A method and system for connecting building structures

Abstract

The present invention provides a method and system for connecting a building structure, comprising: superimposing the maximum horizontal displacement values ​​of a portal frame and a frame structure under the action of a horizontal earthquake and a wind load to obtain a maximum stroke value, and determining the maximum stroke value of the horizontal displacement between the frame and the portal frame structure; connecting the portal frame and the frame structure through a portal frame column foot node, the portal frame column foot node comprising a portal frame side steel column of the portal frame structure standing on the top of a frame side column of the frame structure, a steel column column foot bottom plate welded to the bottom of the portal frame side steel column, a steel column column foot anchor bolt pre-embedded in the frame side column, the steel column column foot bottom plate being provided with an anchor bolt oblong hole corresponding to the steel column column foot anchor bolt, the steel column column foot anchor bolt passing through the anchor bolt oblong hole, and the steel column column foot bottom plate and the top of the frame side column being bolted together through a nut located on the steel column column foot anchor bolt, thereby connecting a first house and a second house, and the long-direction aperture size of the anchor bolt oblong hole is greater than or equal to twice the maximum stroke value.

Description

Technical Field

[0001] The invention relates to the field of buildings, and in particular to a connection method and system for building structures. Background Art

[0002] When designing industrial building plans, portal frame structures are often used for main factory buildings and processing workshops, while frame structures are often used for supporting and auxiliary rooms and equipment rooms. In traditional design methods, seismic joints need to be set between the two structural forms to separate them. This ensures that each unit has no influence on each other and can deform independently and freely under conditions such as earthquakes and wind loads. However, at the junction of the two units, double columns are formed due to the setting of seismic joints. Usually, only one building partition wall is set here. At this time, one column will protrude in the room, affecting the use space and appearance. In addition, due to the differences in the number of layers, column grid size, load conditions, etc. of the units on both sides of the seismic joint, the internal forces at the bottom of the double columns are greatly different. When designing the double column foundation, it is necessary to consider the offset of the center of gravity and centroid of the joint foundation caused by the uneven internal forces at the bottom of the column, and the foundation design is relatively complicated. Summary of the invention

[0003] In order to solve the above technical problems, the present invention provides a method for connecting a building structure, which comprises:

[0004] Step 1: Perform three-dimensional modeling analysis on a frame monomer of a first house adopting a frame structure to obtain a first horizontal maximum displacement value Δ1 of the monomer under horizontal earthquake action and wind load;

[0005] Step 2: Perform two-dimensional modeling analysis on the second house with a portal frame structure to obtain the second horizontal maximum displacement value Δ2 of the portal frame under horizontal earthquake action and wind load;

[0006] Step 3: Determine the maximum travel value Δ of the horizontal displacement between the frame and the portal frame structure by adding the first maximum horizontal displacement value and the second maximum horizontal displacement value. max ;

[0007] Step 4, connecting the first house and the second house through a portal frame column foot node, wherein the portal frame column foot node includes a portal frame side steel column of the portal frame structure standing on the top of the frame side column of the frame structure, a steel column column foot bottom plate is welded to the bottom of the portal frame side steel column, a steel column column foot anchor bolt is pre-embedded in the frame side column, the steel column column foot bottom plate is provided with an anchor bolt oblong hole corresponding to the steel column column foot anchor bolt, the steel column column foot anchor bolt passes through the anchor bolt oblong hole, and the steel column column foot bottom plate and the top of the frame side column are bolted together by a nut located on the steel column column foot anchor bolt, thereby connecting the first house and the second house, and the long-direction aperture size of the anchor bolt oblong hole is greater than or equal to twice the maximum stroke value Δ max .

[0008] In the connecting method of the building structure, the nut of the steel column foot anchor bolt comprises an adjusting nut and a stop nut.

[0009] In the connection method of the building structure, a polytetrafluoroethylene sheet is laid and bonded between the column foot anchor pad and the bottom plate of the steel column foot.

[0010] In the connecting method of the building structure, a laminated rubber layer is arranged between the steel column foot plate and the frame side column.

