CN105203398A - Experiment loading device and method considering stress amplitude of web member joint and applied to truss arch bridge - Google Patents
Experiment loading device and method considering stress amplitude of web member joint and applied to truss arch bridge Download PDFInfo
- Publication number
- CN105203398A CN105203398A CN201510667179.0A CN201510667179A CN105203398A CN 105203398 A CN105203398 A CN 105203398A CN 201510667179 A CN201510667179 A CN 201510667179A CN 105203398 A CN105203398 A CN 105203398A
- Authority
- CN
- China
- Prior art keywords
- base
- purlin
- lifting jack
- web member
- node
- 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
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to an experiment loading device and method considering the stress amplitude of a web member joint and applied to a truss arch bridge and belongs to the technical field of bridge structure experiments. The technical scheme is that the experiment loading device comprises a reaction floor and a reaction wall, wherein a rigid reaction frame is arranged on the reaction floor, a member base for arranging a truss arch joint member is further arranged on the reaction floor, a vertical rigid base capable of sliding up and down is mounted on the rigid reaction frame, a horizontal hydraulic jack perpendicular to the axial direction of a chord member of the truss arch joint member is arranged on the vertical rigid base, two inclined rigid bases capable of sliding up and down are mounted on the reaction wall, and tension-compression jacks in the axial direction of a web member of the truss arch joint member are arranged on the inclined rigid base respectively. Load perpendicular to the axis of the chord member is applied to consider the influence of the vertical force generated by a derrick boom on the web member, stress of the truss arch structure in the loading process and the stress of the truss arch structure in actual engineering are relatively consistent, and a damage mode at the joint can be reflected more truly.
Description
Technical field
The present invention relates to experiment charger and the method that web member node stress amplitude considered by a kind of purlin formula arch bridge, belong to bridge structure experimental technique field.
Background technology
At present, CFST Arch Bridge has become the more important a kind of bridge type of China, and built more than 300, largest span reaches 530m; Wherein, lattice cross section (reaching 60%) is mostly adopted across footpath more than the Filled Steel Tubular Arch Bridge of 100m; Across footpath more than 150m, substantially all have employed lattice cross section.Destruction for the arch rib of Concrete Filled Steel Tube Truss Arch arch structure mainly occurs in the position of node, and therefore the failure mode of Concrete Filled Steel Tube Truss Arch arch structure is also more and more subject to the attention of scholar.
The loading characteristic of Concrete Filled Steel Tube Truss Arch arch structure between lattice column and trusses, not only existing compression column feature, but also have the loading characteristic of girder truss.Research shows, concrete filled steel tube lattice column and the stress performance of Concrete-Filled Steel Tube Truss Girder Under have significantly different, and failure mode is also different.The failure mode of concrete filled steel tube lattice column is generally main chord tube strength failure or press-bending unstable failure, and the failure mode of this and concrete filled steel tube braced arch structure node has certain something in common.Difference is for house architectural structure etc., the force modes of concrete filled steel tube lattice column is bending component, and web member is stressed smaller, but for steel-tube concrete girder arch bridge, web member stressed comparatively large (vertical force as suspension rod) is thus also important primary structure member.
Conventional Concrete Filled Steel Tube Truss Arch arch Joints becomes lattice column or trusses the equivalence of purlin formula arch when loading usually, node loads as the bending component being similar to lattice column or trusses, only consider the compressive stress amplitude etc. that the effect of main chord tube pressurized produces, have ignored the vertical force that web member produces by suspension rod effect.But for steel-tube concrete girder arch bridge, the vertical force of suspension rod affects comparatively large on the effect of web member and stress amplitude, should give consideration.
Summary of the invention
In order to reflect more specifically and truly the stress amplitude problem of main chord and web member node in steel-tube concrete girder arch bridge, the object of the present invention is to provide a kind of modern design, experiment charger and the method that web member node stress amplitude considered by the easy to operate and purlin formula arch bridge of reliable results.
