CN105203398B - Purlin formula arch bridge considers the experiment loading device and method of web member node stress amplitude - Google Patents
Purlin formula arch bridge considers the experiment loading device and method of web member node stress amplitude Download PDFInfo
- Publication number
- CN105203398B CN105203398B CN201510667179.0A CN201510667179A CN105203398B CN 105203398 B CN105203398 B CN 105203398B CN 201510667179 A CN201510667179 A CN 201510667179A CN 105203398 B CN105203398 B CN 105203398B
- Authority
- CN
- China
- Prior art keywords
- base
- rigid
- purlin
- node
- node component
- 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.)
- Expired - Fee Related
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The present invention relates to the experiment loading device and method that a kind of purlin formula arch bridge considers web member node stress amplitude, belong to bridge structure experimental technique field；Its technical solution is to include counter-force terrace and counter force wall, rigid reaction frame is provided with the counter-force terrace, the member base for placing purlin formula arch node component is additionally provided with the counter-force terrace, the vertical rigid base that can slide up and down is installed on the rigidity reaction frame, the horizontal hydraulic pressure jack of purlin formula arch node component chord member axis direction is provided perpendicular on the vertical rigid base, two inclination rigid bases that can slide up and down are installed on the counter force wall, the tension and compression jack along purlin formula arch node component web member axis direction is respectively arranged with the inclination rigid base.The present invention is applied with the load perpendicular to chord member axis to consider influence of the vertical force of sunpender generation to web member, and the stress of loading procedure and formula arch structure in purlin in Practical Project is more consistent, can more truly reflect the failure mode at node.
Description
Technical field
The present invention relates to the experiment loading device and method that a kind of purlin formula arch bridge considers web member node stress amplitude, belong to bridge
Girder construction experimental technique field.
Background technology
At present, CFST Arch Bridge has become a kind of more important bridge type of China, is completed more than 300, it is maximum across
Footpath reaches 530m；Wherein, Filled Steel Tubular Arch Bridge of the across footpath more than 100m uses lattice section mostly（Reach 60%）；
Across footpath all employs lattice section substantially more than 150m.For the destruction master of the arch rib of Concrete Filled Steel Tube Truss Arch arch structure
Occur at the position of node, therefore the failure mode of Concrete Filled Steel Tube Truss Arch arch structure is also increasingly subject to the weight of scholar
Depending on.
The loading characteristic of Concrete Filled Steel Tube Truss Arch arch structure is between lattice column and trusses, i.e., the spy of existing compression column
Point and the loading characteristic for having girder truss.Research shows that the stress performance of concrete filled steel tube lattice column and Concrete-Filled Steel Tube Truss Girder Under has
There is obvious difference, failure mode is also different.The failure mode of concrete filled steel tube lattice column is usually main chord tube strength failure
Or unstable failure is bent, the failure mode of this and concrete filled steel tube braced arch structure node has certain something in common.Difference
It is in for house architectural structure etc., the force modes of concrete filled steel tube lattice column are bending component, web member stress ratio
It is smaller, but for steel-tube concrete girder arch bridge, web member stress is larger（Such as the vertical force of sunpender）, thus be also important
Primary structure member.
It is usually that purlin formula arch is equivalent into lattice column or trusses during conventional Concrete Filled Steel Tube Truss Arch arch Joints loading, section
Point is loaded as the bending component similar to lattice column or trusses, only accounts for the compression that main chord tube compression effect produces
Amplitude etc., have ignored the vertical force that web member is produced by sunpender effect.However, for steel-tube concrete girder arch bridge, sunpender
Effect and stress amplitude of the vertical force to web member have a great influence, should give consideration.
The content of the invention
In order to more specifically and truly reflect the stress amplitude of main chord and web member node in steel-tube concrete girder arch bridge
Problem, it is an object of the invention to provide a kind of purlin formula arch bridge novel in design, easy to operate and reliable results to consider web member section
The experiment loading device and method of point stress amplitude.
