CN103437423A - Controllable quantitative release connection method and structure for steel truss - Google Patents
Controllable quantitative release connection method and structure for steel truss Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 137
- 239000010959 steel Substances 0.000 title claims abstract description 137
- 238000000034 method Methods 0.000 title claims abstract description 20
- 239000004567 concrete Substances 0.000 claims abstract description 43
- 238000010276 construction Methods 0.000 claims description 4
- 238000005192 partition Methods 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 238000004804 winding Methods 0.000 claims 2
- 238000007599 discharging Methods 0.000 claims 1
- 238000004519 manufacturing process Methods 0.000 claims 1
- 241001310793 Podium Species 0.000 abstract description 44
- 238000006073 displacement reaction Methods 0.000 abstract description 5
- 235000021167 banquet Nutrition 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 3
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Abstract
本发明公开一种钢桁架的可控型定量释放连接方法及连接结构，钢桁架的两端通过水平支撑与两侧的混凝土结构连接；所述水平支撑之一为可控型定量释放连接结构，所述水平支撑之二为常规铰接结构；可控型定量释放连接结构包括单向滑动球铰支座和螺栓锁定装置，通过单向滑动球铰支座和螺栓锁定装置的配合实现钢桁架单端可控型定量释放连接，释放钢桁架及屋面结构自重产生的水平力、完成变形后，通过拧紧螺栓锁定装置的螺栓，使钢桁架与裙楼混凝土框架连成整体、共同抵抗水平荷载。本发明能够释放特定设计荷载下产生的水平力，降低了钢桁架与混凝土裙楼结构连接处节点的设计难度；减小了裙楼在水平荷载下的位移。
The invention discloses a controllable quantitative release connection method and a connection structure of a steel truss. Both ends of the steel truss are connected to concrete structures on both sides through horizontal supports; one of the horizontal supports is a controllable quantitative release connection structure, The second horizontal support is a conventional hinge structure; the controllable quantitative release connection structure includes a one-way sliding spherical hinge support and a bolt locking device. The controllable quantitative release connection releases the horizontal force generated by the self-weight of the steel truss and the roof structure. After the deformation is completed, the bolts of the bolt locking device are tightened so that the steel truss and the concrete frame of the podium are connected as a whole to jointly resist the horizontal load. The invention can release the horizontal force generated under the specific design load, reduces the design difficulty of the joints of the steel truss and the concrete podium structure, and reduces the displacement of the podium under the horizontal load.
Description
技术领域technical field
本发明涉及钢桁架的可控型定量释放连接方法及连接结构，特别适用于宴会厅钢桁架与钢筋混凝土裙楼的连接方式。属于建筑结构技术领域。The invention relates to a controllable quantitative release connection method and a connection structure of a steel truss, and is particularly suitable for the connection method between a steel truss of a banquet hall and a reinforced concrete podium. It belongs to the technical field of building structures.
背景技术Background technique
随着人们生活水平的提高，目前的商场、商业办公楼等建筑大多采用裙楼式结构。如某建筑项目，包括多层裙楼混凝土框架结构，在C-F轴范围内设有两层高的宴会厅屋面桁架，形成局部空旷，宴会厅屋面桁架采用大跨度钢屋面，由多榀单向桁架组成，上弦支承于两侧裙楼混凝土框架上。由于建筑功能需求，作用于钢桁架上的竖向荷载较一般轻钢屋面大很多，包括屋面绿化种植荷载、舞台灯光设备荷载、活动隔墙荷载等。若采用一般的两端铰接连接方式，竖向荷载、温度荷载以及竖向变形所引起的桁架轴力很大，因而钢桁架端部传递给裙楼混凝土框架的水平拉力很大，导致实际节点设计和施工难度增大；同时相关混凝土框架截面尺寸过大，还会影响建筑使用功能。虽然采用一端铰接，一端沿桁架方向可滑动的连接方式，可释放桁架传给两端裙楼混凝土框架的水平力，但这种连接方式使得位移量没有限制，削弱了屋面层平面内刚度，在地震作用下层间位移角不能满足抗震要求；同时，由于顶层和次顶层裙楼框架间仅有单一混凝土裙楼结构和局部楼板连接，导致整体结构易在该处产生较大的扭转变形，钢桁架与筋混凝土框架之间连接不稳定，对该混凝土裙楼结构的设计极为不利，从而影响整栋建筑的安全性能。With the improvement of people's living standards, most of the current shopping malls, commercial office buildings and other buildings adopt podium structure. For example, in a construction project, including the concrete frame structure of the multi-storey podium, there is a two-story banquet hall roof truss within the range of the C-F axis, forming a local space. The upper chord is supported on the concrete frame of the podium on both sides. Due to the functional requirements of the building, the vertical load acting on the steel truss is much larger than that of the general light steel roof, including the load of roof greening and planting, the load of stage lighting equipment, and the load of movable partition walls. If the general hinged connection method at both ends is adopted, the axial force of the truss caused by the vertical load, temperature load and vertical