To achieve these goals, a technical scheme of the present invention is: the experiment charger of web member node stress amplitude considered by a kind of purlin formula arch bridge, comprise counter-force terrace and counter force wall, described counter-force terrace is provided with rigidity reaction frame, described rigidity reaction frame is provided with rigidity reaction beam, described counter-force terrace is also provided with the member base for laying purlin formula arch node component, described member base is positioned at the below of rigidity reaction beam, described rigidity reaction frame is provided with the vertical rigid base that can slide up and down, described vertical rigid base is provided with the horizontal hydraulic pressure lifting jack perpendicular to purlin formula arch node component chord member axis direction, described counter force wall is provided with two inclination rigid bases that can slide up and down, described inclination rigid base is respectively arranged with the tension and compression lifting jack along purlin formula arch node component web member axis direction, described rigidity reaction beam is provided with the horizontal stiffness base that can horizontally slip, described horizontal stiffness base is provided with the vertical hydraulic lifting jack along purlin formula arch node component chord member axis direction.
Further, the base plate of described rigidity reaction frame by bolt anchoring on counter-force terrace.
Further, described rigidity reaction beam is anchored on rigidity reaction frame by high-strength bolt or screw rod.
Further, the two ends of described member base are reserved with anchor plate respectively, and the anchor plate of lower end is by bolt anchoring on counter-force terrace, and the anchor plate of upper end is for being bolted the base plate of purlin formula arch node component.
Further, the material of described member base is concrete or steel.
Further, described vertical rigid base, inclination rigid base and horizontal stiffness base are the directional support slided along bottom side roller bearing.
To achieve these goals, another technical scheme of the present invention is: the experiment loading method of web member node stress amplitude considered by a kind of purlin formula arch bridge, comprises the following steps:
(1) the position erection rigidity reaction frame designed before testing factually and rigidity reaction beam, the base plate of rigidity reaction frame is together with counter-force terrace bolt anchoring, and rigidity reaction beam and rigidity reaction frame are by high-strength bolt or screw rod anchoring.
(2) member base made in advance is installed, and purlin formula arch node component is placed on member base, the base plate that the anchor plate that member base two ends are reserved encircles node component respectively by bolt and counter-force terrace and purlin formula is connected, and the anchor plate of the upper and lower end of member base makes according to the size of purlin formula arch node component base plate.
(3) in the precalculated position of rigidity reaction frame, the vertical rigid base that can slide up and down is installed, and horizontal hydraulic pressure lifting jack is arranged on vertical rigid base, by regulating vertical rigid base to make the loading axes normal of horizontal hydraulic pressure lifting 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; Arrange a loading blocks for concentrated loading at chord member towards the position of horizontal hydraulic pressure lifting jack, the two ends of loading blocks encircle node component with purlin formula respectively and load plate is welded, and load plate is connected with horizontal hydraulic pressure lifting jack bolt.
(4) in the desired height position of counter force wall, two inclination rigid bases that can slide up and down are installed, and two tension and compression lifting jack are arranged on two inclination rigid bases respectively, the web joint bolt anchoring that the web ends that tension and compression jack end and purlin formula encircle node component is reserved, by regulating inclination rigid base to make the loading axis of tension and compression lifting jack and purlin formula encircle the corresponding web member dead in line of node component, to apply the load along web member axis direction to purlin formula arch node component; By the stress amplitude of horizontal hydraulic pressure lifting jack and tension and compression lifting jack knot modification web member, to reach more real stress, and obtain the failure mode of time of day lower node.
(5) the horizontal stiffness base that can horizontally slip is installed in the precalculated position of rigidity reaction beam, and vertical hydraulic lifting jack is arranged on horizontal stiffness base, by regulating horizontal stiffness base to make the loading axis of vertical hydraulic lifting jack and purlin formula encircle the chord member dead in line of node component, to apply the load along chord member axis direction to purlin formula arch node component.
Further, the material of described member base is concrete or steel.
Further, described vertical rigid base, inclination rigid base and horizontal stiffness base are the directional support slided along bottom side roller bearing.
Compared with prior art, the present invention has following beneficial effect: the stress amplitude problem not only considering main chord, and taken into full account stress amplitude problem at formula arch bridge interior joint place, purlin web member, by along the stress amplitude perpendicular to chord member axis direction and the lifting jack knot modification web member along web member axis direction, namely load perpendicular to chord member axis is applied with to the vertical force considered suspension rod and produce to the impact of web member, more real stress is reached with this, loading procedure is stressed more consistent with formula arch structure in purlin in Practical Project, the failure mode at braced arch structure node place can be reflected more truly.