To achieve these goals, a technical solution of the invention is：A kind of purlin formula arch bridge considers web member node stress width
The experiment loading device of value, including counter-force terrace and counter force wall, are provided with rigid reaction frame, the rigidity on the counter-force terrace
Rigid reaction beam is provided with reaction frame, the component bottom for placing purlin formula arch node component is additionally provided with the counter-force terrace
Seat, the member base are located at the lower section of rigid reaction beam, are provided with and are can slide up and down vertically just on the rigidity reaction frame
Property base, the horizontal hydraulic pressure that purlin formula arch node component chord member axis direction is provided perpendicular on the vertical rigid base is very heavy
Push up, two inclination rigid bases that can slide up and down are installed on the counter force wall, are set respectively on the inclination rigid base
There is the tension and compression jack along purlin formula arch node component web member axis direction, be provided with what can be horizontally slipped on the rigidity reaction beam
Horizontal stiffness base, the vertical hydraulic thousand along purlin formula arch node component chord member axis direction is provided with the horizontal stiffness base
Jin top.
Further, the bottom plate of the rigid reaction frame is anchored on counter-force terrace by bolt.
Further, the rigid reaction beam is anchored on rigid reaction frame by high-strength bolt or screw rod.
Further, the both ends of the member base are reserved with anchor plate respectively, and the anchor plate of lower end passes through bolt
It is anchored on counter-force terrace, the anchor plate of upper end is used for the bottom plate that purlin formula arch node component is bolted.
Further, the material of the member base is concrete or steel.
Further, vertical rigid base, inclination rigid base and the horizontal stiffness base are to be slided along bottom side roller bearing
Dynamic directional support.
To achieve these goals, another technical solution of the invention is：A kind of purlin formula arch bridge considers web member node stress
The experiment loading method of amplitude, comprises the following steps：
（1）Preceding designed position sets up rigid reaction frame and rigid reaction beam according to the experiment, the bottom plate of rigid reaction frame with
Counter-force terrace is anchored together with bolt, and rigid reaction beam is anchored with rigid reaction frame by high-strength bolt or screw rod.
（2）The member base made in advance is installed, and formula arch node component in purlin is placed on member base, component bottom
The bottom plate that the anchor plate that seat both ends are reserved encircles node component by bolt with counter-force terrace and purlin formula respectively is connected, member base
Upper and lower end anchor plate according to purlin formula encircle node component bottom plate size make.
（3）In the precalculated position of rigid reaction frame, installation can slide up and down vertical rigid base, and by horizontal hydraulic pressure thousand
Jin top is installed on vertical rigid base, vertical by the loading axis for adjusting vertical rigid base horizontal hydraulic pressure jack
In the chord member axis of purlin formula arch node component, to apply the load perpendicular to chord member axis direction to purlin formula arch node component；
Chord member towards setting the loading blocks for being used for concentrated loading at the position of horizontal hydraulic pressure jack, the both ends of loading blocks respectively with
Purlin formula arch node component and load plate welding, load plate are connected with horizontal hydraulic pressure jack.
（4）Two inclination rigid bases that can slide up and down are installed in the desired height position of counter force wall, and two are drawn
Pressure jack is separately mounted to two and tilts on rigid base, tension and compression jack end and the web ends of purlin formula arch node component
Reserved connecting plate is anchored with bolt, and the loading axis and purlin formula arch that rigid base tension and compression jack is tilted by adjusting save
The corresponding web member axis of point component overlaps, to apply the load along web member axis direction to purlin formula arch node component；Pass through level
The stress amplitude of hydraulic jack and tension and compression jack adjustment node web member, to reach more actually stress, and obtains true
The failure mode of real state lower node.
（5）In the horizontal stiffness base that can horizontally slip of the precalculated position of rigid reaction beam installation, and by vertical hydraulic thousand
Jin top is installed on horizontal stiffness base, by the loading axis and the purlin that adjust horizontal stiffness base vertical hydraulic jack
The chord member axis of formula arch node component overlaps, to apply the load along chord member axis direction to purlin formula arch node component.
Further, the material of the member base is concrete or steel.
Further, vertical rigid base, inclination rigid base and the horizontal stiffness base are to be slided along bottom side roller bearing
Dynamic directional support.
Compared with prior art, the invention has the advantages that：The stress amplitude problem of main chord is not only allowed for,
And taken into full account the stress amplitude problem of the web member at the formula arch bridge interior joint of purlin, by along perpendicular to chord member axis direction and
Along the stress amplitude of the jack adjustment node web member of web member axis direction, that is, the load perpendicular to chord member axis is applied with to examine
Consider influence of the vertical force to web member that sunpender produces, more actually stress reached with this, loading procedure with Practical Project
The stress of purlin formula arch structure is more consistent, can more truly reflect the failure mode at braced arch structure node.