deformation is very large, so the horizontal tensile force transmitted from the end of the steel truss to the concrete frame of the podium is very large, resulting in the actual joint design. And the difficulty of construction increases; at the same time, the size of the related concrete frame section is too large, which will also affect the function of the building. Although one end is hinged and the other end can slide along the direction of the truss, the horizontal force transmitted from the truss to the concrete frame of the podium at both ends can be released, but this connection makes the displacement unlimited and weakens the in-plane rigidity of the roof layer. Under the earthquake, the displacement angle between floors cannot meet the seismic requirements; at the same time, because there is only a single concrete podium structure and a local floor connection between the top floor and the sub-top podium frame, the overall structure is prone to large torsional deformation there. The unstable connection between the steel truss and the reinforced concrete frame is extremely unfavorable to the design of the concrete podium structure, thus affecting the safety performance of the entire building.
发明内容Contents of the invention
本发明的目的之一，是为了克服现有技术的钢桁架与筋混凝土框架之间连接不稳定，提供一种钢桁架的可控型定量释放连接方法，该连接方法简单，施工工期短，能释放特定设计荷载下产生的水平力。One of the purposes of the present invention is to provide a controllable quantitative release connection method for a steel truss in order to overcome the unstable connection between the steel truss and the reinforced concrete frame in the prior art. The connection method is simple, the construction period is short, and it can Relieves horizontal forces developed at specific design loads.
本发明的目的之二，是为了提供一种钢桁架的可控定量释放连接结构，该连接结构定量控制钢桁架传递给两侧裙楼混凝土裙楼结构的荷载，减小裙楼在水平荷载下的位移，降低钢桁架与混凝土裙楼结构连接处节点的设计难度。The second object of the present invention is to provide a controllable quantitative release connection structure of the steel truss, which can quantitatively control the load transmitted by the steel truss to the concrete podium structure of the podium on both sides, so as to reduce the load of the podium under the horizontal load The displacement of the steel truss and the concrete podium structure joint design difficulty is reduced.
本发明的目的之一可以通过以下技术方案实现：One of the objectives of the present invention can be achieved through the following technical solutions:
钢桁架的可控型定量释放连接方法，其特征在于：A controllable quantitative release connection method for steel trusses, characterized in that:
1）采用上弦支承的方式将钢桁架支承于两端混凝土裙楼结构上；1) The steel truss is supported on the concrete podium structure at both ends by means of upper chord support;
2）钢桁架的两端通过水平支撑与两侧的混凝土结构连接；所述水平支撑之一为可控型定量释放连接结构，所述水平支撑之二为常规铰接结构；2) Both ends of the steel truss are connected to the concrete structures on both sides through horizontal supports; one of the horizontal supports is a controllable quantitative release connection structure, and the second of the horizontal supports is a conventional hinged structure;
3）可控型定量释放连接结构包括单向滑动球铰支座和螺栓锁定装置，通过单向滑动球铰支座和螺栓锁定装置的配合实现钢桁架单端可控型定量释放连接；3) The controllable quantitative release connection structure includes a one-way sliding spherical hinge support and a bolt locking device. Through the cooperation of the one-way sliding spherical hinge support and the bolt locking device, the single-end controllable quantitative release connection of the steel truss is realized;
4）在实现钢桁架单端可控型定量释放连接过程中，钢桁架的上弦与单向可滑动球铰支座固定连接，待钢桁架、水平支撑、马道钢梁及屋面系统安装就位完成，钢桁架整体沿桁架方向单身滑动、释放钢桁架及屋面结构自重产生的水平力、完成变形后，将螺栓锁定装置的螺栓安装拧紧、形成定位连接结构，使钢桁架与裙楼混凝土框架连成整体、共同抵抗水平荷载，完成可控型定量释放连接。4) In the process of realizing the single-end controllable quantitative release connection of the steel truss, the upper chord of the steel truss is fixedly connected with the one-way slidable spherical hinge support. The whole steel truss slides along the direction of the truss alone, releases the horizontal force generated by the self-weight of the steel truss and the roof structure, and completes the deformation, installs and tightens the bolts of the bolt locking device to form a positioning connection structure, so that the steel truss and the concrete frame of the podium are connected into a The overall and common resistance to horizontal loads completes the controllable quantitative release connection.