Accompanying drawing explanation
Fig. 1 is the structural representation of the embodiment of the present invention.
Fig. 2 is the structure diagram of the embodiment of the present invention.
Mark in figure: 1-counter-force terrace, 2-counter force wall, 3-member base, 4-rigidity reaction frame, 5-purlin formula arch node component, 6-horizontal hydraulic pressure lifting jack, the vertical rigid base of 7-, 8-rigidity reaction beam, 9-screw rod and nut, 10-inclination rigid base, 11-tension and compression lifting jack, 12-horizontal stiffness base, 13-vertical hydraulic lifting jack, 14-loading blocks, 15-load plate, 16-roller bearing.
Embodiment
For above-mentioned feature and advantage of the present invention can be become apparent, special embodiment below, and coordinate accompanying drawing, be described in detail below.
As shown in Figure 1 and 2, the experiment charger of web member node stress amplitude considered by a kind of purlin formula arch bridge, comprise counter-force terrace 1 and counter force wall 2, described counter-force terrace 1 is provided with rigidity reaction frame 4, described rigidity reaction frame 4 is provided with rigidity reaction beam 8, described counter-force terrace 1 is also provided with the member base 3 for laying purlin formula arch node component 5, described member base 3 is positioned at the below of rigidity reaction beam 8, described rigidity reaction frame 4 is provided with the vertical rigid base 7 that can slide up and down, described vertical rigid base 7 is provided with the horizontal hydraulic pressure lifting jack 6 perpendicular to purlin formula arch node component 5 chord member axis direction, described counter force wall 2 is provided with two inclination rigid bases 10 that can slide up and down, described inclination rigid base 10 is respectively arranged with the tension and compression lifting jack 11 along purlin formula arch node component 5 web member axis direction, described rigidity reaction beam 8 is provided with the horizontal stiffness base 12 that can horizontally slip, described horizontal stiffness base 12 is provided with the vertical hydraulic lifting jack 13 along purlin formula arch node component 5 chord member axis direction.
In the present embodiment, the base plate of described rigidity reaction frame 4 is by bolt anchoring on counter-force terrace 1, and described rigidity reaction beam 8 is anchored on rigidity reaction frame 4 by high-strength bolt or screw rod.
In the present embodiment, the two ends of described member base 3 can be reserved with anchor plate respectively, and the anchor plate of lower end is by bolt anchoring on counter-force terrace 1, and the anchor plate of upper end is for being bolted the base plate of purlin formula arch node component 5.The material of described member base 3 can select concrete or steel, can also be the combination of the two certainly.
In the present embodiment, described vertical rigid base 7, inclination rigid base 10 and horizontal stiffness base 12 are the directional support slided along bottom side roller bearing 16.
As shown in Figure 1 and 2, the experiment loading method of web member node stress amplitude considered by a kind of purlin formula arch bridge, comprises the following steps:
(1) the position erection rigidity reaction frame 4 designed before testing factually and rigidity reaction beam 8, the base plate of rigidity reaction frame 4 and counter-force terrace 1 are with together with bolt anchoring, and rigidity reaction beam 8 passes through high-strength bolt or screw rod anchoring with rigidity reaction frame 4.
(2) member base 3 made in advance is installed, and purlin formula arch node component 5 is placed on member base 3, the base plate that the anchor plate that member base 3 two ends are reserved encircles node component 5 respectively by bolt and counter-force terrace 1 and purlin formula is connected, and the anchor plate of the upper and lower end of member base 3 makes according to the size of purlin formula arch node component 5 base plate.
(3) in the precalculated position of rigidity reaction frame 4, the vertical rigid base 7 that can slide up and down is installed, and horizontal hydraulic pressure lifting jack 6 is arranged on vertical rigid base 7, by regulating vertical rigid base 7 to make the loading axes normal of horizontal hydraulic pressure lifting jack 6 in the chord member axis of purlin formula arch node component 5, to apply the load perpendicular to chord member axis direction to purlin formula arch node component 5; Arrange a loading blocks 14 for concentrated loading at chord member towards the position of horizontal hydraulic pressure lifting jack 6, the two ends of loading blocks 14 encircle node component 5 with purlin formula respectively and load plate 15 is welded, and load plate 15 is connected with bolt with horizontal hydraulic pressure lifting jack 6.