Brief description of the drawings
Fig. 1 is the structure diagram of the embodiment of the present invention.
Fig. 2 is the structure diagram of the embodiment of the present invention.
Marked in figure：1- counter-force terraces, 2- counter force walls, 3- member bases, 4- rigidity reaction frames, 5- purlins formula arch node structure
Part, 6- horizontal hydraulic pressure jack, the vertical rigid bases of 7-, 8- rigidity reaction beams, 9- screw rods and nut, 10- tilt rigid base,
11- tension and compression jack, 12- horizontal stiffness bases, 13- vertical hydraulic jack, 14- loading blocks, 15- load plates, 16- roller bearings.
Embodiment
To make the foregoing features and advantages of the present invention clearer and more comprehensible, special embodiment below, and coordinate attached drawing, make detailed
Carefully it is described as follows.
As shown in Figure 1 and 2, a kind of experiment loading device of purlin formula arch bridge consideration web member node stress amplitude, including counter-force
Level ground 1 and counter force wall 2, rigid reaction frame 4 is provided with the counter-force terrace 1, rigid counter-force is provided with the rigidity reaction frame 4
Beam 8, the member base 3 for placing purlin formula arch node component 5, the member base 3 are additionally provided with the counter-force terrace 1
In the lower section of rigid reaction beam 8, the vertical rigid base 7 that can slide up and down is installed on the rigidity reaction frame 4, it is described vertical
The horizontal hydraulic pressure jack 6 of purlin formula arch 5 chord member axis direction of node component, the counter-force are provided perpendicular on rigid base 7
Two inclination rigid bases 10 that can slide up and down are installed on wall 2, are respectively arranged with the inclination rigid base 10 along purlin
Formula encircles the tension and compression jack 11 of 5 web member axis direction of node component, and the water that can be horizontally slipped is provided with the rigidity reaction beam 8
Flat rigid base 12, the vertical liquid along purlin formula arch 5 chord member axis direction of node component is provided with the horizontal stiffness base 12
Press jack 13.
In the present embodiment, the bottom plate of the rigid reaction frame 4 is anchored on counter-force terrace 1 by bolt, the rigidity
Reaction beam 8 is anchored on rigid reaction frame 4 by high-strength bolt or screw rod.
In the present embodiment, the both ends of the member base 3 can be reserved with anchor plate respectively, and the anchor plate of lower end leads to
Cross bolt to be anchored on counter-force terrace 1, the anchor plate of upper end is used for the bottom plate that purlin formula arch node component 5 is bolted.
The material of the member base 3 can select concrete or steel, can also be the combination of the two certainly.
In the present embodiment, vertical rigid base 7, inclination rigid base 10 and the horizontal stiffness base 12 are the bottom of along
Sidewinder the directional support of the slip of axis 16.
As shown in Figure 1 and 2, a kind of purlin formula arch bridge considers the experiment loading method of web member node stress amplitude, including following step
Suddenly：
（1）Preceding designed position sets up rigid reaction frame 4 and rigid reaction beam 8, the bottom plate of rigid reaction frame 4 according to the experiment
With counter-force terrace 1 with together with bolt anchoring, rigid reaction beam 8 is anchored with rigid reaction frame 4 by high-strength bolt or screw rod.
（2）The member base 3 made in advance is installed, and formula arch node component 5 in purlin is placed on member base 3, structure
The bottom plate that the anchor plate that 3 both ends of part base are reserved encircles node component 5 by bolt with counter-force terrace 1 and purlin formula respectively is connected,
The size that the anchor plate of the upper and lower end of member base 3 encircles 5 bottom plate of node component according to purlin formula makes.
（3）In the precalculated position of rigid reaction frame 4, installation can slide up and down vertical rigid base 7, and by horizontal hydraulic pressure
Jack 6 is installed on vertical rigid base 7, by the loading axis for adjusting vertical 7 horizontal hydraulic pressure jack 6 of rigid base
Line is applied perpendicular to chord member axis direction perpendicular to the chord member axis of purlin formula arch node component 5 with encircleing node component 5 to purlin formula
Load；In chord member towards setting the loading blocks 14 for being used for concentrated loading, loading blocks 14 at the position of horizontal hydraulic pressure jack 6
Both ends encircle node component 5 and load plate 15 with purlin formula respectively and weld, load plate 15 is connected with horizontal hydraulic pressure jack 6 with bolt
Connect.
