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
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Abstract
本发明涉及一种桁式拱桥考虑腹杆节点应力幅值的实验加载装置及方法，属于桥梁结构实验技术领域；其技术方案是包括反力地坪和反力墙，所述反力地坪上设置有刚性反力架，所述反力地坪上还设置有用于安放桁式拱节点构件的构件底座，所述刚性反力架上安装有可上下滑动的竖直刚性底座，所述竖直刚性底座上设置有垂直于桁式拱节点构件弦杆轴线方向的水平液压千斤顶，所述反力墙上安装有两个可上下滑动的倾斜刚性底座，所述倾斜刚性底座上分别设置有沿桁式拱节点构件腹杆轴线方向的拉压千斤顶。本发明施加了垂直于弦杆轴线的荷载来考虑吊杆产生的竖向力对腹杆的影响，加载过程与实际工程中桁式拱结构的受力较一致，能更加真实地反映节点处的破坏模式。
The invention relates to an experimental loading device and method for a truss arch bridge considering the stress amplitude of the web joints, belonging to the technical field of bridge structure experiments; A rigid reaction force frame is provided, and a component base for placing truss-type arch node components is also provided on the reaction force floor. A vertical rigid base that can slide up and down is installed on the rigid reaction force frame. The rigid base is provided with a horizontal hydraulic jack perpendicular to the chord axis of the truss-type arch node member. Two inclined rigid bases that can slide up and down are installed on the reaction wall. A tension-compression jack in the axial direction of the web member of the arch node. The present invention applies a load perpendicular to the axis of the chord to consider the influence of the vertical force generated by the suspender on the web. The loading process is more consistent with the force of the truss arch structure in actual engineering, and can more truly reflect the force at the node. destruction mode.
Description
技术领域technical field
本发明涉及一种桁式拱桥考虑腹杆节点应力幅值的实验加载装置及方法，属于桥梁结构实验技术领域。The invention relates to an experimental loading device and method for a truss arch bridge considering the stress amplitude of web joints, and belongs to the technical field of bridge structure experiments.
背景技术Background technique
目前，钢管混凝土拱桥已成为中国较重要的一种桥型，已建成超过300座，最大跨径达到530m；其中，跨径超过100m的钢管混凝土拱桥拱肋大多采用格构式截面（达到60%）；跨径超过150m的，基本都采用了格构式截面。对于钢管混凝土桁式拱结构的拱肋的破坏主要发生在节点的位置处，因此钢管混凝土桁式拱结构的破坏模式也越来越受到学者的重视。At present, concrete-filled steel tube arch bridges have become an important type of bridge in China, and more than 300 have been built, with a maximum span of 530m; among them, most of the arch ribs of concrete-filled steel tube arch bridges with a span of ); if the span exceeds 150m, the lattice section is basically adopted. The damage of the arch rib of the CFST truss arch structure mainly occurs at the joints, so the failure mode of the CFST truss arch structure has been paid more and more attention by scholars.
钢管混凝土桁式拱结构的受力特点介于格构柱和桁梁之间，即既有受压柱的特点、又有桁架梁的受力特点。研究表明，钢管混凝土格构柱与钢管混凝土桁梁的受力性能具有明显的不同，破坏模式也不一样。钢管混凝土格构柱的破坏模式一般是主弦管强度破坏或压弯失稳破坏，这与钢管混凝土桁拱结构节点的破坏模式具有一定的相同之处。不同之处在于对于房屋建筑结构等来说，钢管混凝土格构柱的受力模式为压弯构件，腹杆受力比较小，但是对于钢管混凝土桁式拱桥来说，腹杆受力较大（如吊杆的竖向力），因而也是重要的受力构件。The mechanical characteristics of the concrete-filled steel tube trussed arch structure are between lattice columns and truss beams, that is, they have both the characteristics of compression columns and the mechanical characteristics of truss beams. The research shows that the mechanical properties of CFST lattice columns and CFST truss beams are obviously different, and the failure modes are also different. The failure mode of CFST lattice columns is generally the main chord strength failure or buckling instability failure, which has some similarities with the failure mode of CFST truss-arch structure nodes. The difference is that for building structures, etc., the stress mode of the CFST lattice column is a compression-bending member, and the stress on the web is relatively small, but for the CFST truss arch bridge, the stress on the web is relatively large ( Such as the vertical force of the boom), so it is also an important force-bearing member.
