12 | Toda Constr Co Ltd | Three-dimensional viaduct structure and its construction method |
| CN103952979A (en) * | 2014-05-05 | 2014-07-30 | 宁波市政工程建设集团股份有限公司 | Bracket-free construction device and construction method for steel-concrete superposed beam top plate |
| CN106012797A (en) * | 2016-07-25 | 2016-10-12 | 同济大学 | All-ground-anchor type single-tower double-span cable-stayed bridge structure and construction method thereof |
| CN111335155A (en) * | 2020-04-22 | 2020-06-26 | 中铁第五勘察设计院集团有限公司 | Railway assembled hollow pier and construction method thereof |
| CN215857176U (en) * | 2021-06-09 | 2022-02-18 | 中铁第四勘察设计院集团有限公司 | Cantilever type pier |
-
2021
- 2021-06-09 CN CN202110641406.8A patent/CN113322796A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005120719A (en) * | 2003-10-17 | 2005-05-12 | Toda Constr Co Ltd | Three-dimensional viaduct structure and its construction method |
| CN103952979A (en) * | 2014-05-05 | 2014-07-30 | 宁波市政工程建设集团股份有限公司 | Bracket-free construction device and construction method for steel-concrete superposed beam top plate |
| CN106012797A (en) * | 2016-07-25 | 2016-10-12 | 同济大学 | All-ground-anchor type single-tower double-span cable-stayed bridge structure and construction method thereof |
| CN111335155A (en) * | 2020-04-22 | 2020-06-26 | 中铁第五勘察设计院集团有限公司 | Railway assembled hollow pier and construction method thereof |
| CN215857176U (en) * | 2021-06-09 | 2022-02-18 | 中铁第四勘察设计院集团有限公司 | Cantilever type pier |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR100958014B1 (en) | Construction method of steel composite girder bridge | |
| CN113652966B (en) | Construction method of full-prefabricated assembly type concrete beam type bridge structure system | |
| JP5045214B2 (en) | Column head construction method | |
| CN111733692B (en) | A segmental pre-compressed assembled concrete pier structure and construction method thereof | |
| KR100949601B1 (en) | Method to expand existing bridge without going | |
| KR20130141276A (en) | Incremental launching apparatus for launching concrete slab for composite bridge using form of buried type | |
| CN107761542A (en) | One kind arch oblique pull combined system bridge and its construction method | |
| CN107858919A (en) | A kind of novel fabricated bridge extension joint | |
| CN104562944B (en) | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system | |
| CN215857176U (en) | Cantilever type pier | |
| KR100911148B1 (en) | Lightweight Coping of Bridges | |
| CN113265953A (en) | Prefabricated segmental bent cap | |
| JP4314712B2 (en) | Pier structure and its construction method | |
| CN113322796A (en) | Cantilever type pier and construction method | |
| CN217026682U (en) | Prefabricated segmental bent cap | |
| CN116377899A (en) | Construction method for reconstruction and extension of old bridge in water | |
| CN116397554A (en) | Construction process of false cantilever | |
| CN112502025B (en) | Segment bolted rigid frame bridge and construction method thereof | |
| KR100511464B1 (en) | Prestressed preflextion H-beam and method for building a T-shaped bridge pier using the H-beam | |
| CN111335167B (en) | Cross beam construction method using temporary prestress as temporary support | |
| CN113652967A (en) | Fully-prefabricated assembly type concrete beam type bridge structure system and construction method thereof | |
| CN106481109B (en) | A kind of cooling tower X inclined struts segmentation self-balancing construction method | |
| CN218643411U (en) | Tower crane foundation structure arranged in bridge median zone | |
| JPS6135325B2 (en) | ||
| KR100680591B1 (en) | H-beam girder bridge and its construction method using prestressed steel wire |
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 |