[0011] In the connection method of the building structure, the portal frame column foot node is sealed by polyurethane foam spraying, and a water retaining plate is arranged on the upper part of the polyurethane foam spraying sealed node.

[0012] In the connection method of the building structure, the short-direction hole diameter of the oblong hole of the anchor bolt is: the diameter of the column base anchor bolt + 4 mm.

[0013] The connection method of the building structure, wherein the column foot node is sealed by polyurethane foam spraying, the on-site environmental temperature and the surface temperature of the substrate to be sprayed should be in the range of 15°C to 25°C during spraying, the relative humidity is less than 80%, the surface of the substrate to be sprayed should be clean and dry, free of rust, dust, pollution and moisture, the environmental wind speed should be kept below 5m / s during the spraying operation, the spraying is carried out in stages and layers, each layer is sprayed with a thickness of 2cm, and the total thickness is about 10 to 15cm, and silicone sealant is used to seal the joints.

[0014] In the connection method of the building structure, the oblong hole of the anchor bolt is oriented in the same direction as the force direction in the plane of each frame of the portal frame structure.

[0015] In the connection method of the building structure, the axial stiffness of the rubber layer is determined by the spring stiffness of the column foot support of the side steel column during the two-dimensional modeling analysis and calculation of the portal frame.

[0016] The present invention also provides a connection system for a building structure, comprising:

[0017] The calculation module is used to perform three-dimensional modeling of the frame monomer of the first house with a frame structure and analyze it, and obtain the first horizontal maximum displacement value Δ1 of the monomer under the horizontal earthquake action and wind load; perform two-dimensional modeling analysis on the second house with a portal frame structure and obtain the second horizontal maximum displacement value Δ2 of the portal frame under the horizontal earthquake action and wind load; by adding the first horizontal maximum displacement value and the second horizontal maximum displacement value, determine the maximum stroke Δ of the horizontal displacement between the frame and the portal frame structure max ;

[0018] A connection module is used to connect the first house and the second house through a portal frame column foot node, wherein the portal frame column foot node includes a portal frame side steel column of the portal frame structure standing on the top of the frame side column of the frame structure, a steel column column foot bottom plate is welded to the bottom of the portal frame side steel column, a steel column column foot anchor bolt is pre-embedded in the frame side column, the steel column column foot bottom plate is provided with an anchor bolt oblong hole corresponding to the steel column column foot anchor bolt, the steel column column foot anchor bolt passes through the anchor bolt oblong hole, and the steel column column foot bottom plate and the top of the frame side column are bolted together by a nut located on the steel column column foot anchor bolt, thereby connecting the first house and the second house, and the long-direction aperture size of the anchor bolt oblong hole is greater than or equal to twice the maximum stroke value Δ max .

[0019] Compared with the traditional design method and the portal frame column foot node, the outstanding effect of the present invention is that: according to the above steps, and in conjunction with the new frame column foot node, it can be achieved that the horizontal deformation of the frame part and the portal frame part under the horizontal earthquake and wind load has no influence on each other, thereby achieving the purpose of eliminating the seismic joint between the two monomers. At the junction of the two monomers, the original double-row columns are changed to a single-row column, which increases the usable space of the room and is simple and beautiful. When designing the foundation, the double-column joint foundation is changed to a single-column foundation, and there is no need to consider the problem of the offset of the center of gravity and the centroid of the joint foundation caused by the uneven internal force at the bottom of the column, which reduces the calculation workload of the designer for the foundation design. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 is a flow chart of the design method of the present invention;

[0021] Figure 2 It is a side view of the new type of rigid frame column foot node of the present invention;

[0022] Figure 3 It is a top view of the novel rigid frame column foot node of the present invention.