常规的钢管混凝土桁式拱节点试验加载时通常把桁式拱等效成格构柱或桁梁，节点当成类似于格构柱或桁梁的压弯构件进行加载，仅考虑了主弦管受压作用产生的压应力幅值等，忽略了腹杆受吊杆作用产生的竖向力。然而，对于钢管混凝土桁式拱桥来说，吊杆的竖向力对腹杆的作用和应力幅值影响较大，应予以考虑。When loading conventional concrete-filled steel tube truss arch joints, the truss arch is usually equivalent to lattice columns or truss beams, and the joints are loaded as compression-bending members similar to lattice columns or truss beams. Only the main chord is considered The amplitude of the compressive stress generated by the compressive action, etc., ignores the vertical force generated by the web member under the action of the suspender. However, for the CFST truss arch bridge, the vertical force of the suspender has a great influence on the action and stress amplitude of the web, which should be considered.
发明内容Contents of the invention
为了更具体和真实地反映钢管混凝土桁式拱桥中主弦杆和腹杆节点的应力幅值问题，本发明的目的在于提供一种设计新颖、操作方便且结果可靠的桁式拱桥考虑腹杆节点应力幅值的实验加载装置及方法。In order to more concretely and truly reflect the stress amplitude of the main chord and web joints in concrete-filled steel tube truss arch bridges, the purpose of the present invention is to provide a truss arch bridge with novel design, convenient operation and reliable results considering the web joints Experimental loading device and method for stress amplitude.
为了实现上述目的，本发明的一技术方案是：一种桁式拱桥考虑腹杆节点应力幅值的实验加载装置，包括反力地坪和反力墙，所述反力地坪上设置有刚性反力架，所述刚性反力架上设置有刚性反力梁，所述反力地坪上还设置有用于安放桁式拱节点构件的构件底座，所述构件底座位于刚性反力梁的下方，所述刚性反力架上安装有可上下滑动的竖直刚性底座，所述竖直刚性底座上设置有垂直于桁式拱节点构件弦杆轴线方向的水平液压千斤顶，所述反力墙上安装有两个可上下滑动的倾斜刚性底座，所述倾斜刚性底座上分别设置有沿桁式拱节点构件腹杆轴线方向的拉压千斤顶，所述刚性反力梁上安装有可左右滑动的水平刚性底座，所述水平刚性底座上设置有沿桁式拱节点构件弦杆轴线方向的竖直液压千斤顶。In order to achieve the above object, a technical solution of the present invention is: an experimental loading device for a truss-type arch bridge considering the stress amplitude of the web joint, including a reaction floor and a reaction wall, and a rigid wall is arranged on the reaction floor. A reaction frame, the rigid reaction frame is provided with a rigid reaction beam, and the reaction floor is also provided with a component base for placing truss-type arch node components, and the component base is located below the rigid reaction beam , a vertical rigid base that can slide up and down is installed on the rigid reaction frame, and a horizontal hydraulic jack perpendicular to the chord axis direction of the truss-type arch node member is arranged on the vertical rigid base. Two inclined rigid bases that can slide up and down are installed, and the inclined rigid bases are respectively provided with tension and compression jacks along the axial direction of the web bar of the truss-type arch node member. A rigid base, the horizontal rigid base is provided with a vertical hydraulic jack along the chord axis of the truss-type arch node member.
进一步的，所述刚性反力架的底板通过螺栓锚固于反力地坪上。Further, the bottom plate of the rigid reaction frame is anchored to the reaction floor by bolts.
进一步的，所述刚性反力梁通过高强螺栓或螺杆锚固于刚性反力架上。Further, the rigid reaction beam is anchored to the rigid reaction frame through high-strength bolts or screws.
进一步的，所述构件底座的两端分别预留有锚固钢板，下端的锚固钢板通过螺栓锚固于反力地坪上，上端的锚固钢板用于通过螺栓连接桁式拱节点构件的底板。Further, anchoring steel plates are reserved at both ends of the component base, the anchoring steel plates at the lower end are anchored to the counter force floor through bolts, and the anchoring steel plates at the upper end are used to connect the bottom plate of the truss arch node components through bolts.
进一步的，所述构件底座的材质为混凝土或钢材。Further, the material of the component base is concrete or steel.
