CN214940981U - Rigid frame column base node for connecting building structure - Google Patents
Rigid frame column base node for connecting building structure Download PDFInfo
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- CN214940981U CN214940981U CN202022878359.2U CN202022878359U CN214940981U CN 214940981 U CN214940981 U CN 214940981U CN 202022878359 U CN202022878359 U CN 202022878359U CN 214940981 U CN214940981 U CN 214940981U
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Abstract
The utility model provides a connect building structure's rigid frame column base node, include: stacking the horizontal maximum displacement values of the portal rigid frame and the frame structure under the action of horizontal earthquake and wind load to obtain a maximum stroke value, and determining the maximum stroke value of the horizontal displacement between the frame and the portal rigid frame structure; through portal rigid frame column base nodal connection portal rigid frame and frame construction, portal rigid frame column base node is including standing in the portal rigid frame limit steel column of the portal rigid frame structure at frame side column top of frame construction, the welding of portal rigid frame limit steel column bottom has steel column base bottom plate, pre-buried steel column base crab-bolt that has in the frame side column, steel column base bottom plate is equipped with the crab-bolt slotted hole that corresponds with steel column base crab-bolt, steel column base crab-bolt passes the crab-bolt slotted hole, bolt steel column base bottom plate and frame side column top through the nut that is located steel column base crab-bolt, thereby connect first house and second house, and the major diameter size more than or equal to two times's maximum stroke value of crab-bolt slotted hole.
Description
Technical Field
The utility model relates to a building field, concretely relates to building structure's connection method and system.
Background
When the industrial building scheme is designed, a main factory building, a processing workshop and the like are usually in a portal rigid frame structure, and a matching and auxiliary room, an equipment room and the like are usually in a frame structure. In the traditional design method, an anti-seismic seam is required to be arranged between the two structural forms for separation. Therefore, each monomer is ensured to have no influence, and independent and free deformation is realized under the working conditions of earthquake action, wind load and the like. However, at the joint of the two single bodies, due to the arrangement of the anti-seismic seams, double columns are formed, and usually only one building partition wall is arranged at the joint, and at the moment, one column can protrude into a room, so that the use space and the appearance are influenced. And because the difference of the number of layers of monomers on two sides of the anti-seismic seam, the size of the column net, the load condition and the like causes large difference of the internal force of the column bottom of the double-column, the problems of the gravity center and the centroid offset of the combined foundation caused by the non-uniform internal force of the column bottom need to be considered during the design of the double-column foundation, and the foundation design is complex.
SUMMERY OF THE UTILITY MODEL
In order to solve the technical problem, the utility model provides a connect building structure's rigid frame column base node includes wherein:
the portal rigid frame column foot joint is used for connecting a first house adopting a frame structure and a second house adopting a portal rigid frame structure;
the portal rigid frame column base node comprises a portal rigid frame side steel column of the portal rigid frame structure, wherein the portal rigid frame side steel column is erected on the top of a frame side column of the frame structure, a steel column base bottom plate is welded at the bottom of the portal rigid frame side steel column, a steel column base anchor bolt is pre-embedded in the frame side column, the steel column base bottom plate is provided with an anchor bolt slotted hole corresponding to the steel column base anchor bolt, the steel column base anchor bolt penetrates through the anchor bolt slotted hole, and the steel column base bottom plate and the top of the frame side column are bolted through a nut positioned on the steel column base anchor bolt;
the size of the long-diameter hole of the anchor bolt long round hole is larger than or equal to two times of the maximum stroke value, and the maximum stroke value is obtained by superposing the horizontal maximum displacement value of the portal rigid frame and the frame structure under the action of horizontal earthquake and wind load.
The steel column base anchor bolt comprises a nut and a stop nut.
The steel frame column base node is connected with a building structure, a nut of the steel column base anchor bolt penetrates through a column base anchor bolt base plate to be bolted with a steel column base bottom plate, and a polytetrafluoroethylene thin plate is paved between the column base anchor bolt base plate and the steel column base bottom plate.
The rigid frame column base node connected with the building structure is characterized in that a laminated rubber layer is arranged between the steel column base bottom plate and the frame side column.