(4) in the desired height position of counter force wall 2, two inclination rigid bases 10 that can slide up and down are installed, and two tension and compression lifting jack 11 are arranged on two inclination rigid bases 10 respectively, the web joint bolt anchoring that the web ends that tension and compression lifting jack 11 end and purlin formula encircle node component 5 is reserved, by regulating inclination rigid base 10 to make the loading axis of tension and compression lifting jack 11 and purlin formula encircle the corresponding web member dead in line of node component 5, to apply the load along web member axis direction to purlin formula arch node component 5; By the stress amplitude of horizontal hydraulic pressure lifting jack 6 and tension and compression lifting jack 11 knot modification web member, to reach more real stress, and obtain the failure mode of time of day lower node.
(5) the horizontal stiffness base 12 that can horizontally slip is installed in the precalculated position of rigidity reaction beam 8, and vertical hydraulic lifting jack 13 is arranged on horizontal stiffness base 12, by regulating horizontal stiffness base 12 to make the loading axis of vertical hydraulic lifting jack 13 and purlin formula encircle the chord member dead in line of node component 5, to apply the load along chord member axis direction to purlin formula arch node component 5.
In the present embodiment, when described tension and compression lifting jack 11 is to web member load application, will arrange inclination rigid base 10 according to the angle of web member, described inclination rigid base 10 is used to regulate the loading direction to the tension and compression lifting jack 11 that web member loads.
In the present embodiment, the shape of described load plate 15 is identical with the tip shapes of horizontal hydraulic pressure lifting jack 6 or as far as possible similar, so that the two is by bolt anchoring, and makes the loading axis of horizontal hydraulic pressure lifting jack 6 through load plate 15 center.
The present invention is not limited to above-mentioned preferred forms, and anyone can show that under enlightenment of the present invention other various forms of purlins formula arch bridges consider experiment charger and the method for web member node stress amplitude.All equalizations done according to the present patent application the scope of the claims change and modify, and all should belong to covering scope of the present invention.
Claims (9)
1. the experiment charger of a purlin formula arch bridge consideration web member node stress amplitude, it is characterized in that: comprise counter-force terrace and counter force wall, described counter-force terrace is provided with rigidity reaction frame, described rigidity reaction frame is provided with rigidity reaction beam, described counter-force terrace is also provided with the member base for laying purlin formula arch node component, described member base is positioned at the below of rigidity reaction beam, described rigidity reaction frame is provided with the vertical rigid base that can slide up and down, described vertical rigid base is provided with the horizontal hydraulic pressure lifting jack perpendicular to purlin formula arch node component chord member axis direction, described counter force wall is provided with two inclination rigid bases that can slide up and down, described inclination rigid base is respectively arranged with the tension and compression lifting jack along purlin formula arch node component web member axis direction, described rigidity reaction beam is provided with the horizontal stiffness base that can horizontally slip, described horizontal stiffness base is provided with the vertical hydraulic lifting jack along purlin formula arch node component chord member axis direction.
2. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: the base plate of described rigidity reaction frame by bolt anchoring on counter-force terrace.
3. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: described rigidity reaction beam is anchored on rigidity reaction frame by high-strength bolt or screw rod.
4. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: the two ends of described member base are reserved with anchor plate respectively, the anchor plate of lower end is by bolt anchoring on counter-force terrace, and the anchor plate of upper end is for being bolted the base plate of purlin formula arch node component.
5. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: the material of described member base is concrete or steel.
6. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: described vertical rigid base, inclination rigid base and horizontal stiffness base are the directional support slided along bottom side roller bearing.
