CN114547758A - Calculation method for exposed steel column hinged column base - Google Patents
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- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
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Abstract
The invention belongs to the technical field of steel structure design, and provides a calculation method of an exposed steel column hinged column basebIs determined by the following formula: t is tb＝max(tb pressure，tb pulling20 mm); wherein, tb pressureFor the calculated thickness, t, of the footing base plate under the action of vertical pressureb pullingFor calculating the thickness, t, of the column base bottom plate under the action of vertical tensionb pressureAnd tb pullingAll are calculated by adopting the modulus of the plastic section. The invention is based onThe modulus of the plastic section can accurately calculate the thickness of the sole plate of the column, and the purposes of economic and reasonable calculation result and high reliability can be achieved.
Description
Technical Field
The invention belongs to the technical field of steel structure design, and particularly relates to a calculation method of an exposed steel column hinged column base.
Background
The steel column hinged column base is an important node in a steel structure, as shown in fig. 1 and fig. 2, the exposed steel column hinged column base generally comprises a steel column 1, a column base bottom plate 2, foundation bolts 3, shear keys 4, grouting materials 5 and a concrete foundation 6, during installation, the concrete foundation 6 is poured firstly, meanwhile, 4 foundation bolts 3 are embedded in the concrete foundation in advance, shear grooves are reserved in the foundation, the shear keys 4 are welded below the column base bottom plate 2 in a cross shape, the column base bottom plate 2 is welded at the bottom of the steel column 1, the shear keys 4 are placed in the shear grooves, the column base bottom plate 2 is fixedly connected with the concrete foundation 6 through the 4 foundation bolts 3, and then the shear grooves are filled with the grouting materials 5 for reinforcement. The steel column hinged column base has the function of transmitting the vertical pressure, the vertical pulling force and the horizontal shearing force at the lower end of the steel column to the foundation, so that the steel column and the foundation are effectively connected together, and the upper structure is ensured to bear various external force effects. It can be seen that the calculation of the hinge stub is crucial.
At present, the following schemes exist for the conventional algorithm of the exposed steel column hinged column base: but the Zeze is compiled: steel structure design manual, fourth edition, china building industry press, 2 months in 2019. The detailed calculation steps can be seen in the calculation and construction of the exposed column base of 13.8.2 and the relevant specification in the calculation example I, the solid column hinged column base.
However, the existing algorithm has the following defects: 1. the column base bottom plate can deform under the load action of the lower end of the steel column, the column base bottom plate is changed from elastic deformation to plastic deformation along with the increase of the load, and finally plastic damage occurs to cause failure of a steel structure, namely the column base bottom plate generates plastic damage under the load action of the lower end of the steel column in actual use; 2. during actual use, the column base bottom plate bears two loads of vertical pressure and vertical tension, and the two working conditions are not considered respectively during calculation of the existing algorithm, so that the calculation result is inaccurate.
Disclosure of Invention
The invention aims to provide a calculation method of an exposed steel column hinged column base, which is used for calculating the bending stress of a column base plate based on a plastic section modulus, and can achieve the purposes of economic and reasonable calculation results and high reliability by respectively considering the calculated thickness of the column base plate under two working conditions of vertical pressure and vertical tension.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a calculation method for an exposed steel column hinged column base comprises a steel column, a column base bottom plate and a concrete foundation, wherein the column base bottom plate is welded to the bottom of the steel column and is fixedly connected with the concrete foundation through a plurality of foundation bolts, and the calculated thickness t of the column base bottom platebIs determined by the following formula: t is tb＝max(tb pressure，tb pulling，20mm)；
Wherein, tb pressureFor the calculated thickness of the column shoe bottom plate under the vertical pressure,
tb pullingThe thickness of the column base bottom plate is calculated under the action of vertical tension,
in the formula, FPress and pressVertical pressure of lower end of steel column, FPulling deviceVertical tension of lower end of steel column，fbDesigned value for the strength of the column base bottom plate, LbCalculated for the base plate of the column foot, WbFor the calculated width of the footing base, naThe number of the foundation bolts is l, and the length of the cantilever is the maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure.
Optionally, the calculated length of the column shoe sole plate
Calculated width of the column shoe sole plate
In the formula, AbIs the calculated area of the column foot base plate, delta is the length associated with the section of the steel column,
h is the height of the steel column, and B is the width of the steel column.
Optionally, the calculated area of the column shoe sole plate
In the formula (f)cIs the designed axial compressive strength of the foundation concrete.