进一步地：可控型定量释放连接的“可控”通过控制螺栓锁定装置连接的时间节点来实现，“定量”是按照各工程项目的实际情况，选择需要释放的水平力的大小，通过可滑动支座来释放；整个连接方式通过可滑动支座和螺栓锁定装置的有效结合来实现。Further: the "controllability" of the controllable quantitative release connection is realized by controlling the time node of the connection of the bolt locking device. The support is released; the entire connection is realized by the effective combination of the sliding support and the bolt locking device.
进一步地：第4）点所述的马道钢梁是指吊挂在桁架下弦作为一般检修用的通道中的钢梁，该通道称为马道。Further: the steel girder of the bridle mentioned in point 4) refers to the steel beam suspended on the lower chord of the truss as a passage for general maintenance, and this passage is called a bridle.
进一步地：第4）点所述的层面系统是指连接在钢桁架上面的全部屋面荷载，包括屋面绿化种植荷载、舞台灯光设备荷载和活动隔墙荷载。Further: The level system mentioned in point 4) refers to all roof loads connected to the steel trusses, including roof greening planting loads, stage lighting equipment loads and movable partition wall loads.
进一步地：所述水平力来自钢桁架及连接在钢桁架上面的全部屋面荷载的自重产生的水平力。Further: the horizontal force comes from the steel truss and the horizontal force generated by the self-weight of all roof loads connected to the steel truss.
本发明的目的之二可以通过以下技术方案实现：Two of the purpose of the present invention can be achieved through the following technical solutions:
钢桁架的可控型定量释放连接结构，其特征在于：可控型定量释放连接结构包括钢牛腿、单向滑动球铰支座和螺栓锁定装置，钢牛腿的底面设有牛腿连接端，单向滑动球铰支座安装于钢牛腿上，单向滑动球铰支座的上表面设有球铰连接端，所述单向滑动球铰支座安装在钢牛腿上，钢桁架的上弦杆通过球铰连接端与单向滑动球铰支座连接，钢桁架的上弦杆通过螺栓锁定装置与混凝土裙楼结构相连；当整个钢桁架通过单向滑动球铰支座沿桁架方向释放水平力后，拧紧螺栓锁定装置的螺栓，使钢桁架与混凝土裙楼结构连成一整体，构成共同抵抗水平荷载的可控定量释放连接结构。The controllable quantitative release connection structure of the steel truss is characterized in that the controllable quantitative release connection structure includes a steel corbel, a one-way sliding spherical hinge support and a bolt locking device, and the bottom surface of the steel corbel is provided with a corbel connection end , the one-way sliding spherical hinge support is installed on the steel corbel, the upper surface of the one-way sliding spherical hinge support is provided with a spherical hinge connection end, the one-way sliding spherical hinge support is installed on the steel corbel, and the steel truss The upper chord of the steel truss is connected with the one-way sliding spherical hinge support through the ball joint connection end, and the upper chord of the steel truss is connected with the concrete podium structure through a bolt locking device; when the entire steel truss is released along the direction of the truss through the one-way sliding spherical hinge support After the horizontal force, the bolts of the bolt locking device are tightened, so that the steel truss and the concrete podium structure are integrated into a whole, forming a controllable quantitative release connection structure that jointly resists the horizontal load.
进一步地：螺栓锁定装置的一端通过螺栓和连接板与钢牛腿连接，螺栓锁定装置的另一端与钢桁架的上弦杆侧面连接、该连接在定量的水平力通过单向滑动球铰支座释放之后进行钢牛腿与混凝土裙楼结构连接。Further: one end of the bolt locking device is connected to the steel corbel through the bolt and the connecting plate, and the other end of the bolt locking device is connected to the side of the upper chord of the steel truss, and the connection is released through a one-way sliding spherical hinge support under a certain amount of horizontal force The steel corbels are then connected to the concrete podium structure.
进一步地：所述钢桁架的上弦杆焊接在单向滑动球铰支座上。Further: the upper chord of the steel truss is welded on the one-way sliding spherical joint support.