The rigid frame column base node connected with the building structure is characterized in that the portal rigid frame column base node is sealed by polyurethane foam spraying, and a water baffle is arranged on the upper part of the polyurethane foam spraying sealed node.
The rigid frame column base node connected with the building structure is characterized in that the short-direction aperture size of the anchor bolt long round hole is as follows: the pedestal anchor bolt has a diameter of +4 mm.
The rigid frame column base node connected with the building structure is sealed by adopting polyurethane foam spraying, the field environment temperature and the surface temperature range of a base material to be sprayed are controlled to be 15-25 ℃ when the rigid frame column base node is sprayed, the relative humidity is less than 80%, the surface of the base material to be sprayed is clean, dry, free of rust, dust, pollution and moisture, the environment air speed is kept below 5m/s when the rigid frame column base node is sprayed layer by layer in multiple times, each layer of the rigid frame column base node is sprayed for 2cm in thickness, the total thickness is about 10-15 cm, and silicone sealant is adopted for filling and sealing the joint.
And the directions of the anchor bolt oblong holes are in the same direction with the stress direction in the plane of each rigid frame of the portal rigid frame structure.
The rigid frame column base node connected with the building structure is characterized in that the axial stiffness of the rubber layer is determined by the column base support spring stiffness of the side steel column during two-dimensional modeling analysis and calculation of the portal rigid frame.
The rigid frame column foot node connected with the building structure is characterized in that a first house adopting a frame structure is subjected to frame single body three-dimensional modeling analysis to obtain the horizontal earthquake action and wind load action of the single bodyFirst horizontal maximum displacement value Δ1(ii) a Performing two-dimensional modeling analysis on a second house adopting the portal rigid frame structure to obtain a second horizontal maximum displacement value delta of the portal rigid frame under the action of horizontal earthquake and wind load2(ii) a Determining the maximum travel value Delta of the horizontal displacement between the frame and the portal frame structure by adding the first horizontal maximum displacement value and the second horizontal maximum displacement valuemax。
Compare with traditional design method and gate-type rigid frame column base node, the utility model discloses an outstanding effect lies in: according to the steps and the cooperation of the novel rigid frame column foot node, the horizontal deformation of the frame part and the portal rigid frame part under the action of horizontal earthquake and wind load can be free of influence, and therefore the purpose of canceling the anti-seismic seam between the two single bodies is achieved. The joint of the two single bodies is changed from an original double-column into a single-column, so that the use space of a room is increased, and the room is concise and attractive. When the foundation is designed, the double-column combined foundation is changed into the single-column foundation, the problems of combined foundation gravity center and centroid offset caused by uneven column bottom internal force do not need to be considered, and the calculation workload of basic design of designers is reduced.
Drawings
FIG. 1 is a flow chart of the design method of the present invention;
fig. 2 is a side view of the novel rigid frame column base joint of the present invention;
fig. 3 is a top view of the novel rigid frame column base node of the present invention.
The steel column foundation anchor bolt comprises a door-type steel frame side steel column 1, a frame side column 2, a steel column foundation bottom plate 3, a steel column foundation anchor bolt 4, a foundation anchor bolt base plate 5, a foundation anchor bolt double nut 6, an anchor bolt long hole 7, a tetrafluoroethylene sheet 8, a laminated rubber layer 9, a polyurethane foaming sealing layer 10, silicone sealant 11 and a water baffle 12.
Detailed Description
The utility model provides a design method and novel rigid frame column base node that do not set up antidetonation seam between frame and the door type rigid frame. The design steps include: firstly, the whole frame monomer is analyzed by three-dimensional modelingCalculating to obtain a first horizontal maximum displacement value delta of the monomer under the action of horizontal earthquake and wind load1(ii) a Analyzing and calculating the portal rigid frame by adopting two-dimensional modeling to obtain a second horizontal maximum displacement value delta of the portal rigid frame under the action of horizontal earthquake and wind load2(ii) a Determining the maximum horizontal displacement travel Deltamax＝Δ1+Δ2+20 mm; adopting a novel column base node, wherein a in the long-diameter aperture size of the long round hole is more than or equal to deltamax. Novel column base node includes: the portal rigid frame side steel column (1) is erected at the top of a frame side column (2), a steel column base bottom plate (3) is connected with the portal rigid frame side steel column (1) through a slit welding mode, a steel column base anchor bolt (4) is pre-embedded in the frame side column (2), the steel column base anchor bolt (4) comprises double nuts, an adjusting nut and a stopping nut (6), a polytetrafluoroethylene thin plate (8) is paved between a base anchor bolt base plate (5) and the steel column base bottom plate (3), an anchor bolt long hole (7) is formed in the steel column base bottom plate (3), a laminated rubber layer (9) is arranged between the steel column base bottom plate (3) and the frame side column (2), and a novel base node is sealed through polyurethane foaming spraying (10); the joints and gaps are filled with silicone sealant (11); and a water baffle (12) is arranged at the upper part of the polyurethane foaming spraying (10).