（4）Two inclination rigid bases 10 that can slide up and down are installed in the desired height position of counter force wall 2, and by two
Tension and compression jack 11 is separately mounted to two and tilts on rigid base 10,11 end of tension and compression jack and purlin formula arch node component 5
The connecting plate reserved of web ends anchored with bolt, pass through the loading for adjusting and tilting 10 tension and compression jack 11 of rigid base
Axis is overlapped to the corresponding web member axis of purlin formula arch node component 5, to apply purlin formula arch node component 5 along web member axis direction
Load；The stress amplitude of node web member is adjusted by horizontal hydraulic pressure jack 6 and tension and compression jack 11, to reach more actually
Stress, and obtain the failure mode of time of day lower node.
（5）In the horizontal stiffness base 12 that can horizontally slip of the precalculated position of rigid reaction beam 8 installation, and by vertical hydraulic
Jack 13 is installed on horizontal stiffness base 12, by adjusting adding for 12 vertical hydraulic jack 13 of horizontal stiffness base
The chord member axis that axis is carried with purlin formula arch node component 5 overlaps, to apply purlin formula arch node component 5 along chord member axis direction
Load.
In the present embodiment, when the tension and compression jack 11 is further applied load to web member, to be set and inclined according to the angle of web member
Oblique rigid base 10, the rigid base 10 that tilts is the loading direction for adjusting the tension and compression jack 11 to web member loading.
In the present embodiment, the shape of the load plate 15 is identical with the tip shapes of horizontal hydraulic pressure jack 6 or tries one's best
It is similar, in order to which the two is anchored by bolt, and the loading axis of horizontal hydraulic pressure jack 6 is passed through 15 center of load plate.
The present invention is not limited to above-mentioned preferred forms, anyone can draw other under the enlightenment of the present invention
Various forms of purlin formula arch bridges consider the experiment loading device and method of web member node stress amplitude.It is all according to the present patent application patent
The equivalent changes and modifications that scope is done, should all belong to the covering scope of the present invention.
Claims (3)
1. a kind of purlin formula arch bridge considers the experiment loading method of web member node stress amplitude, it is characterised in that the experiment of use adds
Carry and put including counter-force terrace and counter force wall, rigid reaction frame is provided with the counter-force terrace, is set on the rigidity reaction frame
Rigid reaction beam is equipped with, the member base for placing purlin formula arch node component, the structure are additionally provided with the counter-force terrace
Part base is located at the lower section of rigid reaction beam, and the vertical rigid base that can slide up and down, institute are provided with the rigidity reaction frame
The horizontal hydraulic pressure jack that purlin formula arch node component chord member axis direction is provided perpendicular on vertical rigid base is stated, it is described anti-
Two inclination rigid bases that can slide up and down are installed on power wall, is respectively arranged with along purlin formula and encircles on the inclination rigid base
The tension and compression jack of node component web member axis direction, it is described rigidity reaction beam on the horizontal stiffness bottom that can be horizontally slipped is installed
, the vertical hydraulic jack along purlin formula arch node component chord member axis direction is provided with the horizontal stiffness base；
Experiment loading method comprises the following steps：
（1）Preceding designed position sets up rigid reaction frame and rigid reaction beam, the bottom plate and counter-force of rigid reaction frame according to the experiment
Terrace is anchored together with bolt, and rigid reaction beam is anchored with rigid reaction frame by high-strength bolt or screw rod；
（2）The member base made in advance is installed, and formula arch node component in purlin is placed on member base, member base two
The bottom plate that the reserved anchor plate in end encircles node component by bolt with counter-force terrace and purlin formula respectively is connected, member base
The size that the anchor plate of upper and lower end encircles node component bottom plate according to purlin formula makes；