[0023] Among them, 1 is the side steel column of the portal frame, 2 is the side column of the frame, 3 is the bottom plate of the steel column foot, 4 is the steel column foot anchor bolt, 5 is the column foot anchor bolt pad, 6 is the column foot anchor bolt double nut including an adjusting nut and a stop nut, 7 is the anchor bolt oblong hole, 8 is the tetrafluoroethylene sheet, 9 is the laminated rubber layer, 10 is the polyurethane foam sealing layer, 11 is the silicone sealant, and 12 is the water retaining plate. DETAILED DESCRIPTION

[0024] The present invention provides a design method and a novel column foot node of a frame without setting an anti-seismic joint between a frame and a portal frame. The design steps include: firstly, analyzing and calculating the entire frame monomer by three-dimensional modeling to obtain the first horizontal maximum displacement value Δ1 of the monomer under horizontal earthquake action and wind load; analyzing and calculating the portal frame by two-dimensional modeling to obtain the second horizontal maximum displacement value Δ2 of the portal frame under horizontal earthquake action and wind load; determining the maximum horizontal displacement stroke Δ max =Δ1+Δ2+20mm; adopt a new column foot node, where the long hole diameter a≥Δ max The novel column foot node comprises: a portal steel frame side steel column (1) standing on the top of a frame side column (2); a steel column foot bottom plate (3) and a portal steel frame side steel column (1) are connected by slit welding; a steel column foot anchor bolt (4) is pre-buried in a frame side column (2); the steel column foot anchor bolt (4) comprises a double nut, an adjusting nut and a stop nut (6); a polytetrafluoroethylene sheet (8) is laid and bonded between the column foot anchor pad (5) and the steel column foot bottom plate (3); an anchor oblong hole (7) is arranged on the steel column foot bottom plate (3); a laminated rubber layer (9) is arranged between the steel column foot bottom plate (3) and the frame side column (2); a polyurethane foam spray (10) is used to seal the novel column foot node; a silicone sealant (11) is used to fill the joints and gaps; and a water retaining plate (12) is arranged on the upper part of the polyurethane foam spray (10).

[0025] Determining the maximum horizontal displacement stroke Δ max , and adopt the new portal frame column foot node described in claim 1, so that the deformation of the frame part and the portal frame part under horizontal earthquake and wind load has no influence on each other, thereby achieving the purpose of eliminating the seismic joint between the two units. The foundation of this junction is also changed from a double-column joint foundation to a single-column foundation, and there is no need to consider the problem of the center of gravity and centroid offset of the joint foundation caused by the uneven internal force at the bottom of the column, which reduces the calculation workload of the designer for foundation design.

[0026] The specifications and dimensions of the steel column foot bottom plate (3), the diameter of the steel column foot anchor bolt (4), and the specifications and dimensions of the column foot anchor bolt pad (5) are determined based on the relevant requirements of the specifications, regulations, and steel structure construction manual.

[0027] The short-direction hole diameter of the anchor bolt oblong hole (7) of the bottom plate of the steel column foot is: the diameter of the column foot anchor bolt (4) + 4mm; the long-direction hole diameter is: 2a, where the value of a is greater than or equal to the maximum horizontal displacement stroke Δ described in claim 10. max .

[0028] A polytetrafluoroethylene sheet (8) is laid and bonded between the column foot anchor bolt pad (5) and the steel column foot bottom plate (3) to ensure that the portal frame side steel column (1) can slide freely in the longitudinal direction of the anchor bolt oblong hole (7).

[0029] The laminated rubber layer (9) disposed between the steel column foot bottom plate (3) and the frame side column (2) is conventionally filled with concrete for secondary filling at the foot node, so that the steel column cannot slide. After using the rubber layer instead, it can be deformed horizontally and compressed vertically. The axial stiffness of the rubber layer is a constant describing the ease of compression of the rubber layer. The spring support is used for simulation during the calculation of the foot, and the stiffness of the spring is the axial stiffness of the rubber layer. The shear stiffness of the rubber layer is a constant describing the ease of horizontal deformation of the rubber layer. Since it is hoped that the horizontal sliding of the foot is not constrained, laminated rubber with small shear stiffness is used as much as possible. The axial stiffness is determined by the stiffness of the foot support spring of the side steel column during the two-dimensional modeling analysis and calculation of the portal frame, and the shear stiffness is taken as small as possible to ensure that the horizontal deformation of the portal frame part under the action of horizontal earthquakes and wind loads is not constrained.