进一步地：所述钢桁架由上弦杆、腹杆和下弦杆构成。Further: the steel truss is composed of an upper chord, a web and a lower chord.
本发明具有如下突出的有益效果：The present invention has the following outstanding beneficial effects:
1、本发明涉及的钢桁架的可控型定量释放连接方法，由于采用上弦支承的方式将钢桁架支承于两端混凝土裙楼结构上；钢桁架的两端通过水平支撑与两侧的混凝土结构连接；所述水平支撑之一为可控型定量释放连接结构，所述水平支撑之二为常规铰接结构，因此，能够释放特定设计荷载下产生的水平力，定量控制钢桁架传递给两侧塔楼混凝土裙楼结构的荷载，具有降低钢桁架与混凝土裙楼结构连接处节点设计难度，减小了节点处相关混凝土裙楼结构的截面尺寸以符合建筑层净高要求，保证整栋建筑的安全性能等有益效果。1. The controllable quantitative release connection method of the steel truss involved in the present invention adopts the upper chord support method to support the steel truss on the concrete podium structure at both ends; connection; one of the horizontal supports is a controllable quantitative release connection structure, and the second of the horizontal supports is a conventional hinged structure, so it can release the horizontal force generated under a specific design load, and quantitatively control the transmission of the steel truss to the towers on both sides The load of the concrete podium structure can reduce the difficulty of node design at the connection between the steel truss and the concrete podium structure, reduce the cross-sectional size of the relevant concrete podium structure at the node to meet the net height requirements of the building, and ensure the safety performance of the entire building and other beneficial effects.
2、本发明涉及的钢桁架的可控型定量释放连接结构，当整个钢桁架通过单向滑动球铰支座沿桁架方向释放水平力后，拧紧螺栓锁定装置的螺栓，使钢桁架与混凝土裙楼结构连成一整体，构成共同抵抗水平荷载的可控定量释放连接方式，具有增强楼层平面内刚度，减小裙楼在水平荷载下的位移，并有效地分担了变形不协调时，对裙楼间混凝土裙楼结构产生的附加荷载，使建筑结构整体安全、坚固耐用等有益效果。2. The controllable quantitative release connection structure of the steel truss involved in the present invention, after the entire steel truss releases the horizontal force along the direction of the truss through the one-way sliding spherical hinge support, the bolts of the bolt locking device are tightened so that the steel truss and the concrete skirt The building structures are connected as a whole to form a controllable quantitative release connection that jointly resists horizontal loads, which can enhance the in-plane rigidity of the floor, reduce the displacement of the podium under horizontal loads, and effectively share the impact on the podium when the deformation is uncoordinated. The additional load generated by the inter-concrete podium structure makes the building structure overall safe, durable and other beneficial effects.
附图说明Description of drawings
图1为本发明应用于裙楼的结构体系立面示意图。Fig. 1 is a schematic diagram of the elevation of the structural system of the present invention applied to the podium.
图2为本发明应用于裙楼的结构屋面层平面布置图。Fig. 2 is a layout diagram of the structural roof layer of the present invention applied to the podium.
图3为本发明应用于裙楼的桁架立面示意图。Fig. 3 is a schematic elevation view of the truss applied to the podium of the present invention.
图4为图3中可控型定量释放连接节点的放大图。Fig. 4 is an enlarged view of the controllable quantitative release connection node in Fig. 3 .
具体实施方式Detailed ways
下面结合附图对本发明作进一步地说明。The present invention will be further described below in conjunction with accompanying drawing.
如图1、图2、图3和图4所示钢桁架的可控型定量释放连接结构，包括混凝土裙楼结构1、钢桁架2、钢牛腿3、单向滑动球铰支座4和螺栓锁定装置5，所述钢桁架2由上弦杆2-1、腹杆2-1和下弦杆2-3构成；所述钢牛腿3设置在混凝土裙楼结构1上，钢牛腿3的底面设有牛腿连接端，单向滑动球铰支座4安装于钢牛腿3上，单向滑动球铰支座4的上表面设有球铰连接端，所述单向滑动球铰支座4安装在钢牛腿3上，钢桁架2的上弦杆2-1的球铰连接端焊接在单向滑动球铰支座4上，螺栓锁定装置5的一端通过螺栓和连接板与钢牛腿3连接，螺栓锁定装置5的另一端与钢桁架2的上弦杆侧面连接、该连接在定量的水平力通过单向滑动球铰支座4释放之后进行钢牛腿3与混凝土裙楼结构1连接；当整个钢桁架2通过单向滑动球铰支座4沿桁架方向释放水平力后，拧紧螺栓锁定装置5的螺栓，使钢桁架2与混凝土裙楼结构1连成一整体，构成共同抵抗水平荷载的可控定量释放连接结构。As shown in Figure 1, Figure 2, Figure 3 and Figure 4, the controllable quantitative release connection structure of steel trusses includes concrete podium structure 1, steel trusses 2, steel corbels 3, one-way sliding spherical hinge supports 4 and The bolt locking device 5, the steel truss 2 is composed of the upper chord 2-1, the web 2-1 and the lower chord 2-3; the steel corbel 3 is arranged on the concrete podium structure 1, and the steel corbel 3 The bottom surface is provided with a corbel connecting end, and the one-way sliding spherical hinge support 4 is installed on the steel corbel 3, and the upper surface of the one-way sliding spherical hinge support 4 is provided with a spherical hinge connecting end, and the one-way sliding spherical hinge support The seat 4 is installed on the steel corbel 3, the ball joint connection end of the upper chord 2-1 of the steel truss 2 is welded on the one-way sliding ball joint support 4, and one end of the bolt locking device 5 is connected to the steel bull through the bolt and the connecting plate. The leg 3 is connected, and the other end of the bolt locking device 5 is connected to the side of the upper chord of the steel truss 2. The connection is made after a certain amount of horizontal force is released through the one-way sliding ball joint support 4. The steel corbel 3 and the concrete podium structure 1 Connection; when the entire steel truss 2 releases the horizontal force along the direction of the truss through the one-way sliding spherical hinge support 4, tighten the bolts of the bolt locking device 5, so that the steel truss 2 and the concrete podium structure 1 are connected as a whole to form a common resistance level Controlled quantitative release of loads in connected structures.
钢桁架的可控型定量释放连接方法，Controlled quantitative release connection method for steel trusses,
1）采用上弦支承的方式将钢桁架2支承于两端混凝土裙楼结构1上；1) The steel truss 2 is supported on the concrete podium structure 1 at both ends by means of upper chord support;
2）钢桁架2的两端通过水平支撑与两侧的混凝土结构1连接；所述水平支撑之一为可控型定量释放连接结构，所述水平支撑之二为常规铰接结构；2) Both ends of the steel truss 2 are connected to the concrete structures 1 on both sides through horizontal supports; one of the horizontal supports is a controllable quantitative release connection structure, and the second of the horizontal supports is a conventional hinged structure;
3）可控型定量释放连接结构包括单向滑动球铰支座4和螺栓锁定装置5，通过单向滑动球铰支座4和螺栓锁定装置5的配合实现钢桁架2单端可控型定量释放连接；3) The controllable quantitative release connection structure includes the one-way sliding spherical hinge support 4 and the bolt locking device 5. Through the cooperation of the one-way sliding spherical hinge support 4 and the bolt locking device 5, the single-end controllable quantitative release of the steel truss 2 is realized. release the connection;
4）在实现钢桁架2单端可控型定量释放连接过程中，钢桁架2的上弦与单向可滑动球铰支座4固定连接，待钢桁架2、水平支撑、马道钢梁及屋面系统安装就位完成，钢桁架整体沿桁架方向单身滑动、释放钢桁架及屋面结构自重产生的水平力、完成变形后，将螺栓锁定装置5的螺栓安装拧紧、形成定位连接结构，使钢桁架与裙楼混凝土框架连成整体、共同抵抗水平荷载，完成可控型定量释放连接；所述的马道钢梁是指吊挂在桁架下弦作为一般检修用的通道中的钢梁，该通道称为马道；所述的层面系统是指连接在钢桁架2上面的全部屋面荷载，包括屋面绿化种植荷载、舞台灯光设备荷载和活动隔墙荷载；所述水平力来自钢桁架2及连接在钢桁架2上面的全部屋面荷载的自重产生的水平力。4) In the process of realizing the single-end controllable quantitative release connection of the steel truss 2, the upper chord of the steel truss 2 is fixedly connected with the one-way slidable spherical hinge support 4, and the steel truss 2, horizontal support, steel girder and roof system After the installation is completed, the steel truss slides along the direction of the truss alone to release the horizontal force generated by the self-weight of the steel truss and the roof structure, and after the deformation is completed, the bolts of the bolt locking device 5 are installed and tightened to form a positioning connection structure, so that the steel truss and the skirt The concrete frame of the building is connected as a whole to jointly resist the horizontal load and complete the controllable quantitative release connection; the steel girder of the truss refers to the steel beam hanging on the lower chord of the truss as a passage for general maintenance, and the passage is called the bridle; The layer system refers to all roof loads connected to the steel truss 2, including roof greening planting load, stage lighting equipment load and movable partition wall load; the horizontal force comes from the steel truss 2 and the load connected to the steel truss 2 The horizontal force due to the self-weight of the total roof load.