进一步的，所述竖直刚性底座、倾斜刚性底座和水平刚性底座均为沿底侧滚轴滑动的定向支座。Further, the vertical rigid base, the inclined rigid base and the horizontal rigid base are all directional supports that slide along the bottom side rollers.
为了实现上述目的，本发明的另一技术方案是：一种桁式拱桥考虑腹杆节点应力幅值的实验加载方法，包括以下步骤：In order to achieve the above object, another technical solution of the present invention is: an experimental loading method of a truss arch bridge considering the stress amplitude of the web joint, comprising the following steps:
（1）据实验前设计好的位置架设刚性反力架和刚性反力梁，刚性反力架的底板与反力地坪用螺栓锚固在一起，刚性反力梁与刚性反力架通过高强螺栓或螺杆锚固。(1) The rigid reaction frame and the rigid reaction beam are erected according to the positions designed before the experiment, the bottom plate of the rigid reaction frame and the reaction floor are anchored together with bolts, and the rigid reaction beam and the rigid reaction frame are passed through high-strength bolts or screw anchorage.
（2）安装提前制作好的构件底座，并将桁式拱节点构件安放于构件底座上，构件底座两端预留的锚固钢板分别通过螺栓与反力地坪和桁式拱节点构件的底板连接，构件底座的上、下端的锚固钢板根据桁式拱节点构件底板的尺寸制作。(2) Install the component base prepared in advance, and place the truss-type arch node components on the component base. The anchor steel plates reserved at both ends of the component base are respectively connected with the reaction force floor and the bottom plate of the truss-type arch node components through bolts , the anchor steel plates at the upper and lower ends of the component base are made according to the size of the bottom plate of the truss arch node component.
（3）在刚性反力架的预定位置安装可上下滑动的竖直刚性底座，并将水平液压千斤顶安装在竖直刚性底座上，通过调节竖直刚性底座使得水平液压千斤顶的加载轴线垂直于桁式拱节点构件的弦杆轴线，以对桁式拱节点构件施加垂直于弦杆轴线方向的荷载；在弦杆面向水平液压千斤顶的位置处设置一个用于集中加载的加载块，加载块的两端分别与桁式拱节点构件和加载板焊接，加载板与水平液压千斤顶用螺栓连接。(3) Install a vertical rigid base that can slide up and down at the predetermined position of the rigid reaction frame, and install the horizontal hydraulic jack on the vertical rigid base. By adjusting the vertical rigid base, the loading axis of the horizontal hydraulic jack is perpendicular to the truss The chord axis of the truss-arch node member is used to apply a load perpendicular to the chord axis to the truss-type arch node member; a loading block for concentrated loading is set at the position where the chord faces the horizontal hydraulic jack, and the two sides of the loading block The ends are respectively welded to the truss arch node member and the loading plate, and the loading plate is connected to the horizontal hydraulic jack with bolts.
（4）在反力墙的预定高度位置安装两个可上下滑动的倾斜刚性底座，并将两个拉压千斤顶分别安装在两个倾斜刚性底座上，拉压千斤顶端部与桁式拱节点构件的腹杆端部预留的连接板用螺栓锚固，通过调节倾斜刚性底座使得拉压千斤顶的加载轴线与桁式拱节点构件的相应腹杆轴线重合，以对桁式拱节点构件施加沿腹杆轴线方向的荷载；通过水平液压千斤顶和拉压千斤顶调整节点腹杆的应力幅值，以达到较真实的受力状态，并获得真实状态下节点的破坏模式。(4) Install two inclined rigid bases that can slide up and down at the predetermined height of the reaction wall, and install two tension and compression jacks on the two inclined rigid bases respectively. The connecting plate reserved at the end of the web member is anchored with bolts. By adjusting the inclined rigid base, the loading axis of the tension-compression jack coincides with the corresponding web axis of the truss-type arch node member, so that the force applied to the truss-type arch node member along the web member The load in the axial direction; adjust the stress amplitude of the web member of the node through the horizontal hydraulic jack and the tension and compression jack to achieve a more realistic stress state and obtain the failure mode of the node in the real state.
