CN113642073A - Design and construction method of lightweight support of cable tower beam - Google Patents
Design and construction method of lightweight support of cable tower beam Download PDFInfo
- Publication number
- CN113642073A CN113642073A CN202110899218.5A CN202110899218A CN113642073A CN 113642073 A CN113642073 A CN 113642073A CN 202110899218 A CN202110899218 A CN 202110899218A CN 113642073 A CN113642073 A CN 113642073A
- Authority
- CN
- China
- Prior art keywords
- support
- bracket
- pouring
- load
- design
- 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 22
- 238000000034 method Methods 0.000 claims abstract description 25
- 238000002474 experimental method Methods 0.000 claims abstract description 7
- 238000004088 simulation Methods 0.000 claims abstract description 6
- 230000005483 Hooke's law Effects 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 4
- 230000006835 compression Effects 0.000 claims description 4
- 238000007906 compression Methods 0.000 claims description 4
- 230000000007 visual effect Effects 0.000 claims description 4
- 238000003825 pressing Methods 0.000 claims description 2
- 238000002360 preparation method Methods 0.000 abstract description 4
- 239000000463 material Substances 0.000 abstract description 2
- 238000005457 optimization Methods 0.000 abstract description 2
- 241001139947 Mida Species 0.000 description 4
- 238000005056 compaction Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- General Physics & Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Bridges Or Land Bridges (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention provides a design and construction method of a lightweight bracket of a cable tower beam, which comprises the following specific steps: dividing all pouring layers of the cable tower beam and determining the height of each pouring layer; preliminarily drawing up the structural form of the beam support and the type and parameters of the section of the support; determining the design load of the support structure; re-determining the type and parameters of the section of the bracket, and comparing the type and parameters with the preliminarily formulated result; repeating the first two steps until the deviation of the load values borne by the bracket compared before and after does not exceed the limit value N%; installing a support structure on site, and making support observation preparation; carrying out a support prepressing experiment; and (4) alternately carrying out beam layered pouring and bracket observation to finish beam pouring. Compared with the traditional method, the method can reduce the material consumption of the beam bracket and realize cost reduction and efficiency improvement; a design mode of multiple simulation and optimization is adopted, so that the design precision is ensured and the safety is improved; the method is applicable to various layered pouring constructions, and has a very wide application range.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a design and construction method of a lightweight support of a cable tower beam.
Background
The large-span bridge cable tower beam generally adopts a layered pouring method. For the design and construction of the beam support, the traditional method takes the dead weight of the whole beam and the live loads of personnel machines and tools and the like as design loads. In the traditional method, a portal rigid frame is not fully utilized, namely, the self bearing capacity of the portal frame structure is formed by a beam structure which is cast and formed firstly and two tower columns, so that the structural design of a beam support is unreasonable, the design load of the support is far greater than the actual load, and the waste of resources is caused.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a design and construction method of a lightweight bracket of a cable tower beam.
In order to achieve the purpose, the invention adopts the following technical scheme:
a design method of a lightweight support of a cable tower beam comprises the following specific steps:
dividing all pouring layers of a cable tower beam and determining the height of each pouring layer;
preliminarily drawing up the structural form of the beam support and the type and parameters of the cross section of the support according to the division result of the step one;
thirdly, simulating and analyzing the rigidity ratio of the portal rigid frame and the preliminarily formulated result of the second step by using simulation software, calculating load values of the upper-layer beam load distributed on the portal rigid frame and the support, and determining the structural design load of the support;
step four, simulating the design of the optimized support of the load born by the support according to the step three, re-determining the section type and parameters of the support, re-simulating and analyzing the load value of the upper-layer beam distributed on the optimized support, and comparing the value with the value of the load born by the support in the preliminary set result;
and step five, repeating the step three and the step four until the deviation of the load values borne by the bracket compared before and after does not exceed the limit value N%, and finishing the final design of the bracket.
Furthermore, in the second step, a tentative value Q ═ Q1+ (Q2+ Q3+. + Qj) × a% of the design load of the preliminary design of the beam support, where Qi is the weight of the concrete of the i-th layer of the layer, and a% is a proportional value, and through multiple engineering statistics, the number of times of repeated design can be effectively reduced when the value is 60%; and (3) primarily designing parameters such as a support structure form, a support section type and the like by taking the Q as a temporary design load and combining the spatial position and the type of the cross beam.