Optionally, the calculated area a of the column shoe bottom platebNot more than 25% of the concrete foundation area.
Optionally, the cantilever length l of the maximum bending moment caused by the foundation reaction force generated by the column base plate under the action of the vertical pressure is max (l)l，lw，ls)，
Wherein llThe maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure is the length of the cantilever of the bending line along the length direction,
lwfor the column foot bottom plate to generate under the action of vertical pressureThe maximum bending moment due to the basic counter force of (b) is determined by the cantilever length of the bending line in the width direction,
lsthe maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of vertical pressure is the cantilever length according to the yield line strength theory,
optionally, the steel column hinged column base further comprises a shear key welded below the column base bottom plate, a shear groove used for accommodating the shear key is reserved in the concrete foundation, a grouting channel is formed between the column base bottom plate and the concrete foundation, a grouting material is poured in the shear groove through the grouting channel, and the calculated thickness of the shear key under the action of horizontal shear force
In the formula, FScissorsIs a horizontal shearing force of the lower end of the steel column, LsLength of shear key, WsIs the width of the shear key, LgThickness of grouting material, fsDesigned values for shear bond strength.
Optionally, the calculated area of the foundation bolt under the action of the vertical tensile force
In the formula (f)aDesigned values for the strength of the anchor bolts.
Optionally, the material of the foundation bolt and the anchoring length l of the foundation boltaEdge distance d embedded in foundationeThe following relationship is satisfied:
when the material of the foundation bolt is Q235, la≥12da、de≥5da，
When the material of the foundation bolt is Q345, |a≥17da、de≥7da，
In the formula (d)aIs the diameter of the anchor bolt.
Optionally, the design strength value f of the column base bottom plateb＝0.9fyb，
Designed strength value f of shear bonds＝0.9fys，
Design strength value f of the anchor bolta＝0.5625fua，
In the formula (f)ybIs the yield strength of the footing base plate, fysYield strength of shear bond, fuaThe tensile strength of the anchor bolt.
The invention has the following beneficial effects: according to the invention, the analysis finds that the column base bottom plate is subjected to plastic damage under the load action of the lower end of the steel column, and the plastic section modulus is adopted when the bending stress generated by the column base bottom plate under the load action of the lower end of the steel column is calculated, so that the bending stress generated by the column base bottom plate under the load action of the lower end of the steel column can be more accurately calculated, and the calculated thickness t of the column base bottom plate under the load action of the lower end of the steel column is more reasonably calculatedb pressureAnd tb pullingThen, the maximum value is selected from the two calculated thicknesses and the minimum thickness of 20mm, the thickness of the column sole plate can be accurately calculated, and the purposes of economy, reasonability and high reliability of the calculated result can be achieved.
Drawings
The invention will be further described with reference to the accompanying drawings and examples, in which:
FIG. 1 is a front view of an exposed steel column hinge pedestal in an embodiment of the present invention;
FIG. 2 is a top view of an exposed steel column hinge pedestal in an embodiment of the present invention;
FIG. 3 is a schematic cross-sectional view of a column shoe bottom plate in an embodiment of the present invention, under a hypothetical bend line;
FIG. 4 is a schematic view of the distribution line of the tension load of the anchor bolts generating unidirectional bending near the flange of the steel column in the embodiment of the invention;
FIG. 5 is a schematic view of a shear key under horizontal shear force in an embodiment of the present invention.
In the figure: 1-steel column, 2-column base bottom plate, 3-foundation bolt, 4-shear key, 5-grouting material and 6-concrete foundation.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
The calculation method of the exposed steel column hinged column base of the present invention is described below with reference to fig. 1 to 5.
As shown in fig. 1 and 2, the present invention provides a method for calculating an exposed steel column hinged column base, which includes a steel column 1, a column base bottom plate 2 and a concrete foundation 6, in this embodiment, the steel column is a solid-web steel column, the column base bottom plate 2 is welded at the bottom of the steel column 1 and is fixedly connected with the concrete foundation 6 through a plurality of anchor bolts 3, and a calculated thickness t of the column base bottom platebIs determined by the following formula: t is tb＝max(tb pressure，tb pulling，20mm)；
Wherein, tb pressureFor the calculated thickness of the column shoe bottom plate under the vertical pressure,
tb pullingThe thickness of the column base bottom plate is calculated under the action of vertical tension,
in the formula, FPress and pressVertical pressure of lower end of steel column, FPulling deviceVertical tension, f, of the lower end of the steel columnbDesigned value for the strength of the column shoe bottom plate, LbCalculated for the base plate of the column shoe, WbFor the calculated width of the footing base, naThe number of the foundation bolts is l, and the length of the cantilever is the maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure.