[0030] The column foot nodes are sealed by polyurethane foam spraying (10). During spraying, the on-site ambient temperature and the surface temperature of the substrate to be sprayed should be in the range of 15°C to 25°C, and the relative humidity should be less than 80%. The surface of the substrate to be sprayed should be clean and dry, free of rust, dust, pollution, and moisture. If there is condensation or frost, it should be removed and dried. During the spraying operation, the ambient wind speed should be kept below 5m / s. The spraying is carried out in layers, with each layer being about 2cm thick and the total thickness being about 10 to 15cm. Silicone sealant is used to seal the joints.

[0031] In order to make the above features and effects of the present invention more clearly understood, embodiments are given below and described in detail with reference to the accompanying drawings.

[0032] The specific implementation modes of the present invention are described in detail below with reference to the accompanying drawings, but are not intended to limit the protection scope of the present invention.

[0033] According to the relevant provisions of the current standards and regulations on frame structures and portal frame structures, the following Figure 1 The process shown is to model, analyze and calculate the frame structure and portal frame structure respectively.

[0034] Step 1: First, analyze and calculate the overall three-dimensional modeling of the frame monomer to obtain the first horizontal maximum displacement value Δ1 of the monomer under horizontal earthquake action and wind load;

[0035] Step 2, analyzing and calculating the portal frame by two-dimensional modeling to obtain the second horizontal maximum displacement value Δ2 of the portal frame under horizontal earthquake action and wind load;

[0036] Step 3: Determine the maximum horizontal displacement Δ max =Δ1+Δ2+20mm;

[0037] Step 4: Design the column foot according to the new portal frame column foot node, where the diameter of the long circular hole in the bottom plate of the portal frame column foot is a≥Δ max .

[0038] This example illustrates the design process of eliminating seismic joints between the processing workshop and auxiliary rooms in an industrial plant.

[0039] The seismic fortification intensity of a certain area is 7 degrees, the design basic earthquake acceleration is 0.15g, the design earthquake group of the site is: Group 1, the building site category is: Class II, the characteristic period is T g =0.35s. Basic wind pressure: 0.40kN / m 2 (50-year return period), ground roughness category: Class B, basic snow pressure: 0.50 kN / m 2 (50-year return period).

[0040] The processing workshop adopts a portal frame structure system, single-story, double-slope three-span (24m+27m+24m). The side column distance is 6m, the middle column distance is 12m, the longitudinal support beam frame is set, and the eaves height is 8.70m.

[0041] The auxiliary room adopts a frame structure system, two-story, single-slope and single-span (span 10m), with a longitudinal column distance of 6m and a cornice height of 7.20m.

[0042] like Figure 1 As shown in the figure, the overall three-dimensional modeling of the auxiliary room is first analyzed and calculated, and the maximum elastic interlayer displacement angle of the layer under horizontal earthquake action is The maximum displacement is 6.74mm; the maximum elastic interlayer displacement angle of the second layer The maximum displacement is 10.44mm; both meet the specifications for the maximum elastic inter-layer displacement angle between floors of frame structures limit requirements.

[0043] The deformation characteristics of the frame structure are shear shape, and the earthquake action condition is the control condition, and the horizontal displacement under the wind load is ignored. Therefore, the first horizontal maximum displacement value Δ1 = 10.44 mm.

[0044] Then, the processing workshop was analyzed and calculated using two-dimensional modeling. Under the action of wind load, the maximum column top displacement under left wind and right wind conditions is The maximum column top displacement is 55.72mm; all meet the specifications. For portal frames without cranes, without interlayers, and using light steel wall panels, limit requirements.

[0045] The wind load condition is the control condition, and the horizontal displacement under the horizontal earthquake is ignored. Therefore, the second horizontal maximum displacement value Δ2 = 55.72 mm.