（5）在刚性反力梁的预定位置安装可左右滑动的水平刚性底座，并将竖直液压千斤顶安装在水平刚性底座上，通过调节水平刚性底座使得竖直液压千斤顶的加载轴线与桁式拱节点构件的弦杆轴线重合，以对桁式拱节点构件施加沿弦杆轴线方向的荷载。(5) Install a horizontal rigid base that can slide left and right at the predetermined position of the rigid reaction beam, and install the vertical hydraulic jack on the horizontal rigid base. By adjusting the horizontal rigid base, the loading axis of the vertical hydraulic jack and the truss arch The chord axes of the nodal members coincide to apply loads along the chord axis to the truss arch nodal members.
进一步的，所述构件底座的材质为混凝土或钢材。Further, the material of the component base is concrete or steel.
进一步的，所述竖直刚性底座、倾斜刚性底座和水平刚性底座均为沿底侧滚轴滑动的定向支座。Further, the vertical rigid base, the inclined rigid base and the horizontal rigid base are all directional supports that slide along the bottom side rollers.
与现有技术相比，本发明具有以下有益效果：不仅考虑了主弦杆的应力幅值问题，而且充分考虑了在桁式拱桥中节点处腹杆的应力幅值问题，通过沿垂直于弦杆轴线方向和沿腹杆轴线方向的千斤顶调整节点腹杆的应力幅值，即施加了垂直于弦杆轴线的荷载来考虑吊杆产生的竖向力对腹杆的影响，以此达到较真实的受力状态，加载过程与实际工程中桁式拱结构的受力较一致，能更加真实地反映桁拱结构节点处的破坏模式。Compared with the prior art, the present invention has the following beneficial effects: not only the stress amplitude problem of the main chord is considered, but also the stress amplitude problem of the web members at the nodes in the truss arch bridge is fully considered. The jacks in the direction of the rod axis and along the direction of the web rod axis adjust the stress amplitude of the node web rod, that is, the load perpendicular to the chord axis is applied to consider the influence of the vertical force generated by the suspender on the web rod, so as to achieve a more realistic The stress state, the loading process is more consistent with the stress of the truss-arch structure in the actual project, and can more truly reflect the failure mode at the nodes of the truss-arch structure.
附图说明Description of drawings
图1为本发明实施例的结构示意图。Fig. 1 is a schematic structural diagram of an embodiment of the present invention.
图2为本发明实施例的结构简图。Fig. 2 is a schematic structural diagram of an embodiment of the present invention.
图中标记：1-反力地坪，2-反力墙，3-构件底座，4-刚性反力架，5-桁式拱节点构件，6-水平液压千斤顶，7-竖直刚性底座，8-刚性反力梁，9-螺杆及螺母，10-倾斜刚性底座，11-拉压千斤顶，12-水平刚性底座，13-竖直液压千斤顶，14-加载块，15-加载板，16-滚轴。Marks in the figure: 1-reaction floor, 2-reaction wall, 3-member base, 4-rigid reaction frame, 5-truss arch node member, 6-horizontal hydraulic jack, 7-vertical rigid base, 8-rigid reaction beam, 9-screw and nut, 10-inclined rigid base, 11-tension and compression jack, 12-horizontal rigid base, 13-vertical hydraulic jack, 14-loading block, 15-loading plate, 16- roller.
具体实施方式Detailed ways
为让本发明的上述特征和优点能更明显易懂，下文特举实施例，并配合附图，作详细说明如下。In order to make the above-mentioned features and advantages of the present invention more comprehensible, the following specific embodiments are described in detail with reference to the accompanying drawings.
如图1~2所示，一种桁式拱桥考虑腹杆节点应力幅值的实验加载装置，包括反力地坪1和反力墙2，所述反力地坪1上设置有刚性反力架4，所述刚性反力架4上设置有刚性反力梁8，所述反力地坪1上还设置有用于安放桁式拱节点构件5的构件底座3，所述构件底座3位于刚性反力梁8的下方，所述刚性反力架4上安装有可上下滑动的竖直刚性底座7，所述竖直刚性底座7上设置有垂直于桁式拱节点构件5弦杆轴线方向的水平液压千斤顶6，所述反力墙2上安装有两个可上下滑动的倾斜刚性底座10，所述倾斜刚性底座10上分别设置有沿桁式拱节点构件5腹杆轴线方向的拉压千斤顶11，所述刚性反力梁8上安装有可左右滑动的水平刚性底座12，所述水平刚性底座12上设置有沿桁式拱节点构件5弦杆轴线方向的竖直液压千斤顶13。As shown in Figures 1 and 2, an experimental loading device for a truss arch bridge considering the stress amplitude of the web joints includes a reaction floor 1 and a reaction wall 2, and the reaction floor 1 is provided with a rigid reaction force frame 4, the rigid reaction force frame 4 is provided with a rigid reaction force beam 8, and the reaction force floor 1 is also provided with a component base 3 for placing truss-type arch node components 5, and the component base 3 is located on the rigid Below the reaction beam 8, the rigid reaction frame 4 is equipped with a vertical rigid base 7 that can slide up and down. Horizontal hydraulic jack 6, two inclined rigid bases 10 that can slide up and down are installed on the reaction wall 2, and the inclined rigid bases 10 are respectively provided with tension and compression jacks along the axial direction of the web bar of the truss arch node member 5 11. The rigid reaction beam 8 is equipped with a horizontal rigid base 12 that can slide left and right, and the horizontal rigid base 12 is provided with a vertical hydraulic jack 13 along the chord axis of the truss arch node member 5 .