7. an experiment loading method for web member node stress amplitude considered by formula arch bridge in purlin, it is characterized in that, comprises the following steps:
(1) the position erection rigidity reaction frame designed before testing factually and rigidity reaction beam, the base plate of rigidity reaction frame is together with counter-force terrace bolt anchoring, and rigidity reaction beam and rigidity reaction frame are by high-strength bolt or screw rod anchoring;
(2) member base made in advance is installed, and purlin formula arch node component is placed on member base, the base plate that the anchor plate that member base two ends are reserved encircles node component respectively by bolt and counter-force terrace and purlin formula is connected, and the anchor plate of the upper and lower end of member base makes according to the size of purlin formula arch node component base plate;
(3) in the precalculated position of rigidity reaction frame, the vertical rigid base that can slide up and down is installed, and horizontal hydraulic pressure lifting jack is arranged on vertical rigid base, by regulating vertical rigid base to make the loading axes normal of horizontal hydraulic pressure lifting 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; Arrange a loading blocks for concentrated loading at chord member towards the position of horizontal hydraulic pressure lifting jack, the two ends of loading blocks encircle node component with purlin formula respectively and load plate is welded, and load plate is connected with horizontal hydraulic pressure lifting jack bolt;
(4) in the desired height position of counter force wall, two inclination rigid bases that can slide up and down are installed, and two tension and compression lifting jack are arranged on two inclination rigid bases respectively, the web joint bolt anchoring that the web ends that tension and compression jack end and purlin formula encircle node component is reserved, by regulating inclination rigid base to make the loading axis of tension and compression lifting jack and purlin formula encircle the corresponding web member dead in line of node component, to apply the load along web member axis direction to purlin formula arch node component; By the stress amplitude of horizontal hydraulic pressure lifting jack and tension and compression lifting jack knot modification web member, to reach more real stress, and obtain the failure mode of time of day lower node;
(5) the horizontal stiffness base that can horizontally slip is installed in the precalculated position of rigidity reaction beam, and vertical hydraulic lifting jack is arranged on horizontal stiffness base, by regulating horizontal stiffness base to make the loading axis of vertical hydraulic lifting jack and purlin formula encircle the chord member dead in line of node component, to apply the load along chord member axis direction to purlin formula arch node component.
8. the experiment loading method of web member node stress amplitude considered by purlin according to claim 7 formula arch bridge, it is characterized in that: the material of described member base is concrete or steel.
9. the experiment loading method of web member node stress amplitude considered by purlin according to claim 7 formula arch bridge, it is characterized in that: described vertical rigid base, inclination rigid base and 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 true CN105203398A (en) | 2015-12-30 |
| CN105203398B 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) |
Cited By (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 |
| CN107202738A (en) * | 2017-07-25 | 2017-09-26 | 福州大学 | A kind of node fatigue test loading device and application 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 |
| CN108332962A (en) * | 2018-03-28 | 2018-07-27 | 广州大学 | The experiment loading device and its method of a kind of outer unstability of double arch faces of parallel spelling |
| 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 |
| CN108731933A (en) * | 2018-07-06 | 2018-11-02 | 郑州四维机电装备制造有限公司 | A kind of test head assembly that tail boom or caving shield are loaded and hydraulic bracket test-bed |
| CN109540679A (en) * | 2018-11-26 | 2019-03-29 | 山东交通学院 | For the antivibration of bridge member, stretching experiment system and adjustable base |
| CN113433008A (en) * | 2021-06-07 | 2021-09-24 | 天津大学 | Deep level platform welded joint test system |
| CN113689765A (en) * | 2021-08-27 | 2021-11-23 | 重庆交通大学 | Test arch support platform with adjustable span and test method thereof |
| CN117647391A (en) * | 2024-01-30 | 2024-03-05 | 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 (8)
| Title |
|---|
| KJR RASMUSSEN, B YOUNG: "Tests of X- and K-Joints in SHS Stainless Steel Tubes", 《JOURNAL OF STRUCTURAL ENGINEERING》 * |