The invention adopts the modulus of the plastic section to calculate the calculated thickness of the column base floor and the shear key, and the derivation process is as follows: based on intensity formula
1) Column foot bottom plate under vertical pressure
Namely, it is
2) The column foot bottom plate is under the action of vertical tension
3) The shear key is under the action of horizontal shear force
In the formula, Mb pressureIs the maximum bending moment, W, of the column base bottom plate under the action of vertical pressureb pressureIs the plastic section modulus, M, of the column base bottom plate under the action of vertical pressureb pullingIs the maximum bending moment, W, of the column base bottom plate under the action of vertical tensionb pullingIs the plastic section modulus, M, of the column base bottom plate under the action of vertical tensionS-shaped scissorsIs the maximum bending moment, W, of the shear key under the action of horizontal shear forceS-shaped scissorsThe plastic section modulus of the shear key under the action of horizontal shearing force.
In one embodiment, as shown in figures 2 and 3, to obtain a more reasonable calculated length and calculated width of the column shoe bottom plate, the present invention introduces a parameter, length Δ, associated with the section of the steel column and sets it
Thereby calculating the calculated length of the column base bottom plate
Recalculate the calculated width of the column shoe sole
In the formula, AbGauges for column shoe sole platesAnd (4) calculating the area, wherein H is the height of the steel column, and B is the width of the steel column.
In one embodiment, the calculated area of the plinth wall is as shown in FIG. 2
In the formula (f)cThe axial compressive strength design value of the foundation concrete is obtained.
Considering that stress diffusion exists when the column foot bottom plate transmits the vertical pressure at the lower end of the steel column to the concrete foundation, in order to define the stress diffusion range and achieve the purpose of more reasonable calculation result, in one embodiment, as shown in fig. 2, the invention further provides a relation between the calculated area of the column foot bottom plate and the area of the concrete foundation, specifically: calculated area A of the column foot sole platebNot more than 25% of the concrete foundation area.
In the prior art, the maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of the vertical pressure is calculated based on the rigid constraint of the steel column to the column base bottom plate, and although the constraint action of the steel column to the column base bottom plate is very strong, the maximum bending moment cannot reach complete rigidity, so that the maximum bending moment calculated by the prior art is small and has deviation from the actual maximum bending moment, and therefore, in one embodiment, as shown in figure 3, the invention introduces the theory of supposed bending line and yield line strength, can reasonably reflect the critical section of the bending of the column base bottom plate under the action of the vertical pressure, and can more accurately calculate the cantilever length l when the column base bottom plate calculates the bending moment under the action of the vertical pressure according to the critical sectionl、lw、lsAnd then the maximum bending moment generated by the column foot bottom plate under the action of the vertical pressure is calculated more accurately, so that the column foot bottom plate is reasonably designed.
The specific calculation is as follows: the cantilever length l of the maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of the vertical pressure is max (l)l，lw，ls)，
Wherein llThe maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure is the length of the cantilever of the bending line along the length direction,
lwthe maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure is the length of the cantilever of the assumed bending line along the width direction,
lsthe maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of vertical pressure is the cantilever length according to the yield line strength theory,
in one embodiment, as shown in fig. 1, 2 and 5, the steel column hinged column base further includes a shear key 4 welded below the column base bottom plate 2, the shear key is specifically a cross shear key, a shear groove for accommodating the shear key is reserved in the concrete foundation, a grouting channel is formed between the column base bottom plate and the concrete foundation, and a grouting material 5 is poured in the shear groove through the grouting channel.
According to the invention, through analysis, the plastic damage of the shear key under the action of the horizontal shearing force of the lower end of the steel column is found, but the calculated bending stress is larger due to the adoption of the elastic section modulus when the bending stress generated under the action of the load of the lower end of the steel column is calculated by the conventional calculation method, so that the calculated bending stress is larger, and the thickness of the shear key is larger. Therefore, the same as the calculation principle of the column foot bottom plate, the invention adopts the plastic section modulus when calculating the bending stress generated by the shear key under the load action of the lower end of the steel column, can more accurately calculate the bending stress generated by the shear key under the load action of the lower end of the steel column, and further more reasonably calculate the calculated thickness t of the shear key under the load action of the lower end of the steel columnsThe reasonability and reliability of the calculation result can be improved.