Furthermore, the 'portal rigid frame' in the third step is composed of two tower columns and the cable tower beam which is cast and formed for the first time, the 'portal rigid frame' is simulated by adopting beam units, the tower column finite element model needs to simulate variable cross section details, the cable tower beam which is cast and formed for the first time is simulated by adopting the beam units, and the cable tower beam finite element model which is cast and formed for the first time is directly connected with the tower column finite element model.
Further, the structure of the support in the third step is a preliminary design form in the second step, the support is simulated by adopting a beam unit, the support is built in a column base embedded part, and the root part of the support is provided with hinging constraint; and elastic connection is established between the support finite element model and the beam finite element model.
Further, the simulation analysis in the third step specifically includes: comparing and analyzing the rigidity of the portal rigid frame and the support by adopting a finite element method, applying loads of a beam structure to be poured on the portal rigid frame and the support finite element model, and applying the beam to be poured on the cable tower beam structure which is poured and formed for the first time in a uniformly distributed load mode; the load is distributed on the portal rigid frame and the support in a proportional relation with the rigidity of the support, and is expressed in the form of the counter force of the support; extracting the vertical counter force of the support of the tower column, namely part of load borne by the portal rigid frame; the counterforce of the column base of the bracket is part of the load borne by the bracket; and then the load sharing value of the layered beam to be poured on the support is obtained.
A construction method of a lightweight bracket of a cable tower beam comprises the following specific steps:
step A, adopting the final design prefabricated support obtained by the design method, installing a support structure on site, and making support observation preparation;
step B, carrying out a support prepressing experiment; the inelastic deformation and the uneven settlement of the bracket are eliminated, and the safety and the stability of the bracket structure are tested;
and step C, alternately carrying out beam layered pouring and bracket observation to finish beam pouring.
Further, the stent observation in the step C specifically includes: arranging an observation mark at a place which does not influence the construction and has a good visual field at the upper part of the bracket, and preparing settlement observation; according to Hooke's law, the size of the vertical load borne by the bracket can be deduced according to the compression settlement of the bracket.
Further, the step C specifically comprises: after the pre-pressing experiment is finished, cleaning the bracket; observing the initial reading of the support, pouring a first layer of cross beam, and observing the second reading of the support at the same temperature time period after pouring; and pouring the second layer of beam after the first layer of beam reaches the design strength, observing the support for reading again in the same temperature time period after pouring, and repeating the steps until the cable tower beam is poured alternately by layered pouring of the beam and settlement observation of the support.
The invention has the beneficial effects that:
(1) compared with the traditional method, the method can reduce the design load of the bracket by 20-25 percent, reduce the material consumption of the beam bracket by 20-25 percent, realize cost reduction and efficiency improvement and simultaneously realize certain breakthrough on the traditional cable tower beam construction technology;
(2) the invention adopts a design mode of multiple simulation and optimization, thereby ensuring the design precision and improving the safety;
(3) the method is applicable to layered pouring construction of bridge bent caps, layered pouring construction of thick-layer floor slabs of house buildings, layered pouring construction of deep beams and the like, and has a very wide application range.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a schematic diagram of a first embodiment;
FIG. 3 is a schematic view of the second embodiment;
the following detailed description will be made in conjunction with embodiments of the present invention with reference to the accompanying drawings.