| MMK LEE ET AL.: "Static Strength of Axially Loaded Tubular K-Joints.I:Behavior", 《JOURNAL OF STRUCTURAL ENGINEERING》 * |
| 张壮南 等: "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", 《土木工程学报》 * |
| ***: "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》 * |
| 赵宪忠 等: "平面K型圆钢管搭接节点静力性能的试验研究", 《建筑结构学报》 * |
| 陈友杰 等: "钢管混凝土桁拱双重非线性有限元分析", 《福州大学学报（自然科学版）》 * |
| 陈宝春 等: "圆管截面桁梁极限承载力试验研究", 《建筑结构学报》 * |
| 黄文金 等: "腹杆形式对钢管混凝土桁梁受力性能影响的研究", 《建筑结构学报》 * |
Cited By (17)
| 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 |
| CN107202738A (en) * | 2017-07-25 | 2017-09-26 | 福州大学 | A kind of node fatigue test loading device and application 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 |
| CN108332962A (en) * | 2018-03-28 | 2018-07-27 | 广州大学 | The experiment loading device and its method of a kind of outer unstability of double arch faces of parallel spelling |
| CN108731933A (en) * | 2018-07-06 | 2018-11-02 | 郑州四维机电装备制造有限公司 | A kind of test head assembly that tail boom or caving shield are loaded and hydraulic bracket test-bed |
| 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 |
| CN109540679A (en) * | 2018-11-26 | 2019-03-29 | 山东交通学院 | For the antivibration of bridge member, stretching experiment system and adjustable base |
| 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 |
| CN113433008A (en) * | 2021-06-07 | 2021-09-24 | 天津大学 | Deep level platform welded joint test system |
| CN113433008B (en) * | 2021-06-07 | 2022-06-21 | 天津大学 | Deep level platform welded joint test system |
| CN113689765A (en) * | 2021-08-27 | 2021-11-23 | 重庆交通大学 | Test arch support platform with adjustable span and test method thereof |
| 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 |
| CN117647391A (en) * | 2024-01-30 | 2024-03-05 | 合肥工业大学 | Test method for measuring stress condition of tree-shaped space nodes |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105203398B (en) | 2018-04-13 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105203398A (en) | Experiment loading device and method considering stress amplitude of web member joint and applied to truss arch bridge | |
| CN105863362B (en) | A kind of deviation correcting device for being used to tilt electric power pylon | |
| CN100585082C (en) | Assembly type bridge construction process based on three steel pipe truss sections | |
| CN104963354B (en) | Whole body embedded type rigid pedestal and construction method thereof | |
| CN102912972B (en) | Multifunctional lifting steel platform switching jig and construction method | |
| CN203834682U (en) | Exposed type column base with shear key | |
| CN106836558A (en) | A kind of buckling-restrained steel plate wall Lateral Resistant System of structural construction function integration | |
| CN103911957A (en) | Prestressed continuous box-girder cantilever construction basket | |
| CN101787732A (en) | Cable-stayed multi-layer framework structure and construction control method thereof | |
| CN107476581B (en) | Hoisting and mounting method for steel structure double-layer overhanging structure | |
| CN109972494B (en) | Design and construction method of large-segment hoisting self-anchored suspension bridge with hinges between segments | |
| CN105971827A (en) | Transfer ring beam for concrete cylinder and steel cylinder combined tower and construction method thereof | |
| CN104060542A (en) | Transverse bridge direction prestress exerting device for combined beam cable-stayed bridge and transverse bridge direction prestress exerting method | |
| CN108222480B (en) | High-altitude cantilever main truss type steel formwork construction platform | |
| CN110820950B (en) | Integral synchronous jacking construction method for large-span combined type overweight eccentric slope angle steel structure | |
| CN103122691A (en) | Tower crane standard knot bearing upper air supporting formwork steel platform structure and construction method | |
| CN110656723B (en) | Rail support for sliding construction of cylindrical arch shell roof | |
| CN105369736A (en) | Outer anchoring structure of cable-stayed bridge tower body | |
| CN109457814B (en) | Construction method for top cover of high-rise and large-diameter building based on Bailey truss structure | |
| CN109424072A (en) | The connecting node and construction method of spacer bar concrete column on a kind of girder steel | |
| CN205003027U (en) | Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge | |
| CN104018680B (en) | Lifting method of large-span solid-web type arc beam | |
| CN208279992U (en) | The big box-beam structure of precast concrete of direction across bridge stem grafting method connection | |
| CN102359185A (en) | Connecting structure of large steel structural member and concrete member and construction method | |
| CN104018684B (en) | Large-span solid-web type arc beam double-cable lifting device and lifting method thereof |
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 |