[0046] According to Δ1 and Δ2, calculate the maximum horizontal displacement Δ max =Δ1+Δ2+20mm=86.16mm. According to the new portal frame column foot node, Figure 2 and Figure 3 As shown, Figure 3 The left side mainly expresses the pad and nut, and the right side mainly expresses the bolt rod and the oblong hole. In fact, the left and right sides are the same, and there are also nuts and pads on the right side. max , take a=90mm. Under normal circumstances, the portal frame is a two-dimensional model, and the column foot of the steel column adopts a hinged column foot, and the column foot has no horizontal displacement in all directions. Since the frame and the portal frame need to be put together and the seismic joint is eliminated, it is necessary to release the horizontal displacement in one direction, that is, the in-plane force direction of each frame. The out-of-plane force direction of each frame does not need to be released, so it is designed as an oblong hole, so as to release the displacement in only one direction. The oblong hole is oriented in the same direction as the in-plane force direction of each frame of the portal frame.

[0047] According to the two-dimensional modeling analysis and calculation of the portal frame, the cross-section of the side steel column of the portal frame is H500×300×10×14, the specifications of the steel column foot plate are -20×540×340, the specifications of the steel column foot anchor bolts are 2×M24, the specifications of the anchor bolt pads are -16×100×100, and the short-direction aperture size of the anchor bolt oblong hole of the column foot plate is 24+4=28mm; the long-direction aperture size is 2a=180mm.

[0048] This method can achieve the horizontal deformation of the frame part and the portal frame part under the horizontal earthquake and wind load without affecting each other. On the premise of meeting the calculation requirements and structural requirements of relevant specifications and regulations, the idea of ​​eliminating the seismic joint between the two monomers is realized. A column is reduced, thereby increasing the usable space of the room, and it is simple and beautiful. At the same time, the basic design calculation workload of designers is reduced.

[0049] The following is a system embodiment corresponding to the above method embodiment. This embodiment can be implemented in conjunction with the above embodiment. The relevant technical details mentioned in the above embodiment are still valid in this embodiment. In order to reduce repetition, they are not repeated here. Accordingly, the relevant technical details mentioned in this embodiment can also be applied in the above embodiment.

[0050] The present invention also provides a connection system for a building structure, comprising:

[0051] The calculation module is used to perform three-dimensional modeling of the frame monomer of the first house with a frame structure and analyze it, and obtain the first horizontal maximum displacement value Δ1 of the monomer under the horizontal earthquake action and wind load; perform two-dimensional modeling analysis on the second house with a portal frame structure and obtain the second horizontal maximum displacement value Δ2 of the portal frame under the horizontal earthquake action and wind load; by adding the first horizontal maximum displacement value and the second horizontal maximum displacement value, determine the maximum stroke Δ of the horizontal displacement between the frame and the portal frame structure max ;

[0052] A connection module is used to connect the first house and the second house through a portal frame column foot node, wherein the portal frame column foot node includes a portal frame side steel column of the portal frame structure standing on the top of the frame side column of the frame structure, a steel column column foot bottom plate is welded to the bottom of the portal frame side steel column, a steel column column foot anchor bolt is pre-embedded in the frame side column, the steel column column foot bottom plate is provided with an anchor bolt oblong hole corresponding to the steel column column foot anchor bolt, the steel column column foot anchor bolt passes through the anchor bolt oblong hole, and the steel column column foot bottom plate and the top of the frame side column are bolted together by a nut located on the steel column column foot anchor bolt, thereby connecting the first house and the second house, and the long-direction aperture size of the anchor bolt oblong hole is greater than or equal to twice the maximum stroke value Δ max .