Detailed Description
The invention is further illustrated by the following examples:
example one
The design method of the embodiment comprises the following specific steps:
dividing all pouring layers of a cable tower beam and determining the height of each pouring layer, wherein a horizontal beam is divided into two layers with equal height;
preliminarily drawing up the structural form of the beam support and the type and parameters of the cross section of the support according to the division result of the step one; the tentative value Q of the design load preliminarily designed by the beam support is Q1+ Q2A%, wherein Qi is the weight of the concrete of the ith layered layer, and the proportion value A% is 60%; taking Q as a temporary design load, and combining the spatial position and the type of the cross beam to carry out preliminary design on parameters such as the structural form of the bracket, the type of the section of the bracket and the like, wherein the preliminary design is a floor type steel pipe bracket;
thirdly, simulation software is used for carrying out simulation analysis on the rigidity ratio of the 'portal rigid frame' to the preliminarily drawn result in the second step, the simulation software can adopt Midas, SAP, Ansys, bridge doctor and other simulation software commonly used in the field, Midas is adopted in the embodiment, the load value of the upper-layer beam load distributed on the 'portal rigid frame' and the support is calculated, and the structural design load of the support is determined; the portal rigid frame is formed by two tower columns and a concave cable tower beam which is poured and formed for the first time, the portal rigid frame is simulated by a beam unit, a tower column finite element model needs to simulate variable section details, the cable tower beam which is poured and formed for the first time is simulated by the beam unit, and the cable tower beam finite element model which is poured and formed for the first time is directly connected with the tower column finite element model; the support is simulated by adopting a beam unit, the support is built on a column base embedded part, and the root part of the support is provided with hinged constraint; elastic connection is established between the bracket finite element model and the beam finite element model; comparing and analyzing the rigidity of the portal rigid frame and the support by adopting a finite element method, applying loads of a beam structure to be poured on the portal rigid frame and the support finite element model, and applying the beam to be poured on the cable tower beam structure which is poured and formed for the first time in a uniformly distributed load mode; the load is distributed on the portal rigid frame and the support in a proportional relation with the rigidity of the support, and is expressed in the form of the counter force of the support; extracting the vertical counter force of the support of the tower column, namely part of load borne by the portal rigid frame; the counterforce of the column base of the bracket is part of the load borne by the bracket; the load sharing value of the layered beam to be poured on the support is obtained;
step four, simulating the design of the optimized support of the load born by the support according to the step three, re-determining the section type and parameters of the support, re-simulating and analyzing the load value of the upper-layer beam distributed on the optimized support, and comparing the value with the value of the load born by the support in the preliminary set result;
and step five, repeating the step three and the step four until the deviation of the load values borne by the bracket compared before and after does not exceed the limit value of 5 percent, and finishing the final design of the bracket.
The construction method of the embodiment comprises the following specific steps:
step A, adopting the final design prefabricated support obtained by the design method, installing a support structure on site, and making support observation preparation;
step B, carrying out a support prepressing experiment; the inelastic deformation and the uneven settlement of the bracket are eliminated, and the safety and the stability of the bracket structure are tested;
step C, alternately performing beam layered pouring and bracket observation, finishing beam pouring, and cleaning the bracket after the pre-compaction is finished; observing the initial reading of the support, pouring a first layer of cross beam, and observing the second reading of the support at the same temperature time period after pouring; pouring the second layer of beams after the first layer of beams reach the designed strength, observing the support at the same temperature time period after pouring, reading again, and repeating the steps until the cable tower beam pouring is finished;
wherein, the support is observed specifically to be: arranging an observation mark at a place which does not influence the construction and has a good visual field at the upper part of the bracket, and preparing settlement observation; according to Hooke's law, the size of the vertical load borne by the bracket can be deduced according to the compression settlement of the bracket.
Example two
The design method of the embodiment comprises the following specific steps:
dividing all pouring layers of a cable tower beam and determining the height of each pouring layer, wherein the arc-shaped beam is divided into four layers in the embodiment, and closure is realized after the front three layers of beams are poured, so that Q1 in the original equation is the sum of the quality of the front three layers of concrete in the embodiment;
preliminarily drawing up the structural form of the beam support and the type and parameters of the cross section of the support according to the division result of the step one; the tentatively determined value Q of the design load preliminarily designed by the beam support is (Q1+ Q2+ Q3) + Q4A%, and the proportion value A% is 60%; taking Q as a temporary design load, and combining the spatial position and the type of the cross beam to carry out preliminary design on parameters such as the structural form of the bracket, the type of the section of the bracket and the like, wherein the preliminary design is a pre-buried bracket type bracket;