Said determination of the maximum horizontal displacement travel ΔmaxAnd by adopting the novel portal rigid frame column foot node, the deformation of the frame part and the portal rigid frame part under the action of horizontal earthquake and wind load is not influenced mutually, so that the aim of canceling the anti-seismic seam between the two single bodies is fulfilled. The foundation of the joint part is also changed from a double-column combined foundation into a single-column foundation, the problems of center of gravity and centroid offset of the combined foundation caused by uneven column bottom internal force do not need to be considered, and the calculation workload of basic design of designers is reduced.
The specification and size of the steel column base bottom plate (3), the diameter of the steel column base anchor bolt (4) and the specification and size of the base anchor bolt base plate (5) are determined according to the following steps: according to the relevant requirements of the specifications, regulations and a steel structure construction manual.
The short-direction aperture size of the anchor bolt long round hole (7) of the steel column base bottom plate is as follows: the diameter of the column base anchor bolt (4) is +4 mm; the size of the long-direction aperture is as follows: 2a, a value greater than or equal to the maximum levelTravel distance deltamaxDetermining the maximum travel value Delta of the horizontal displacement between the frame and the portal frame structure by adding the first horizontal maximum displacement value and the second horizontal maximum displacement valuemax。
And a polytetrafluoroethylene thin plate (8) is paved between the column base anchor bolt base plate (5) and the steel column base bottom plate (3) so as to ensure that the steel column (1) at the side of the portal rigid frame freely slides in the long-diameter direction of the anchor bolt long circular hole (7).
Laminated rubber layer (9) that set up between steel column base bottom plate (3) and frame side column (2), traditional column base node can adopt the concrete secondary to irritate and fill, and the steel column can't slide. After the rubber layer is used, the horizontal direction can be deformed, and the vertical direction can be compressed. The rubber layer axial stiffness is a constant for describing the rubber layer compression difficulty, a spring support is adopted for simulation during column base calculation, and the spring stiffness is the rubber layer axial stiffness. The rubber layer shear stiffness is a constant describing the ease of horizontal deformation of the rubber layer, and since it is desirable that the column shoe be free from horizontal sliding, laminated rubber having a small shear stiffness is used as much as possible. The axial stiffness is determined by the column base support spring stiffness of the side steel column during two-dimensional modeling analysis and calculation of the portal rigid frame, and the shear stiffness is a small value as far as possible so as to ensure that the horizontal deformation of the portal rigid frame part under the action of horizontal earthquake and wind load is not restrained.
The column foot joint is sealed by adopting the polyurethane foam spraying (10), the range of the on-site environment temperature and the surface temperature of the base material to be sprayed is 15-25 ℃ when in spraying, the relative humidity is less than 80%, the surface of the base material to be sprayed is clean and dry, rustless, dust-free, pollution-free and moisture-free, if the dew formation or frost formation phenomenon exists, the base material is removed and dried, the environment air speed is kept below 5m/s when in spraying operation, the base material is sprayed layer by layer in a grading way, each layer of the base material is about 2cm thick, the total thickness of the base material is about 10-15 cm thick, and the joint is sealed by pouring silicone sealant.
In order to make the aforementioned features and effects of the present invention more comprehensible, embodiments accompanied with figures are described in detail below.
The following detailed description of the embodiments of the present invention is provided with reference to the accompanying drawings, which are not intended to limit the scope of the invention.
According to the relevant regulations of the current specifications and regulations on the frame structure and the portal rigid frame structure, the frame structure and the portal rigid frame structure are respectively modeled, analyzed and calculated by adopting the flow shown in figure 1.
Step 1, firstly, analyzing and calculating the integral three-dimensional modeling of the frame monomer to obtain a first horizontal maximum displacement value delta of the monomer under the action of horizontal earthquake and wind load1；
The present example is described with respect to a design flow for eliminating a seismic joint between a process plant and an auxiliary room in an industrial plant area.
The seismic fortification intensity of a certain area is 7 degrees, the basic seismic acceleration is designed to be 0.15g, and the site where the seismic fortification intensity is designed is divided into the following groups: first group, building site category: class II, characteristic period Tg0.35 s. Basic wind pressure: 0.40kN/m2(50 years recurrence period), roughness category of the ground: class B, basic snow pressure: 0.50kN/m2(50 year recurrence period).
The processing workshop adopts a portal rigid frame structure system, and has a single-layer, double-slope and three-span (24m +27m +24 m). The distance between the side columns and the center columns is 6m, the distance between the center columns and the center columns is 12m, the joist rigid frame is longitudinally arranged, and the height of the cornice is 8.70 m.
The auxiliary rooms adopt a frame structure system, are two layers, and are single-slope and single-span (the span is 10 m). The longitudinal column distance is 6m, and the cornice height is 7.20 m.
As shown in figure 1, the auxiliary room is analyzed and calculated through integral three-dimensional modeling, and the maximum elastic interlaminar displacement angle of a layer under the action of a horizontal earthquake
The maximum displacement is 6.74 mm; maximum elastic interlaminar displacement angle of two layers
The maximum displacement is 10.44 mm; all meet the specification and have the maximum displacement angle between the elastic layers between the floor layers of the frame structure
The limit of (2).
The deformation characteristic of the frame structure is shear shape, the working condition of earthquake action is a control working condition, and the horizontal displacement under the action of wind load is ignored at the moment. So that the first horizontal maximum displacement value Delta1＝10.44mm。
And then analyzing and calculating the processing workshop by adopting two-dimensional modeling, wherein the maximum column top displacement under the working conditions of left wind and right wind under the action of wind load is
The maximum column top displacement is 55.72 mm; when the door type rigid frame does not have a crane or an interlayer and adopts a light steel wallboard, the rigid frame column top displacement meets the specification
The limit of (2).
The wind load working condition is a control working condition, and the horizontal displacement under the action of the horizontal earthquake is ignored at the moment. So that the second horizontal maximum displacement value Delta2＝55.72mm。
According to Δ1、Δ2Calculating the maximum horizontal displacement travel Deltamax＝Δ1+Δ2+20mm 86.16 mm. According to the novel portal rigid frame column base node, as shown in fig. 2 and fig. 3, the left side of fig. 3 mainly expresses a base plate and a nut, the right side mainly expresses a bolt rod and a long round hole, the actual left side and the actual right side are consistent, and the right side also has the nut and the base plate. A is more than or equal to delta in the long-radial aperture size of the long round hole of the column base bottom platemaxGet ita is 90 mm. The portal rigid frame is modeled in two dimensions under normal conditions, the steel column base adopts a hinged base, and the base has no horizontal displacement in all directions. Because the frame and the portal rigid frame need to be put together and the anti-seismic seam is eliminated, horizontal displacement in one direction, namely the in-plane stress direction of each rigid frame, and the out-of-plane stress direction of each rigid frame does not need to be released, the portal rigid frame is designed into an oblong hole, so that the displacement in one direction is released. The direction of the oblong hole is the same as the stress direction in the plane of each rigid frame of the portal rigid frame.
The two-dimensional modeling analysis and calculation of the portal rigid frame are carried out, the section of a steel column at the side of the portal rigid frame is H500 multiplied by 300 multiplied by 10 multiplied by 14, the specification size of a steel column base bottom plate is-20 multiplied by 540 multiplied by 340, the specification size of a steel column base anchor bolt is 2 multiplied by M24, the specification size of an anchor bolt backing plate is-16 multiplied by 100, and the short-direction aperture size of an anchor bolt long round hole of the base bottom plate is 24+4 which is 28 mm; the size of the longitudinal aperture is 2 a-180 mm.
The method can realize that the horizontal deformation of the frame part and the portal rigid frame part under the action of horizontal earthquake and wind load has no influence on each other, and realizes the idea of canceling the anti-seismic seam between the two monomers on the premise of meeting the relevant specifications, rule calculation requirements and construction requirements. One column of columns is reduced, so that the use space of a room is increased, and the room is concise and attractive. Meanwhile, the basic design calculation workload of designers is reduced.
Claims (9)
1. A rigid frame column foot node for connecting building structures, comprising:
the portal rigid frame column foot joint is used for connecting a first house adopting a frame structure and a second house adopting a portal rigid frame structure;
the portal rigid frame column base node comprises a portal rigid frame side steel column of the portal rigid frame structure, wherein the portal rigid frame side steel column is erected on the top of a frame side column of the frame structure, a steel column base bottom plate is welded at the bottom of the portal rigid frame side steel column, a steel column base anchor bolt is pre-embedded in the frame side column, the steel column base bottom plate is provided with an anchor bolt slotted hole corresponding to the steel column base anchor bolt, the steel column base anchor bolt penetrates through the anchor bolt slotted hole, and the steel column base bottom plate and the top of the frame side column are bolted through a nut positioned on the steel column base anchor bolt;
the size of the long-diameter hole of the anchor bolt long round hole is larger than or equal to two times of the maximum stroke value, and the maximum stroke value is obtained by superposing the horizontal maximum displacement value of the portal rigid frame and the frame structure under the action of horizontal earthquake and wind load.
2. A rigid frame footer node of connecting building structures as in claim 1 wherein the nut of the steel column footer anchor bolt comprises an adjusting nut and a backstop nut.
3. A rigid frame footer node of connecting building structures as defined in claim 1 wherein the nuts of the steel column footer anchor bolts to the steel column footer base plate through the footer anchor backing plate and a thin sheet of teflon is laid between the footer anchor backing plate and the steel column footer base plate.
4. A rigid frame footer node of connecting building structures as defined in claim 1 wherein a laminated rubber layer is provided between the steel column footer base plate and the frame side columns.
5. The rigid frame pedestal foot joint for connecting building structures according to claim 1, wherein the portal rigid frame pedestal foot joint is sealed by polyurethane foam spraying, and a water baffle is disposed on the upper portion of the polyurethane foam spraying sealed joint.
6. A rigid frame socle node for connecting building structures according to claim 1, wherein the minor bore of the anchor bolt oblong hole has a dimension: the pedestal anchor bolt has a diameter of +4 mm.
7. A rigid frame column foot node for connecting building structures according to claim 1, wherein the anchor bolt oblong holes are oriented in the same direction as the direction of force in the plane of each rigid frame of the portal rigid frame structure.
8. A rigid frame socle node for joining building structures according to claim 4, wherein the axial stiffness of the rubber layer is determined by socle support spring stiffness of the side steel columns when the portal rigid frame two-dimensional modeling analysis is calculated.
9. The rigid frame socle node of claim 1, wherein the first building using the frame structure is subjected to three-dimensional modeling analysis of the frame unit to obtain a first horizontal maximum displacement value Δ of the unit under the action of horizontal earthquake and wind load1(ii) a Performing two-dimensional modeling analysis on a second house adopting the portal rigid frame structure to obtain a second horizontal maximum displacement value delta of the portal rigid frame under the action of horizontal earthquake and wind load2(ii) a Determining the maximum travel value Delta of the horizontal displacement between the frame and the portal frame structure by adding the first horizontal maximum displacement value and the second horizontal maximum displacement valuemax。
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114211149A (en) * | 2021-12-23 | 2022-03-22 | 洛阳汇成钢结构有限公司 | Vertical installation method of H-shaped steel |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114211149A (en) * | 2021-12-23 | 2022-03-22 | 洛阳汇成钢结构有限公司 | Vertical installation method of H-shaped steel |
| CN114211149B (en) * | 2021-12-23 | 2023-03-10 | 洛阳汇成钢结构有限公司 | Vertical installation method of H-shaped steel |
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