在本实施例中，所述刚性反力架4的底板通过螺栓锚固于反力地坪1上，所述刚性反力梁8通过高强螺栓或螺杆锚固于刚性反力架4上。In this embodiment, the bottom plate of the rigid reaction frame 4 is anchored to the reaction floor 1 by bolts, and the rigid reaction beam 8 is anchored to the rigid reaction frame 4 by high-strength bolts or screws.
在本实施例中，所述构件底座3的两端可分别预留有锚固钢板，下端的锚固钢板通过螺栓锚固于反力地坪1上，上端的锚固钢板用于通过螺栓连接桁式拱节点构件5的底板。所述构件底座3的材质可以选用混凝土或钢材，当然还可以是二者的结合。In this embodiment, the two ends of the component base 3 can be reserved with anchoring steel plates, the anchoring steel plates at the lower end are anchored to the reaction floor 1 through bolts, and the anchoring steel plates at the upper end are used to connect the truss arch nodes through bolts The bottom plate of member 5. The material of the component base 3 can be selected from concrete or steel, and of course a combination of the two can also be used.
在本实施例中，所述竖直刚性底座7、倾斜刚性底座10和水平刚性底座12均为沿底侧滚轴16滑动的定向支座。In this embodiment, the vertical rigid base 7 , the inclined rigid base 10 and the horizontal rigid base 12 are all directional supports that slide along the bottom roller 16 .
如图1~2所示，一种桁式拱桥考虑腹杆节点应力幅值的实验加载方法，包括以下步骤：As shown in Figures 1 and 2, an experimental loading method for a truss arch bridge considering the stress amplitude of the web joints includes the following steps:
（1）据实验前设计好的位置架设刚性反力架4和刚性反力梁8，刚性反力架4的底板与反力地坪1用螺栓锚固在一起，刚性反力梁8与刚性反力架4通过高强螺栓或螺杆锚固。(1) Rigid reaction frame 4 and rigid reaction beam 8 are erected according to the positions designed before the experiment. The bottom plate of rigid reaction frame 4 and reaction floor 1 are anchored together with bolts. The force frame 4 is anchored by high-strength bolts or screw rods.
（2）安装提前制作好的构件底座3，并将桁式拱节点构件5安放于构件底座3上，构件底座3两端预留的锚固钢板分别通过螺栓与反力地坪1和桁式拱节点构件5的底板连接，构件底座3的上、下端的锚固钢板根据桁式拱节点构件5底板的尺寸制作。(2) Install the component base 3 prepared in advance, and place the truss-type arch node component 5 on the component base 3. The anchor steel plates reserved at both ends of the component base 3 are connected to the reaction force floor 1 and the truss-type arch through bolts respectively. The bottom plates of the node components 5 are connected, and the anchor steel plates at the upper and lower ends of the component base 3 are made according to the size of the bottom plates of the truss arch node components 5 .