thirdly, simulation software is used for carrying out simulation analysis on the rigidity ratio of the 'portal rigid frame' to the preliminarily drawn result in the second step, the simulation software can adopt Midas, SAP, Ansys, bridge doctor and other simulation software commonly used in the field, Midas is adopted in the embodiment, the load value of the upper-layer beam load distributed on the 'portal rigid frame' and the support is calculated, and the structural design load of the support is determined; the portal rigid frame is formed by two tower columns and an arc cable tower beam poured and formed for the first three times, the portal rigid frame is simulated by a beam unit, a tower column finite element model needs to simulate variable section details, the arc cable tower beam poured and formed for the first three times is simulated by the beam unit, and the arc cable tower beam finite element model poured and formed for the first three times is directly connected with the tower column finite element model; the support is simulated by adopting a beam unit, the support is built on a column base embedded part, and the root part of the support is provided with hinged constraint; elastic connection is established between the bracket finite element model and the beam finite element model; comparing and analyzing the rigidity of the portal rigid frame and the support by adopting a finite element method, applying loads of a beam structure to be poured on the portal rigid frame and the support finite element model, and applying the beam to be poured on the arc cable tower beam structure which is poured and formed in the previous three times in a uniformly distributed load manner; the load is distributed on the portal rigid frame and the support in a proportional relation with the rigidity of the support, and is expressed in the form of the counter force of the support; extracting the vertical counter force of the support of the tower column, namely part of load borne by the portal rigid frame; the counterforce of the column base of the bracket is part of the load borne by the bracket; the load sharing value of the layered beam to be poured on the support is obtained;
step four, simulating the design of the optimized support of the load born by the support according to the step three, re-determining the section type and parameters of the support, re-simulating and analyzing the load value of the upper-layer beam distributed on the optimized support, and comparing the value with the value of the load born by the support in the preliminary set result;
and step five, repeating the step three and the step four until the deviation of the load values borne by the bracket compared before and after does not exceed the limit value of 5 percent, and finishing the final design of the bracket.
The construction method of the embodiment comprises the following specific steps:
step A, adopting the final design prefabricated support obtained by the design method, installing a support structure on site, and making support observation preparation;
step B, carrying out a support prepressing experiment; the inelastic deformation and the uneven settlement of the bracket are eliminated, and the safety and the stability of the bracket structure are tested;
step C, alternately performing beam layered pouring and bracket observation, finishing beam pouring, and cleaning the bracket after the pre-compaction is finished; observing the initial reading of the support, pouring a first layer of cross beam, and observing the second reading of the support at the same temperature time period after pouring; pouring the second layer of beams after the first layer of beams reach the designed strength, observing the support at the same temperature time period after pouring, reading again, and repeating the steps until the cable tower beam pouring is finished;
wherein, the support is observed specifically to be: arranging an observation mark at a place which does not influence the construction and has a good visual field at the upper part of the bracket, and preparing settlement observation; according to Hooke's law, the size of the vertical load borne by the bracket can be deduced according to the compression settlement of the bracket.
The present invention has been described in connection with the specific embodiments, and it is obvious that the specific implementation of the present invention is not limited by the above-mentioned manner, and it is within the protection scope of the present invention as long as various modifications are made by using the method concept and technical solution of the present invention, or the present invention is directly applied to other occasions without modification.
Claims (8)
1. A design method of a lightweight support of a cable tower beam is characterized by comprising the following specific steps:
dividing all pouring layers of a cable tower beam and determining the height of each pouring layer;
preliminarily drawing up the structural form of the beam support and the type and parameters of the cross section of the support according to the division result of the step one;
thirdly, simulating and analyzing the rigidity ratio of the portal rigid frame and the preliminarily formulated result of the second step by using simulation software, calculating load values of the upper-layer beam load distributed on the portal rigid frame and the support, and determining the structural design load of the support;
step four, simulating the design of the optimized support of the load born by the support according to the step three, re-determining the section type and parameters of the support, re-simulating and analyzing the load value of the upper-layer beam distributed on the optimized support, and comparing the value with the value of the load born by the support in the preliminary set result;
and step five, repeating the step three and the step four until the deviation of the load values borne by the bracket compared before and after does not exceed the limit value N%, and finishing the final design of the bracket.
2. The method for designing the lightweight bracket of the cable tower beam as claimed in claim 1, wherein in the second step, the tentative value of the design load of the preliminary design of the beam bracket is Q1+ (Q2+ Q3+. + Qj) a%, where Qi is the weight of the concrete in the i-th layer and a% is a proportional value; and (3) primarily designing parameters such as a support structure form, a support section type and the like by taking the Q as a temporary design load and combining the spatial position and the type of the cross beam.