（3）In the precalculated position of rigid reaction frame, installation can slide up and down vertical rigid base, and by horizontal hydraulic pressure jack
On vertical rigid base, by adjusting the loading axis of vertical rigid base horizontal hydraulic pressure jack perpendicular to purlin
Formula encircles the chord member axis of node component, to apply the load perpendicular to chord member axis direction to purlin formula arch node component；In chord member
One loading blocks for being used for concentrated loading is set at towards the position of horizontal hydraulic pressure jack, the both ends of loading blocks respectively with purlin formula
Encircle node component and load plate welding, load plate is connected with horizontal hydraulic pressure jack；
（4）Install two in the desired height position of counter force wall and can slide up and down and tilt rigid bases, and by two tension and compression thousand
Jin top is separately mounted to two and tilts on rigid base, and tension and compression jack end and the web ends of purlin formula arch node component are reserved
Connecting plate anchored with bolt, pass through and adjust the loading axis for tilting rigid base tension and compression jack and encircle node structure with purlin formula
The corresponding web member axis of part overlaps, to apply the load along web member axis direction to purlin formula arch node component；Pass through horizontal hydraulic pressure
The stress amplitude of jack and tension and compression jack adjustment node web member, to reach more actually stress, and obtains true shape
The failure mode of state lower node；
（5）In the horizontal stiffness base that can horizontally slip of the precalculated position of rigid reaction beam installation, and by vertical hydraulic jack
On horizontal stiffness base, encircleed by the loading axis for adjusting horizontal stiffness base vertical hydraulic jack with purlin formula
The chord member axis of node component overlaps, to apply the load along chord member axis direction to purlin formula arch node component.
2. formula arch bridge in purlin according to claim 1 considers the experiment loading method of web member node stress amplitude, its feature exists
In：The material of the member base is concrete or steel.
3. formula arch bridge in purlin according to claim 1 considers the experiment loading method of web member node stress amplitude, its feature exists
In：Vertical rigid base, inclination rigid base and the horizontal stiffness base are the directional support slided along bottom side roller bearing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510667179.0A CN105203398B (en) | 2015-10-16 | 2015-10-16 | Purlin formula arch bridge considers the experiment loading device and method of web member node stress amplitude |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510667179.0A CN105203398B (en) | 2015-10-16 | 2015-10-16 | Purlin formula arch bridge considers the experiment loading device and method of web member node stress amplitude |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105203398A CN105203398A (en) | 2015-12-30 |
| CN105203398B true CN105203398B (en) | 2018-04-13 |
Family
ID=54951196
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510667179.0A Expired - Fee Related CN105203398B (en) | 2015-10-16 | 2015-10-16 | Purlin formula arch bridge considers the experiment loading device and method of web member node stress amplitude |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105203398B (en) |
Families Citing this family (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105651614A (en) * | 2016-01-25 | 2016-06-08 | 西南交通大学 | Experiment loading device for shield segment and straight beam |
| CN107202738B (en) * | 2017-07-25 | 2023-02-28 | 福州大学 | Node fatigue test loading device and using method |
| CN108254176A (en) * | 2018-02-07 | 2018-07-06 | 新誉集团有限公司 | Structural member strength testing device and double K node structural member strength test methods |
| CN108507765A (en) * | 2018-02-13 | 2018-09-07 | 太原理工大学 | A kind of universal reaction frame for loading and its assembly method |
| CN108332962B (en) * | 2018-03-28 | 2023-06-06 | 广州大学 | Experimental loading device and method for parallel assembly double-arch out-of-plane instability |
| CN108731933B (en) * | 2018-07-06 | 2024-02-09 | 郑州四维机电装备制造有限公司 | Test head assembly for loading tail beams or shield beams and hydraulic support test bed |
| CN109540679B (en) * | 2018-11-26 | 2023-10-27 | 山东交通学院 | Vibration-proof and stretching experiment system for bridge member and adjustable base |