Specifically calculate asThe following: calculated thickness of shear key under action of horizontal shear force
In the formula, FScissorsIs a horizontal shearing force of the lower end of the steel column, LsLength of shear key, WsIs the width of the shear key, LgThickness of grouting material, fsDesigned values for shear bond strength.
In one embodiment, the calculated area of the anchor bolt under vertical tension, as shown in FIG. 4
In the formula, faDesigned values for the strength of the anchor bolts.
Considering that the material of the anchor bolt is closely related to the anchoring depth of the anchor bolt on the foundation and the edge distance of the anchor bolt embedded in the foundation, in one embodiment, as shown in FIG. 4, the invention provides anchor bolts of different materials, and the anchor bolts are anchored at the anchoring depth l of the foundationaEdge distance d embedded in foundationeThe specific requirements can achieve the purposes of economic and reasonable calculation results and high reliability.
Specifically, the material of the anchor bolt and the anchoring length l thereof on the foundationaEdge distance d embedded in foundationeThe following relationship is satisfied:
when the foundation bolt is made of Q235, la≥12da、de≥5da，
When the material of the foundation bolt is Q345, |a≥17da、de≥7da，
In the formula (d)aIs the diameter of the anchor bolt.
In one embodiment, the design strength value f of the column shoe bottom plateb＝0.9fybDesign value f of shear bond Strengths＝0.9fysDesign value f of the strength of the anchor bolta＝0.5625fuaIn the formula, fybIs the yield strength of the footing base plate, fysYield strength of shear bond, fuaIs a foundation screwTensile strength of the plug. This gives:
the invention will be further illustrated by the following detailed description of application examples of the invention.
The calculation method provided by the invention is used for carrying out example analysis on the exposed steel column hinged column foot of the steel support of a certain flue gas desulfurization project.
Basic parameters of the steel bracket exposed type steel column hinged column base of a certain flue gas desulfurization project are as follows: fPress and press＝1089kN，FPulling device＝-296kN，FScissors＝117kN，fyb＝235MPa，fys＝235MPa，fua＝370MPa，fc＝14.3MPa，na＝4，Ls＝200mm，Ws＝150mm，Lg＝50mm，H＝300mm，B＝300mm,
The method for calculating the hinged column base of the exposed steel column comprises the following steps of:
according to the existing parameters, the following can be calculated:
calculated area of column shoe sole plate
Calculated length of column shoe sole plate
Calculated width of column shoe sole plate
The maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of vertical pressure is the cantilever length of the assumed bending line along the length direction
The maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of vertical pressure is the length of the cantilever of the assumed bending line along the width direction
Cantilever length of maximum bending moment caused by foundation counter-force generated by column base bottom plate under action of vertical pressure according to yield line strength theory
The length of the cantilever with the maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure is obtained
l＝max(ll，lw，ls)＝75mm。
According to the calculation method provided by the invention, firstly, the calculated thickness t of the column base bottom plate under the action of vertical pressure and vertical tension is calculatedb pressure、tb pullingAnd determining the calculated thickness t of the footing base plateb，
tb＝max(tb pressure，tb pulling，20mm)＝26.5mm；
Secondly, calculating the calculated thickness of the shear key under the action of horizontal shear force
Finally, calculating the effective calculation area of the foundation bolt under the action of vertical tension
During actual material selection, a steel plate with the thickness of 28mm can be selected as a column base bottom plate, a steel plate with the thickness of 14mm can be selected as a shear key, and the foundation bolt is reasonably selected according to the calculated area.
For the above application example, if it is calculated according to the existing scheme, the thickness of the column sole plate is 39.2mm, the thickness of the shear key is 18.1mm, and the effective calculation area of the anchor bolt is 528.6mm2When selecting materials, the steel plate with the thickness of 40mm needs to be selected for use as the column base bottom plate, the steel plate with the thickness of 20mm needs to be selected for use as the shear key, and the bolt with the larger size also needs to be selected for use as the foundation bolt.
In conclusion, the results obtained by adopting the prior art are all larger than the calculation results of the invention, and the existing calculation method is over conservative, so that the cost is increased and the method is not economical.