3. The design method of a cable tower beam lightweight support according to claim 1, characterized in that in step three, a "portal rigid frame" is composed of two tower columns and a cable tower beam formed by first pouring, the "portal rigid frame" is simulated by using beam units, a tower column finite element model needs to simulate variable section details, the cable tower beam formed by first pouring is simulated by using beam units, and the cable tower beam finite element model formed by first pouring is directly connected with the tower column finite element model.
4. The design method of the cable tower beam lightweight bracket according to claim 3, characterized in that the structure of the bracket in the third step is a preliminary design form in the second step, the bracket is simulated by a beam unit, the bracket is built up in a column foot embedded part, and the root of the bracket is provided with a hinged constraint; and elastic connection is established between the support finite element model and the beam finite element model.
5. The method for designing the lightweight bracket of the cable tower beam according to claim 4, wherein the simulation analysis in the third step is specifically as follows: comparing and analyzing the rigidity of the portal rigid frame and the support by adopting a finite element method, applying loads of a beam structure to be poured on the portal rigid frame and the support finite element model, and applying the beam to be poured on the cable tower beam structure which is poured and formed for the first time in a uniformly distributed load mode; the load is distributed on the portal rigid frame and the support in a proportional relation with the rigidity of the support, and is expressed in the form of the counter force of the support; extracting the vertical counter force of the support of the tower column, namely part of load borne by the portal rigid frame; the counterforce of the column base of the bracket is part of the load borne by the bracket; and then the load sharing value of the layered beam to be poured on the support is obtained.
6. A construction method of a lightweight support of a cable tower beam is characterized by comprising the following specific steps:
step A, adopting a prefabricated support with final design completed by any one of claims 1-5, installing a support structure on site, and preparing for support observation;
step B, carrying out a support prepressing experiment; the inelastic deformation and the uneven settlement of the bracket are eliminated, and the safety and the stability of the bracket structure are tested;
and step C, alternately carrying out beam layered pouring and bracket observation to finish beam pouring.
7. The construction method of the cable tower beam lightweight bracket according to claim 6, further characterized in that the bracket observation in the step C is specifically: arranging an observation mark at a place which does not influence the construction and has a good visual field at the upper part of the bracket, and preparing settlement observation; according to Hooke's law, the size of the vertical load borne by the bracket can be deduced according to the compression settlement of the bracket.
8. The construction method of the cable tower beam lightweight bracket according to claim 6, wherein the step C is specifically: after the pre-pressing experiment is finished, cleaning the bracket; observing the initial reading of the support, pouring a first layer of cross beam, and observing the second reading of the support at the same temperature time period after pouring; and pouring the second layer of beam after the first layer of beam reaches the design strength, observing the support for reading again in the same temperature time period after pouring, and repeating the steps until the cable tower beam is poured alternately by layered pouring of the beam and settlement observation of the support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110899218.5A CN113642073B (en) | 2021-08-06 | 2021-08-06 | Design and construction method of lightweight bracket of cable tower beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110899218.5A CN113642073B (en) | 2021-08-06 | 2021-08-06 | Design and construction method of lightweight bracket of cable tower beam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113642073A true CN113642073A (en) | 2021-11-12 |
| CN113642073B CN113642073B (en) | 2024-03-22 |
Family
ID=78419867
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110899218.5A Active CN113642073B (en) | 2021-08-06 | 2021-08-06 | Design and construction method of lightweight bracket of cable tower beam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113642073B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114855667A (en) * | 2022-06-21 | 2022-08-05 | 中交公路规划设计院有限公司 | Modularized multifunctional integrated traffic portal frame and design method and installation method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106650130A (en) * | 2016-12-28 | 2017-05-10 | 湖南宝信云建筑综合服务平台股份有限公司 | Design method for large-span steel frame structure |