（3）在刚性反力架4的预定位置安装可上下滑动的竖直刚性底座7，并将水平液压千斤顶6安装在竖直刚性底座7上，通过调节竖直刚性底座7使得水平液压千斤顶6的加载轴线垂直于桁式拱节点构件5的弦杆轴线，以对桁式拱节点构件5施加垂直于弦杆轴线方向的荷载；在弦杆面向水平液压千斤顶6的位置处设置一个用于集中加载的加载块14，加载块14的两端分别与桁式拱节点构件5和加载板15焊接，加载板15与水平液压千斤顶6用螺栓连接。(3) Install a vertical rigid base 7 that can slide up and down at the predetermined position of the rigid reaction frame 4, and install the horizontal hydraulic jack 6 on the vertical rigid base 7, and adjust the vertical rigid base 7 so that the horizontal hydraulic jack 6 The loading axis of the truss-type arch node member 5 is perpendicular to the chord axis of the truss-type arch node member 5, so as to apply a load perpendicular to the direction of the chord axis to the truss-type arch node member 5; The loaded loading block 14, the two ends of the loading block 14 are respectively welded with the truss arch node member 5 and the loading plate 15, and the loading plate 15 is connected with the horizontal hydraulic jack 6 with bolts.
（4）在反力墙2的预定高度位置安装两个可上下滑动的倾斜刚性底座10，并将两个拉压千斤顶11分别安装在两个倾斜刚性底座10上，拉压千斤顶11端部与桁式拱节点构件5的腹杆端部预留的连接板用螺栓锚固，通过调节倾斜刚性底座10使得拉压千斤顶11的加载轴线与桁式拱节点构件5的相应腹杆轴线重合，以对桁式拱节点构件5施加沿腹杆轴线方向的荷载；通过水平液压千斤顶6和拉压千斤顶11调整节点腹杆的应力幅值，以达到较真实的受力状态，并获得真实状态下节点的破坏模式。(4) Install two inclined rigid bases 10 that can slide up and down at the predetermined height position of the reaction wall 2, and install two tension and compression jacks 11 on the two inclined rigid bases 10 respectively, and the ends of the tension and compression jacks 11 are connected to The connecting plate reserved at the end of the web member of the truss arch node member 5 is anchored with bolts. By adjusting the inclined rigid base 10, the loading axis of the tension and compression jack 11 coincides with the corresponding web member axis of the truss arch node member 5, so as to The truss arch node member 5 applies a load along the axis of the web member; the stress amplitude of the node web member is adjusted through the horizontal hydraulic jack 6 and the tension-compression jack 11 to achieve a more realistic stress state and obtain the real state of the node. destruction mode.
（5）在刚性反力梁8的预定位置安装可左右滑动的水平刚性底座12，并将竖直液压千斤顶13安装在水平刚性底座12上，通过调节水平刚性底座12使得竖直液压千斤顶13的加载轴线与桁式拱节点构件5的弦杆轴线重合，以对桁式拱节点构件5施加沿弦杆轴线方向的荷载。(5) Install a horizontal rigid base 12 that can slide left and right at the predetermined position of the rigid reaction beam 8, and install the vertical hydraulic jack 13 on the horizontal rigid base 12, and adjust the horizontal rigid base 12 to make the vertical hydraulic jack 13 The loading axis coincides with the chord axis of the truss arch node member 5, so as to apply a load along the chord axis direction to the truss arch node member 5.
在本实施例中，所述拉压千斤顶11给腹杆施加荷载时，要根据腹杆的角度设置倾斜刚性底座10，所述倾斜刚性底座10是用来调节对腹杆加载的拉压千斤顶11的加载方向。In this embodiment, when the tension and compression jack 11 applies load to the web, an inclined rigid base 10 should be set according to the angle of the web, and the inclined rigid base 10 is used to adjust the tension and compression jack 11 for loading the web the loading direction.
在本实施例中，所述加载板15的形状与水平液压千斤顶6的端头形状相同或尽量相似，以便于二者通过螺栓锚固，并使水平液压千斤顶6的加载轴线穿过加载板15中心。In this embodiment, the shape of the loading plate 15 is the same as or as similar as possible to the shape of the end of the horizontal hydraulic jack 6, so that the two are anchored by bolts, and the loading axis of the horizontal hydraulic jack 6 passes through the center of the loading plate 15 .
本发明不局限于上述的最佳实施方式，任何人在本发明的启示下都可以得出其他各种形式的桁式拱桥考虑腹杆节点应力幅值的实验加载装置及方法。凡依本发明申请专利范围所做的均等变化与修饰，皆应属本发明的涵盖范围。The present invention is not limited to the above-mentioned optimal implementation mode, anyone can obtain other experimental loading devices and methods for various forms of truss arch bridges considering the stress amplitude of web joints under the enlightenment of the present invention. All equivalent changes and modifications made according to the patent scope of the present invention shall fall within the scope of the present invention.
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