| CN113433008B (en) * | 2021-06-07 | 2022-06-21 | 天津大学 | Deep level platform welded joint test system |
| CN113689765B (en) * | 2021-08-27 | 2023-05-12 | 重庆交通大学 | Test arch abutment platform with adjustable span and test method thereof |
| CN117647391B (en) * | 2024-01-30 | 2024-04-12 | 合肥工业大学 | Test method for measuring stress condition of tree-shaped space nodes |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101105428A (en) * | 2007-07-10 | 2008-01-16 | 浙江大学 | Armoured concrete test teaching integrated loading device |
| CN103115828A (en) * | 2013-01-25 | 2013-05-22 | 苏州科技学院 | Component combined torsion experimental device and method |
| CN205003027U (en) * | 2015-10-16 | 2016-01-27 | 福州大学 | Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge |
-
2015
- 2015-10-16 CN CN201510667179.0A patent/CN105203398B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101105428A (en) * | 2007-07-10 | 2008-01-16 | 浙江大学 | Armoured concrete test teaching integrated loading device |
| CN103115828A (en) * | 2013-01-25 | 2013-05-22 | 苏州科技学院 | Component combined torsion experimental device and method |
| CN205003027U (en) * | 2015-10-16 | 2016-01-27 | 福州大学 | Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge |
Non-Patent Citations (7)
| Title |
|---|
| Static Strength of Axially Loaded Tubular K-Joints.I:Behavior;MMK Lee et al.;《Journal of Structural Engineering》;19990228;第125卷(第2期);第194-201页 * |
| Tests of X- and K-Joints in SHS Stainless Steel Tubes;KJR Rasmussen, B Young;《Journal of Structural Engineering》;20011031;第127卷(第10期);第1173-1182页 * |
| 圆管截面桁梁极限承载力试验研究;陈宝春 等;《建筑结构学报》;20070702;第28卷(第3期);第31-36页 * |
| 多层钢框架梁柱连接节点抗震性能研究;***;《哈尔滨工业大学工学博士学位论文》;20041231;第27-73页 * |
| 平面K型圆钢管搭接节点静力性能的试验研究;赵宪忠 等;《建筑结构学报》;20060927;第27卷(第4期);第23-29、36页 * |
| 弦杆轴向压力作用下K型、KK型间隙方管节点静力工作性能的试验研究;张壮南 等;《土木工程学报》;20051027;第38卷(第4期);第32-37页 * |
| 腹杆形式对钢管混凝土桁梁受力性能影响的研究;黄文金 等;《建筑结构学报》;20090430;第30卷(第1期);第55-61页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105203398A (en) | 2015-12-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105203398B (en) | Purlin formula arch bridge considers the experiment loading device and method of web member node stress amplitude | |
| JP4542048B2 (en) | How to build an arch bridge | |
| CN101787732B (en) | Cable-stayed multi-layer framework structure and construction control method thereof | |
| KR100989586B1 (en) | Girder for rahmen structure, the making method and bridge construction method using girder for rahmen structure | |
| CN107761542B (en) | A kind of arch oblique pull combined system bridge and its construction method | |
| CN106351462A (en) | Temporary steel pipe supported prestressed reinforcement structure and construction method thereof | |
| KR102067254B1 (en) | Negative moment reinforcement structure using girder and cross beam and method for constructing this same | |
| CN110793871A (en) | Integral self-balancing masonry integral shear test device | |
| KR101567628B1 (en) | The jackup device for the extension and floor increase | |
| CN212533752U (en) | Bridge construction support | |
| CN108708297A (en) | Punching stick anchor ear support device | |
| CN108547226A (en) | A kind of determining cable-stayed bridge leaning tower non-stayed cable segment king-post holder | |
| US20120011781A1 (en) | Perimeter wall support system for a manufactured home | |
| KR102000675B1 (en) | Adjustable Stiffener For Steel Pipe Strut | |
| CN205003027U (en) | Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge | |
| CN213115617U (en) | Reinforcing apparatus of reinforced concrete roof beam | |
| CN211974335U (en) | Load conversion structure of I-shaped steel beam for bottom of high and large formwork support frame of cross-shaped oblique crossing beam | |
| CN109680872A (en) | A kind of assembling type steel structure bearing column | |
| CN112252167B (en) | Bridge capping beam and construction method | |
| KR101586376B1 (en) | Structure lifting method using steel pipe member with lifting jack | |
| CN109235267B (en) | Construction method for pre-pressing tower column cross beam support | |
| CN208685454U (en) | A kind of determining cable-stayed bridge leaning tower non-stayed cable segment king-post bracket | |
| CN102587404B (en) | Construction method for large-sized blast furnace foundation | |
| CN214939356U (en) | Temporary pier | |
| CN219993240U (en) | Construction elevator basis side direction device that returns top |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180413 Termination date: 20211016 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |