CN105672489B - Steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method - Google Patents
Steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method Download PDFInfo
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- CN105672489B CN105672489B CN201610023097.7A CN201610023097A CN105672489B CN 105672489 B CN105672489 B CN 105672489B CN 201610023097 A CN201610023097 A CN 201610023097A CN 105672489 B CN105672489 B CN 105672489B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 80
- 239000010959 steel Substances 0.000 title claims abstract description 80
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 49
- 238000010276 construction Methods 0.000 title claims abstract description 14
- 239000003351 stiffener Substances 0.000 claims abstract description 102
- 238000003466 welding Methods 0.000 claims description 5
- 238000000034 method Methods 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims 2
- 238000007373 indentation Methods 0.000 claims 1
- 230000002787 reinforcement Effects 0.000 abstract description 2
- 239000004567 concrete Substances 0.000 description 25
- 238000005452 bending Methods 0.000 description 9
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 230000006378 damage Effects 0.000 description 4
- 239000004575 stone Substances 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000009916 joint effect Effects 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000009526 moderate injury Effects 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/185—Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
- E04B1/4107—Longitudinal elements having an open profile, with the opening parallel to the concrete or masonry surface, i.e. anchoring rails
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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Abstract
本发明涉及一种钢屋架与预制钢筋混凝土柱半刚性连接结构及施工方法，属于节点加固技术领域。包括支座竖杆、加劲肋、支座托板、横向加劲肋、纵向加劲肋、支座底板以及连接板、梯形钢屋架；加劲肋与支座竖杆焊接在支座竖杆上部，支座托板与支座竖杆垂直焊接，加劲肋底部与支座托板垂直焊接；横向加劲肋和支座底板垂直设置在支座竖杆底部，横向加劲肋和支座底板与支座竖杆焊接，纵向加劲肋与横向加劲肋、支座底板以及支座竖杆刨平顶紧并垂直，采用双面角焊缝三面围焊在一起；支座竖杆与梯形钢屋架之间通过连接板焊接在一起；支座竖杆底部各构件均设置在预制钢筋混凝土柱内，支座托板设置于预制钢筋混凝土柱上表面。
The invention relates to a semi-rigid connection structure between a steel roof truss and a prefabricated reinforced concrete column and a construction method, and belongs to the technical field of node reinforcement. Including support vertical bar, stiffener, support plate, transverse stiffener, longitudinal stiffener, support bottom plate and connecting plate, trapezoidal steel roof truss; stiffener and support vertical bar are welded on the upper part of the support vertical bar, the support The support plate is welded vertically to the vertical bar of the support, and the bottom of the stiffener is welded vertically to the support plate of the support; the transverse stiffener and the bottom plate of the support are vertically arranged at the bottom of the vertical bar of the support, and the transverse stiffener and the bottom plate of the support are welded to the vertical bar of the support , the longitudinal stiffeners and transverse stiffeners, the bottom plate of the support and the vertical bar of the support are flattened and vertical, and are welded together on three sides with double-sided fillet welds; the vertical bar of the support and the trapezoidal steel roof truss are welded by connecting plates together; each member at the bottom of the support vertical bar is arranged in the prefabricated reinforced concrete column, and the support plate is arranged on the upper surface of the prefabricated reinforced concrete column.
Description
技术领域technical field
本发明涉及一种节点连接结构，特别是一种钢屋架与预制钢筋混凝土柱半刚性连接结构及施工方法，属于节点加固技术领域。The invention relates to a node connection structure, in particular to a semi-rigid connection structure and construction method between a steel roof truss and a prefabricated reinforced concrete column, and belongs to the technical field of node reinforcement.
背景技术Background technique
目前世界各国有大量使用钢屋架同混凝土框架柱或剪力墙结构组成的既有大空间建筑体系，其中包括体育馆、避难所以及大跨度厂房等等，然而这些大空间公共建筑结构，一旦在地震中破坏坍塌，后果往往非常严重，以往发生的大地震已经证明这种破坏的风险是高度存在的。在2011年3月11日日本东北海岸遭受里氏9.0级的大地震袭击当中，大量人员伤亡和巨额财产损失，在震后应急评估中发现，大多数由钢屋架和混凝土柱组成的体育馆建筑的屋顶和混凝土柱的连接处在地震中受到不同程度的损坏。这种破坏现象给避难场所带来极大的安全隐患，并有可能造成更为严重的次生灾害。At present, countries around the world have a large number of existing large-space building systems composed of steel roof trusses and concrete frame columns or shear wall structures, including gymnasiums, shelters, and large-span factory buildings. The consequences of moderate damage and collapse are often very serious, and the large earthquakes that have occurred in the past have proved that the risk of such damage is high. On March 11, 2011, the northeastern coast of Japan was hit by a magnitude 9.0 earthquake, causing a large number of casualties and huge property losses. During the post-earthquake emergency assessment, it was found that most of the gymnasium buildings composed of steel roof trusses and concrete columns The joints of the roof and the concrete columns were damaged to varying degrees in the earthquake. This phenomenon of destruction brings great potential safety hazards to shelters, and may cause more serious secondary disasters.
分析其破坏的主要原因：在遭遇强震时，与钢屋架相铰接的混凝土柱，会产生水平方向的运动，由于柱子下端与基础刚性连接，混凝土柱将发生弯曲变形，导致柱顶部原有保持在水平面的顶面开始倾斜，地震引起混凝土柱在水平方向的运动，也带动了钢屋架的水平向运动，但钢屋架具有远大于柱子的水平刚度，此外，由于钢屋架在四周均设有混凝土柱支撑，迫使钢屋架近似刚体，始终保持水平运动，无法同柱端顶面一样产生一致倾斜的变形，基于上述的推论，可以了解到混凝土柱的顶部与钢屋架在地震时无法协调变形。那么对连接钢屋架与混凝土柱的螺栓而言，则受到了剪力、弯矩和拉力的共同作用，如果柱顶产生过大的倾斜位移，则受拉区的螺栓将会受到更大的拉力，导致螺栓拔出混凝土柱顶，进一步使钢屋架脱落于混凝土柱，造成不可预估的次生灾害。Analysis of the main reason for its damage: In the event of a strong earthquake, the concrete column hinged with the steel roof truss will move in the horizontal direction. Since the lower end of the column is rigidly connected to the foundation, the concrete column will be bent and deformed, resulting in the original retention of the top of the column. The top surface of the horizontal plane began to incline, and the earthquake caused the horizontal movement of the concrete columns, which also drove the horizontal movement of the steel roof truss, but the steel roof truss has a much greater horizontal stiffness than the columns. The column support forces the steel roof truss to approximate a rigid body, which always maintains horizontal movement and cannot produce the same inclined deformation as the top surface of the column end. Based on the above inference, it can be known that the top of the concrete column and the steel roof truss cannot coordinate deformation during the earthquake. Then, for the bolts connecting the steel roof truss and the concrete columns, they are subjected to the joint action of shear force, bending moment and tension force. If the column top produces excessive inclination displacement, the bolts in the tension area will be subject to greater tension , causing the bolts to be pulled out of the top of the concrete column, further causing the steel roof truss to fall off the concrete column, causing unpredictable secondary disasters.
发明内容Contents of the invention
基于上述缺陷，本发明提出了一种钢屋架与预制钢筋混凝土柱半刚性连接结构及施工方法，用于解决强震作用下钢屋架与混凝土柱通过螺栓连接存在安全隐患的技术问题。Based on the above defects, the present invention proposes a semi-rigid connection structure and construction method between a steel roof truss and a prefabricated reinforced concrete column, which is used to solve the technical problem of potential safety hazards in the steel roof truss and concrete columns connected by bolts under strong earthquakes.
本发明的技术方案如下：Technical scheme of the present invention is as follows:
一种钢屋架与预制钢筋混凝土柱半刚性连接结构，所述半刚性连接结构包括支座竖杆、加劲肋、支座托板、横向加劲肋、纵向加劲肋、支座底板以及连接板、梯形钢屋架；其中，所述加劲肋与支座竖杆通过对接焊缝垂直焊接连接在支座竖杆上部，支座托板与支座竖杆通过对接焊缝垂直焊接连接，加劲肋底部与支座托板通过双面角焊缝垂直焊接连接；所述横向加劲肋和支座底板均垂直设置在支座竖杆底部，所述横向加劲肋和支座底板与支座竖杆均采用对接焊缝焊接连接，所述纵向加劲肋上、下端以及侧端分别与横向加劲肋、支座底板以及支座竖杆刨平顶紧，所述纵向加劲肋垂直于横向加劲肋、支座底板以及支座竖杆设置，且所述纵向加劲肋与横向加劲肋、支座底板以及支座竖杆均采用双面角焊缝三面围焊在一起；所述支座竖杆与梯形钢屋架之间通过连接板焊接在一起；所述支座竖杆底部以及纵向加劲肋、横向加劲肋、支座底板均设置在预制钢筋混凝土柱内，所述支座托板设置于预制钢筋混凝土柱上表面。A semi-rigid connection structure between a steel roof truss and a prefabricated reinforced concrete column. Steel roof truss; wherein, the stiffener and the vertical bar of the support are vertically welded to the upper part of the vertical bar of the support, the supporting plate of the support and the vertical bar of the support are connected by vertical welding of the butt weld, and the bottom of the stiffener is connected to the vertical bar of the support The seat supporting plate is vertically welded and connected by double-sided fillet welds; the transverse stiffeners and the support bottom plate are vertically arranged at the bottom of the support vertical bar, and the transverse stiffeners, the support bottom plate and the support vertical bar are all butt welded The upper, lower and side ends of the longitudinal stiffener are planed and tightened with the transverse stiffener, the bottom plate of the support and the vertical bar of the support respectively, and the longitudinal stiffener is perpendicular to the stiffener, the bottom plate of the support and the support The seat vertical bar is set, and the longitudinal stiffeners and transverse stiffeners, the support bottom plate and the support vertical bar are welded together on three sides with double-sided fillet welds; the support vertical bar and the trapezoidal steel roof truss pass through The connecting plates are welded together; the bottom of the vertical bar of the support, the longitudinal stiffeners, the transverse stiffeners and the bottom plate of the support are all arranged in the prefabricated reinforced concrete column, and the support plate is arranged on the upper surface of the prefabricated reinforced concrete column.
进一步地，所述支座竖杆为三块钢板焊接而成的工字钢杆件。Further, the support vertical bar is an I-shaped steel bar member welded by three steel plates.
进一步地，所述支座竖杆采用Q345钢板焊接而成。Further, the support vertical bar is welded by Q345 steel plate.
进一步地，所述加劲肋为三角形形状的钢板，均匀设置于支座竖杆的四角，且其底边与支座托板焊接在一起。Further, the stiffeners are triangular-shaped steel plates, which are uniformly arranged at the four corners of the support vertical bar, and whose bottom edges are welded together with the support plate.
进一步地，所述支座托板的截面尺寸延伸至预制钢筋混凝土柱边缘以内50～80mm处。Further, the cross-sectional dimension of the support plate extends to 50-80mm inside the edge of the prefabricated reinforced concrete column.
进一步地，所述横向加劲肋与支座底板均为梯形形状的钢板。Further, both the transverse stiffener and the bottom plate of the support are trapezoidal steel plates.
进一步地，所述预制钢筋混凝土柱在柱顶部中间位置预留有凸形缺口，在缺口角部布置有补强钢筋，所述支座竖杆底部以及纵向加劲肋、横向加劲肋、支座底板均设置在预制钢筋混凝土柱的所述凸形缺口内，且缺口的缝隙内浇筑有细石混凝土。Further, the prefabricated reinforced concrete column has a convex gap reserved in the middle of the top of the column, reinforcing steel bars are arranged at the corners of the gap, the bottom of the vertical rod of the support, the longitudinal stiffener, the transverse stiffener, and the bottom plate of the support They are all arranged in the convex gap of the prefabricated reinforced concrete column, and fine stone concrete is poured in the gap of the gap.
上述钢屋架与预制钢筋混凝土柱半刚性连接结构的施工方法，具体施工步骤如下：The construction method of the semi-rigid connection structure between the steel roof truss and the prefabricated reinforced concrete column, the specific construction steps are as follows:
步骤一：施工预制钢筋混凝土柱，并在预制钢筋混凝土柱的顶端预留凸形缺口，在缺口角部布置补强钢筋；Step 1: Construct prefabricated reinforced concrete columns, reserve a convex gap at the top of the prefabricated reinforced concrete column, and arrange reinforcing steel bars at the corners of the gap;
步骤二：制作梯形钢屋架、支座竖杆、加劲肋、支座托板、横向加劲肋、纵向加劲肋以及支座底板；Step 2: Make trapezoidal steel roof trusses, support vertical bars, stiffeners, support plates, transverse stiffeners, longitudinal stiffeners and support bottom plates;
步骤三：将加劲肋、支座托板、横向加劲肋、支座底板分别与支座竖杆通过对接焊缝连接；Step 3: Connect the stiffeners, support plates, transverse stiffeners, and support bottom plates to the vertical bars of the support through butt welds;
步骤四：将加劲肋与支座托板通过双面角焊缝连接，将纵向加劲肋与横向加劲肋和支座底板和支座竖杆刨平顶紧，并采用双面角焊缝进行三面围焊；Step 4: Connect the stiffeners to the support plate through double-sided fillet welds, plan and tighten the longitudinal stiffeners and transverse stiffeners, the bottom plate of the support and the vertical rods of the support, and use double-sided fillet welds for three-sided Surrounding welding;
步骤五：将步骤四连接好的支座竖杆与预制的梯形钢屋架通过连接板采用双面角焊缝连接；Step 5: Connect the support vertical bar connected in step 4 with the prefabricated trapezoidal steel roof truss through the connecting plate with double-sided fillet welds;
步骤六：将带有支座竖杆的梯形钢屋架通过吊装设备安置于预制钢筋混凝土柱预留凸形缺口处；Step 6: Place the trapezoidal steel roof truss with the vertical rod of the support on the reserved convex gap of the prefabricated reinforced concrete column through the hoisting equipment;
步骤七：用细石混凝土在预留缺口缝隙处进行浇筑固定；Step 7: Use fine stone concrete to pour and fix the gaps in the reserved gaps;
步骤八：完成梯形钢屋架与预制钢筋混凝土柱半刚性连接的施工，同时对所述梯形钢屋架与各钢构件进行防锈防腐处理。Step 8: Complete the construction of the semi-rigid connection between the trapezoidal steel roof truss and the prefabricated reinforced concrete column, and at the same time perform antirust and anticorrosion treatment on the trapezoidal steel roof truss and each steel member.
其中，梯形钢屋架各个构件可根据具体工程实例中的屋面荷载等因素来确定其材料与截面（除图示所标注的支座竖杆以外）；对于支座竖杆，由于支座竖杆下端为半刚接状态，在水平外力作用下，支座竖杆必然会受到弯矩的作用，而一般钢屋架杆件的抗弯承载力极为有限，故支座竖杆采用三块轧制的屈服强度较高的钢板焊接而成，如Q345，具体尺寸应根据屋架所受的水平荷载与钢材的受弯和受剪承载力并考虑下文提到的加劲肋的作用来确定。Among them, the material and section of each component of the trapezoidal steel roof truss can be determined according to the roof load and other factors in the specific engineering example (except for the support vertical bar marked in the figure); for the support vertical bar, since the lower end of the support vertical bar It is a semi-rigid connection state. Under the action of horizontal external force, the support vertical rod will inevitably be subjected to the action of bending moment, and the bending bearing capacity of the general steel roof truss rod is extremely limited, so the support vertical rod adopts three pieces of rolled yield It is welded by high-strength steel plates, such as Q345. The specific size should be determined according to the horizontal load on the roof truss, the bending and shearing capacity of the steel, and the effect of the stiffeners mentioned below.
所述加劲肋与支座竖杆采用对接焊缝连接，加劲肋设计为三角形形状，其主要原因是弯矩从竖杆顶部到支座托板处大体呈三角形分布，兼顾钢材的合理利用。为防止钢屋架产生平面内与平面外的双向弯曲，故将四肢加劲肋均匀对称设置于支座竖杆的四角，避免支座竖杆发生扭曲变形。The stiffeners are connected to the support vertical bars by butt welds, and the stiffeners are designed in a triangular shape. The main reason is that the bending moment is generally distributed in a triangle from the top of the vertical bar to the support plate, taking into account the rational use of steel. In order to prevent the two-way bending of the steel roof truss in-plane and out-of-plane, the limb stiffeners are evenly and symmetrically arranged at the four corners of the support vertical bar to avoid twisting and deformation of the support vertical bar.
所述支座托板与支座竖杆采用对接焊缝连接。考虑到施工条件的限制，支座托板与加劲肋采用双面角焊缝连接，为了保证支座的稳定性与混凝土柱的局部承压能力，支座托板的截面尺寸可延伸至混凝土柱边缘以内50～80mm。The supporting plate of the support is connected with the vertical bar of the support by a butt weld. Considering the limitation of construction conditions, the support plate and the stiffener are connected by double-sided fillet welds. In order to ensure the stability of the support and the local pressure bearing capacity of the concrete column, the section size of the support plate can be extended to the concrete column 50-80mm within the edge.
所述横向加劲肋与支座竖杆采用对接焊缝连接，考虑到对混凝土截面剪切作用的影响，为了降低对混凝土截面的作用应力，将横向加劲肋设计为梯形形状，加大与混凝土的接触面积。The transverse stiffeners are connected to the support vertical rods by butt welds. Considering the impact on the shearing effect on the concrete section, in order to reduce the stress on the concrete section, the transverse stiffeners are designed as trapezoidal shapes to increase the distance between them and the concrete. Contact area.
本发明的钢屋架与预制钢筋混凝土柱半刚性连接的工作原理是：在较大的水平荷载作用下，钢屋架受到自身的自重荷载与外界力给予的加速度，会产生水平荷载，进而产生水平位移，由于钢屋架的支座竖杆与预制混凝土柱半刚性连接，钢屋架的水平平动会对支座竖杆产生平面内的弯曲变形，此时焊接于支座竖杆的加劲肋会与支座竖杆共同作用来抵抗所传来的弯矩与剪力，将传统连接的螺栓所发生的剪切破坏转化为支座竖杆与加劲肋所共同发生的弯曲破坏，从而使脆性破坏转化为延性破坏，通过使加劲肋的局部屈服，还可以耗散一部分输入能量，进而保证了结构的整体安全，避免了连接梯形钢屋架与预制混凝土柱的螺栓被拉断进，也避免了钢屋架脱落于混凝土柱的事件发生。The working principle of the semi-rigid connection between the steel roof truss and the prefabricated reinforced concrete column of the present invention is: under the action of relatively large horizontal load, the steel roof truss is subjected to its own weight load and the acceleration given by the external force, which will generate horizontal load and then generate horizontal displacement , due to the semi-rigid connection between the support vertical bar of the steel roof truss and the precast concrete column, the horizontal translation of the steel roof truss will cause bending deformation in the plane of the support vertical bar, and at this time the stiffeners welded to the support vertical bar will be in contact with the support vertical bar The vertical rods of the seat work together to resist the transmitted bending moment and shear force, and convert the shear failure of the traditionally connected bolts into the bending failure of the vertical rods of the support and the stiffeners, so that the brittle failure is transformed into Ductility failure, by partially yielding the stiffener, can also dissipate part of the input energy, thereby ensuring the overall safety of the structure, avoiding the bolts connecting the trapezoidal steel roof truss and the prefabricated concrete column from being broken, and also avoiding the falling off of the steel roof truss The incident occurred on the concrete column.
附图说明Description of drawings
图1是本发明钢屋架与预制钢筋混凝土柱半刚性连接结构的主视图；Fig. 1 is the front view of steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure of the present invention;
图2是本发明钢屋架与预制钢筋混凝土柱半刚性连接结构纵向剖切构造图；Fig. 2 is a longitudinal section structural diagram of the steel roof truss and the prefabricated reinforced concrete column semi-rigid connection structure of the present invention;
图3是图2的A-A剖视图；Fig. 3 is A-A sectional view of Fig. 2;
图4是图2的B-B剖视图；Fig. 4 is the B-B sectional view of Fig. 2;
图5是图2的C-C剖视图；Fig. 5 is the C-C sectional view of Fig. 2;
图6是本发明钢屋架与预制钢筋混凝土柱半刚性连接结构预制钢筋混凝土柱纵向剖视图。Fig. 6 is a longitudinal sectional view of the prefabricated reinforced concrete column of the semi-rigid connection structure between the steel roof truss and the prefabricated reinforced concrete column of the present invention.
图中：1、支座竖杆，2、加劲肋，3、支座托板，4、横向加劲肋，5、纵向加劲肋，6、预制钢筋混凝土柱，7、支座底板，8、连接板，9、梯形钢屋架。In the figure: 1. Support vertical bar, 2. Stiffener, 3. Support plate, 4. Transverse stiffener, 5. Longitudinal stiffener, 6. Prefabricated reinforced concrete column, 7. Support bottom plate, 8. Connection 9. Trapezoidal steel roof truss.
具体实施方式detailed description
下面结合附图对本发明做进一步说明。The present invention will be further described below in conjunction with the accompanying drawings.
如图1～6所示，本发明的一种钢屋架与预制钢筋混凝土柱半刚性连接结构，包括支座竖杆1、加劲肋2、支座托板3、横向加劲肋4、纵向加劲肋5、支座底板7以及连接板8、梯形钢屋架9。其中，加劲肋2与支座竖杆1通过对接焊缝垂直焊接连接在支座竖杆1上部，支座托板3与支座竖杆1通过对接焊缝垂直焊接连接，加劲肋2底部与支座托板3通过双面角焊缝垂直焊接连接。横向加劲肋4和支座底板7均垂直设置在支座竖杆1底部，横向加劲肋4和支座底板7与支座竖杆1均采用对接焊缝焊接连接，纵向加劲肋5上、下端以及侧端分别与横向加劲肋4、支座底板7以及支座竖杆1刨平顶紧，纵向加劲肋5垂直于横向加劲肋4、支座底板7以及支座竖杆1设置，且纵向加劲肋5与横向加劲肋4、支座底板7以及支座竖杆1均采用双面角焊缝三面围焊在一起。支座竖杆1与梯形钢屋架9之间通过连接板8焊接在一起。支座竖杆1底部以及纵向加劲肋5、横向加劲肋4、支座底板7均设置在预制钢筋混凝土柱6内，支座托板3设置于预制钢筋混凝土柱6上表面。As shown in Figures 1 to 6, a semi-rigid connection structure between a steel roof truss and a prefabricated reinforced concrete column of the present invention includes a support vertical bar 1, a stiffener 2, a support plate 3, a transverse stiffener 4, and a longitudinal stiffener 5. Support bottom plate 7 and connecting plate 8, trapezoidal steel roof truss 9. Among them, the stiffener 2 and the support vertical bar 1 are vertically welded on the upper part of the support vertical bar 1 through a butt weld, the support plate 3 and the support vertical bar 1 are vertically welded through a butt weld, and the bottom of the stiffener 2 is connected to the upper part of the support vertical bar 1 through a butt weld. The supporting plate 3 is vertically welded and connected by double-sided fillet welds. Both the transverse stiffener 4 and the support bottom plate 7 are vertically arranged at the bottom of the support vertical bar 1, the transverse stiffener 4, the support bottom plate 7 and the support vertical bar 1 are all connected by butt weld welding, and the upper and lower ends of the longitudinal stiffener 5 And the side ends are respectively planed and tightened with the transverse stiffener 4, the support bottom plate 7 and the support vertical bar 1, the longitudinal stiffener 5 is arranged perpendicular to the transverse stiffener 4, the support bottom plate 7 and the support vertical bar 1, and the longitudinal Stiffeners 5, transverse stiffeners 4, support bottom plate 7 and support vertical bar 1 are welded together on three sides by double-sided fillet welds. The support vertical bar 1 and the trapezoidal steel roof truss 9 are welded together through the connecting plate 8 . The bottom of the support vertical bar 1, the longitudinal stiffeners 5, the transverse stiffeners 4, and the base plate 7 are all arranged in the prefabricated reinforced concrete column 6, and the support plate 3 is arranged on the upper surface of the prefabricated reinforced concrete column 6.
其中，支座竖杆1为采用屈服强度较高如Q345的三块钢板焊接而成的工字钢。加劲肋2为三角形形状的钢板，均匀设置于支座竖杆1的四角，且其底边与支座托板3焊接在一起。支座托板3的截面尺寸延伸至预制钢筋混凝土柱6边缘以内50～80mm处，避免预制混凝土柱的局部受压破坏。横向加劲肋4考虑到对混凝土截面剪切作用的影响，为了降低对混凝土截面的作用应力，将横向加劲肋设计为梯形形状。纵向加劲肋5布置位置均同上述加劲肋2。支座底板7构件形状尺寸与布置位置均同上述横向加劲肋4。如图6所示，预制钢筋混凝土柱6在柱顶部中间位置预留有凸形缺口，在缺口角部布置有补强钢筋，支座竖杆1底部以及纵向加劲肋5、横向加劲肋4、支座底板7均设置在预制钢筋混凝土柱6的所述凸形缺口内，且缺口的缝隙内浇筑有细石混凝土。Wherein, the support vertical bar 1 is an I-beam welded by three steel plates with higher yield strength such as Q345. The stiffener 2 is a triangular steel plate, which is evenly arranged on the four corners of the support vertical rod 1 , and its bottom edge is welded together with the support plate 3 . The cross-sectional size of the support plate 3 extends to 50-80mm within the edge of the prefabricated reinforced concrete column 6, so as to avoid local compression damage of the prefabricated concrete column. The transverse stiffener 4 is designed to be trapezoidal in order to reduce the acting stress on the concrete section in consideration of the influence of the shear action on the concrete section. The arrangement positions of the longitudinal stiffeners 5 are the same as those of the aforementioned stiffeners 2 . The shape, size and arrangement position of the members of the base plate 7 are the same as those of the above-mentioned transverse stiffeners 4 . As shown in Figure 6, a prefabricated reinforced concrete column 6 has a convex gap reserved in the middle of the top of the column, reinforcing steel bars are arranged at the corner of the gap, the bottom of the support vertical bar 1 and the longitudinal stiffener 5, transverse stiffener 4, The support bottom plates 7 are all arranged in the convex gaps of the prefabricated reinforced concrete columns 6, and fine stone concrete is poured in the gaps of the gaps.
具体施工步骤如下：The specific construction steps are as follows:
步骤一：施工预制钢筋混凝土柱6，并在预制钢筋混凝土柱6的顶端预留凸形缺口，在缺口角部布置补强钢筋；Step 1: construct the prefabricated reinforced concrete column 6, and reserve a convex gap at the top of the prefabricated reinforced concrete column 6, and arrange reinforcing steel bars at the corners of the gap;
步骤二：制作梯形钢屋架9、支座竖杆1、加劲肋2、支座托板3、横向加劲肋4、纵向加劲肋5以及支座底板7；Step 2: making the trapezoidal steel roof truss 9, the support vertical bar 1, the stiffener 2, the support plate 3, the transverse stiffener 4, the longitudinal stiffener 5 and the support bottom plate 7;
步骤三：将加劲肋2、支座托板3、横向加劲肋4、支座底板7分别与支座竖杆1通过对接焊缝连接；Step 3: Connect the stiffener 2, support plate 3, transverse stiffener 4, and support bottom plate 7 with the support vertical bar 1 through butt welds;
步骤四：将加劲肋2与支座托板3通过双面角焊缝连接，将纵向加劲肋5与横向加劲肋4和支座底板7和支座竖杆1刨平顶紧，并采用双面角焊缝进行三面围焊；Step 4: Connect the stiffener 2 and the support plate 3 through double-sided fillet welds, plan and tighten the longitudinal stiffener 5 and the transverse stiffener 4, the bottom plate of the support 7 and the vertical rod 1 of the support, and use double-sided Fillet welds are welded on three sides;
步骤五：将步骤四连接好的支座竖杆1与预制的梯形钢屋架9通过连接板8采用双面角焊缝连接；Step 5: Connect the support vertical bar 1 connected in step 4 with the prefabricated trapezoidal steel roof truss 9 through the connecting plate 8 with double-sided fillet welds;
步骤六：将带有支座竖杆1的梯形钢屋架9通过吊装设备安置于预制钢筋混凝土柱6预留凸形缺口处；Step 6: Place the trapezoidal steel roof truss 9 with the support vertical rod 1 on the reserved convex gap of the prefabricated reinforced concrete column 6 through the hoisting equipment;
步骤七：用细石混凝土在预留缺口缝隙处进行浇筑固定；Step 7: Use fine stone concrete to pour and fix the gaps in the reserved gaps;
步骤八：完成梯形钢屋架9与预制钢筋混凝土柱6半刚性连接的施工，同时对所述梯形钢屋架9与各钢构件进行防锈防腐处理。Step 8: Complete the construction of the semi-rigid connection between the trapezoidal steel roof truss 9 and the prefabricated reinforced concrete column 6 , and at the same time perform antirust and anticorrosion treatment on the trapezoidal steel roof truss 9 and each steel member.
以上是本发明的一典型实施例，本发明的实施不限于此。The above is a typical embodiment of the present invention, and the implementation of the present invention is not limited thereto.
Claims (8)
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