It will be understood that modifications and variations can be made by persons skilled in the art in light of the above teachings and all such modifications and variations are intended to be included within the scope of the invention as defined in the appended claims.
Claims (9)
1. A calculation method for an exposed steel column hinged column base comprises a steel column, a column base bottom plate and a concrete foundation, wherein the column base bottom plate is welded at the bottom of the steel column and is fixedly connected with the concrete foundation through a plurality of foundation boltsbIs determined by the following formula:
tb＝max(tb pressure，tb pulling，20mm)；
Wherein, tb pressureFor the calculated thickness of the column shoe bottom plate under the vertical pressure,
tb pullingThe thickness of the column base bottom plate is calculated under the action of vertical tension,
in the formula, FPress and pressVertical pressure of lower end of steel column, FPulling deviceVertical tension, f, of the lower end of the steel columnbDesigned value for the strength of the column shoe bottom plate, LbCalculated for the base plate of the column shoe, WbFor the calculated width of the footing base, naThe number of the foundation bolts is l, and the length of the cantilever is the maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure.
2. The method of claim 1, wherein the calculated length of the footing base plate is calculated
Calculated width of the column shoe sole plate
In the formula, AbIs the calculated area of the column foot base plate, delta is the length associated with the section of the steel column,
h is the height of the steel column, and B is the width of the steel column.
3. The method of claim 2, wherein the area of the bottom plate of the column shoe is calculated
In the formula (f)cThe axial compressive strength design value of the foundation concrete is obtained.
4. The method for calculating the hinge column base of the exposed steel column according to claim 2 or 3, wherein the calculation surface of the column base plateProduct AbNot more than 25% of the concrete foundation area.
5. The method for calculating the exposed steel column hinged column base according to claim 1, wherein the cantilever length of the maximum bending moment caused by the foundation reaction force generated by the column base plate under the vertical pressure is l max (l)l，lw，ls)，
Wherein llThe maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure is the length of the cantilever of the bending line along the length direction,
lwthe maximum bending moment caused by the foundation counter force generated by the column base bottom plate under the action of vertical pressure is the length of the cantilever of the assumed bending line along the width direction,
lsthe maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of vertical pressure is the cantilever length according to the yield line strength theory,
6. the method for calculating the exposed steel column hinged column base according to claim 1, wherein the steel column hinged column base further comprises a shear key welded below a bottom plate of the column base, a shear groove for accommodating the shear key is reserved in the concrete foundation, a grouting channel is formed between the bottom plate of the column base and the concrete foundation, grouting material is poured into the shear groove through the grouting channel, and the calculated thickness of the shear key under the action of horizontal shear force is equal to the calculated thickness of the shear key
In the formula, FScissorsIs a horizontal shearing force of the lower end of the steel column, LsLength of shear key, WsIs the width of the shear key, LgThickness of grouting material, fsDesigned values for shear bond strength.
7. The method for calculating the hinged column foot of the exposed steel column according to claim 1, wherein the calculated area of the foundation bolt under the action of the vertical tensile force
In the formula (f)aDesigned values for the strength of the anchor bolts.
8. The method as claimed in claim 1, wherein the anchor bolt material and the anchoring length l of the anchor bolt material on the foundation are calculatedaEdge distance d embedded in foundationeThe following relationship is satisfied:
when the material of the foundation bolt is Q235, la≥12da、de≥5da，
When the material of the foundation bolt is Q345,/a≥17da、de≥7da，
In the formula (d)aIs the diameter of the anchor bolt.
9. The method for calculating an exposed steel column hinged column base according to claim 1, 6 or 7, wherein the design strength value f of the column base plateb＝0.9fyb，
Designed strength value f of shear bonds＝0.9fys，
Design strength value f of the anchor bolta＝0.5625fua，
In the formula (f)ybIs the yield strength of the footing base plate, fysYield strength of shear bond, fuaThe tensile strength of the anchor bolt.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117973095A (en) * | 2024-03-29 | 2024-05-03 | 湖北工建集团第三建筑工程有限公司 | Column foot bottom plate calculation method for steel column steel joint column foot |
| CN117973088A (en) * | 2024-03-29 | 2024-05-03 | 湖北工建集团第三建筑工程有限公司 | Column foot bottom plate calculation method for steel column hinge column foot |
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| CN117973088B (en) * | 2024-03-29 | 2024-07-19 | 湖北工建集团第三建筑工程有限公司 | Column foot bottom plate calculation method for steel column hinge column foot |
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