| CN107905109A (en) * | 2017-11-21 | 2018-04-13 | 重庆建工市政交通工程有限责任公司 | The loads such as the cast-in-place platform simulation of great-leap-forward bridge are segmented precompressed construction method |
| CN109740280A (en) * | 2019-01-14 | 2019-05-10 | 江西集银科技有限公司 | A kind of bridge hanging basket parameter calculates and emulation mode |
| CN111576231A (en) * | 2020-05-28 | 2020-08-25 | 广西交科集团有限公司 | Optimization design method for layered pouring concrete beam of upper bracket of soft foundation |
| CN112195797A (en) * | 2020-08-21 | 2021-01-08 | 中铁五局集团第四工程有限责任公司 | Closure construction method for continuous beam bridge |
| CN112784333A (en) * | 2020-12-22 | 2021-05-11 | 中冶南方城市建设工程技术有限公司 | Design method of cast-in-place concrete box girder beam |
-
2021
- 2021-08-06 CN CN202110899218.5A patent/CN113642073B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106650130A (en) * | 2016-12-28 | 2017-05-10 | 湖南宝信云建筑综合服务平台股份有限公司 | Design method for large-span steel frame structure |
| CN107905109A (en) * | 2017-11-21 | 2018-04-13 | 重庆建工市政交通工程有限责任公司 | The loads such as the cast-in-place platform simulation of great-leap-forward bridge are segmented precompressed construction method |
| CN109740280A (en) * | 2019-01-14 | 2019-05-10 | 江西集银科技有限公司 | A kind of bridge hanging basket parameter calculates and emulation mode |
| CN111576231A (en) * | 2020-05-28 | 2020-08-25 | 广西交科集团有限公司 | Optimization design method for layered pouring concrete beam of upper bracket of soft foundation |
| CN112195797A (en) * | 2020-08-21 | 2021-01-08 | 中铁五局集团第四工程有限责任公司 | Closure construction method for continuous beam bridge |
| CN112784333A (en) * | 2020-12-22 | 2021-05-11 | 中冶南方城市建设工程技术有限公司 | Design method of cast-in-place concrete box girder beam |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114855667A (en) * | 2022-06-21 | 2022-08-05 | 中交公路规划设计院有限公司 | Modularized multifunctional integrated traffic portal frame and design method and installation method thereof |
| WO2023246476A1 (en) * | 2022-06-21 | 2023-12-28 | 中交公路规划设计院有限公司 | Modular multifunctional integrated traffic gantry, and design method and mounting method therefor |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113642073B (en) | 2024-03-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108319755B (en) | Whole-process optimization method for construction of super high-rise hydraulic climbing formwork scaffold | |
| CN109811931A (en) | A kind of fabricated shear wall building structure and its construction method based on BIM | |
| CN101200916B (en) | Construction method of prestressed suspension type building structure | |
| CN115048695B (en) | Intelligent arrangement system and method for formwork support frames of house building engineering | |
| CN101566013A (en) | Main factory building structure system for large-scale thermal power plant | |
| CN101736909A (en) | Method for restoring building construction with bottom frame posts damaged by vibration | |
| CN111395532A (en) | Installation and construction method for large-span half-opening elliptical spherical reticulated shell | |
| CN112195797B (en) | Closure construction method for continuous beam bridge | |
| CN113642073A (en) | Design and construction method of lightweight support of cable tower beam | |
| CN105302938B (en) | A kind of assembly type Internal Force of Truss computational methods | |
| CN114781047A (en) | Dynamo-based concrete beam and slab template system internal force calculation method | |
| CN110206153B (en) | Reverse construction method for steel reinforced concrete structure | |
| CN108416076A (en) | A kind of assembled architecture design method based on BIM technology | |
| Fan et al. | Investigation of construction vertical deformation and pre-deformation control for three super high-rise buildings | |
| CN111797449B (en) | Method for judging reasonable height of layered pouring concrete beam | |
| Ma et al. | Vertical deformation analysis of a high‐rise building with high‐position connections | |
| CN103161322A (en) | Reinforcing method and reinforcing structure of improvement of original construction floor structure | |
| Wang et al. | Seismic collapse resistance performance on out-jacketing frames with concrete-encased CFST columns for adding storeys | |
| CN207436487U (en) | A kind of cylindrical concrete construction form and shoring system | |
| CN111783189A (en) | Method for judging reasonable bracket height of layered pouring concrete | |
| CN112883621A (en) | Method for acquiring positions of steel bar joints in irregular plate column shear wall under finite element analysis | |
| Pei et al. | Design and key construction technology of steel-concrete-steel sandwich composite pylon for a large span cable-stayed bridge | |
| CN104318014A (en) | Computing method of binary simulation steel and concrete combined members | |
| CN111709067B (en) | Assembly type framework structure automatic splitting optimization method based on LINGO software | |
| Lv et al. | Seismic Performance of precast concrete frame with innovative assembly pattern |
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 |