Claims

1. A method for connecting a building structure, characterized in that: include: Step 1: Perform three-dimensional modeling analysis on a frame monomer of a first house adopting a frame structure to obtain a first horizontal maximum displacement value Δ1 of the monomer under horizontal earthquake action and wind load; Step 2: Perform two-dimensional modeling analysis on the second house with a portal frame structure to obtain the second horizontal maximum displacement value Δ2 of the portal frame under horizontal earthquake action and wind load; Step 3: Determine the maximum travel value Δ of the horizontal displacement between the frame and the portal frame structure by adding the first maximum horizontal displacement value and the second maximum horizontal displacement value. max ; Step 4, connecting the first house and the second house through a portal frame column foot node, wherein the portal frame column foot node includes a portal frame side steel column of the portal frame structure standing on the top of the frame side column of the frame structure, a steel column column foot bottom plate is welded to the bottom of the portal frame side steel column, a steel column column foot anchor bolt is pre-embedded in the frame side column, the steel column column foot bottom plate is provided with an anchor bolt oblong hole corresponding to the steel column column foot anchor bolt, the steel column column foot anchor bolt passes through the anchor bolt oblong hole, and the steel column column foot bottom plate and the top of the frame side column are bolted together by a nut located on the steel column column foot anchor bolt, thereby connecting the first house and the second house, and the long-direction aperture size of the anchor bolt oblong hole is greater than or equal to twice the maximum stroke value Δ max .

2. The method for connecting a building structure according to claim 1, characterized in that: The nut of the steel column foot anchor bolt comprises an adjusting nut and a stop nut.

3. The method for connecting a building structure according to claim 1, characterized in that: A polytetrafluoroethylene sheet is laid and bonded between the column foot anchor bolt pad and the bottom plate of the steel column foot.

4. The method for connecting a building structure according to claim 1, characterized in that: A laminated rubber layer is arranged between the steel column foot bottom plate and the frame side column.

5. The method for connecting a building structure according to claim 1, characterized in that: The portal frame column foot node is sealed by polyurethane foam spraying, and a water retaining plate is arranged on the upper part of the polyurethane foam spraying sealed node.

6. The method for connecting a building structure according to claim 1, characterized in that: The short diameter of the oblong hole of the anchor bolt is: the diameter of the column base anchor bolt + 4mm.

7. The method for connecting a building structure according to claim 5, characterized in that: The column base nodes are sealed by polyurethane foam spraying. During spraying, the on-site ambient temperature and the surface temperature of the substrate to be sprayed should be in the range of 15°C to 25°C, and the relative humidity should be less than 80%. The surface of the substrate to be sprayed should be clean and dry, free of rust, dust, pollution, and moisture. During the spraying operation, the ambient wind speed should be kept below 5m / s. The spraying is carried out in stages and layers, with each layer being 2cm thick and a total of about 10 to 15cm thick. Silicone sealant is used to seal the joints.

8. The method for connecting a building structure according to claim 1, characterized in that: The oblong hole of the anchor bolt is oriented in the same direction as the force direction in the plane of each frame of the portal frame structure.

9. The method for connecting a building structure according to claim 1, characterized in that: The axial stiffness of the rubber layer is determined by the spring stiffness of the column foot support of the side steel column during the two-dimensional modeling analysis and calculation of the portal frame.

10. A connection system for a building structure, characterized in that: include: A calculation module is used to perform three-dimensional modeling of the frame monomer of the first house with a frame structure and analyze the first horizontal maximum displacement value Δ1 of the monomer under the horizontal earthquake action and wind load; A two-dimensional modeling analysis was performed on the second house with a portal frame structure to obtain the second maximum horizontal displacement value Δ2 of the portal frame under horizontal earthquake action and wind load; the maximum horizontal displacement between the frame and the portal frame structure Δ was determined by adding the first maximum horizontal displacement value and the second maximum horizontal displacement value. max ; A connection module is used to connect the first house and the second house through a portal frame column foot node, wherein the portal frame column foot node includes a portal frame side steel column of the portal frame structure standing on the top of the frame side column of the frame structure, a steel column column foot bottom plate is welded to the bottom of the portal frame side steel column, a steel column column foot anchor bolt is pre-embedded in the frame side column, the steel column column foot bottom plate is provided with an anchor bolt oblong hole corresponding to the steel column column foot anchor bolt, the steel column column foot anchor bolt passes through the anchor bolt oblong hole, and the steel column column foot bottom plate and the top of the frame side column are bolted together by a nut located on the steel column column foot anchor bolt, thereby connecting the first house and the second house, and the long-direction aperture size of the anchor bolt oblong hole is greater than or equal to twice the maximum stroke value Δ max ; The nuts of the steel column foot anchor bolts include an adjusting nut and a stop nut.

Images