可控型定量释放连接的“可控”通过控制螺栓锁定装置连接的时间节点来实现，“定量”是按照各工程项目的实际情况，选择需要释放的水平力的大小，通过可滑动支座来释放；整个连接方式通过可滑动支座和螺栓锁定装置的有效结合来实现。The "controllability" of the controllable quantitative release connection is realized by controlling the time node of the connection of the bolt locking device. Release; the entire connection is realized by the effective combination of the sliding support and the bolt locking device.
实际应用中，螺栓锁定装置5位于单向滑动球铰支座4上方、与单向滑动球铰支座4没有直接连接关系；螺栓锁定装置5的一端通过螺栓和连接板与钢牛腿3连接、其另一端与钢桁架2的上弦杆2-1侧面连接，但该连接须在定量的水平力通过单向滑动球铰支座释放了之后方可进行。所述钢牛腿3与混凝土裙楼结构1连接，所述单向滑动球铰支座4安装在钢牛腿3上，钢桁架2的上弦杆2-1安装在单向滑动球铰支座4上，钢桁架2的上弦杆2-1通过螺栓锁定装置5与混凝土裙楼结构1相连。In practical application, the bolt locking device 5 is located above the one-way sliding spherical hinge support 4 and has no direct connection relationship with the one-way sliding spherical hinge support 4; one end of the bolt locking device 5 is connected to the steel corbel 3 through a bolt and a connecting plate , the other end of which is connected to the side of the upper chord 2-1 of the steel truss 2, but this connection must be carried out after a certain amount of horizontal force has been released by the one-way sliding ball joint support. The steel corbel 3 is connected to the concrete podium structure 1, the one-way sliding spherical hinge support 4 is installed on the steel corbel 3, and the upper chord 2-1 of the steel truss 2 is installed on the one-way sliding spherical hinge support 4, the upper chord 2-1 of the steel truss 2 is connected to the concrete podium structure 1 through a bolt locking device 5.
下面以某裙楼为例，采用框架-剪力墙结构体系，局部钢结构，塔楼为17层，高度118.3m；裙楼5层，高度39.7m,4～5层的5～9轴交C～F轴范围局部空旷，作为宴会厅使用，宴会厅屋顶采用7榀跨度51m、高度3.5m的钢桁架2。该裙楼的宴会厅大跨度屋面结构体系为单向平面桁架，钢桁架2采用上弦杆2-1支承的方式支承于两端的混凝土裙楼结构1；钢桁架2平面外设置水平支撑系统，与两侧混凝土裙楼结构1连接，钢桁架2一端采用普通铰接8，一端采用可控型定量释放连接方式9。可控型定量释放连接通过单向可滑动球铰支座4和螺栓锁定装置5的有效结合来实现。钢桁架2的上弦杆2-1与单向可滑动球铰支座4可靠焊接，钢桁架2、支撑系统7、马道钢梁及屋面系统安装就位完成，整个钢桁架2通过单向可滑动球铰支座4沿桁架方向单向滑动，释放钢桁架2及混凝土裙楼结构1构成的屋面系统自重下产生的水平力，变形完成后，将螺栓锁定装置5的螺栓安装拧紧，钢桁架2与混凝土裙楼结构1连成一整体，共同抵抗水平荷载。Taking a certain podium as an example, the frame-shear wall structure system is adopted, and the local steel structure is adopted. The tower has 17 floors and a height of 118.3m; ～The area of the F axis is partially open and used as a banquet hall. The roof of the banquet hall adopts 7 steel trusses 2 with a span of 51m and a height of 3.5m. The large-span roof structure system of the banquet hall of the podium is a one-way planar truss, and the steel truss 2 is supported on the concrete podium structure 1 at both ends by the upper chord 2-1; the steel truss 2 is provided with a horizontal support system outside the plane, and The concrete podium structures 1 on both sides are connected, and the steel truss 2 is connected by
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