CN114547758B - Calculation method for hinged column base of exposed steel column - Google Patents
Calculation method for hinged column base of exposed steel column Download PDFInfo
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
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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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2463—Connections to foundations
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
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- G—PHYSICS
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention belongs to the technical field of steel structure design, and provides a calculation method of an exposed steel column hinged column base b Is determined by the following formula: t is t b ＝max(t b pressure ，t b pulling 20 mm); wherein, t b pressure For the calculated thickness, t, of the footing base plate under the action of vertical pressure b pulling For calculating the thickness, t, of the column base bottom plate under the action of vertical tension b pressure And t b pulling All are calculated by using the modulus of the plastic section. The method can accurately calculate the thickness of the column sole plate based on the modulus of the plastic section, and can achieve the purposes of economic and reasonable calculation result and high reliability.
Description
Technical Field
The invention belongs to the technical field of steel structure design, and particularly relates to a calculation method for 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 conventional algorithm for the hinged column base of the exposed steel column has the following scheme: but the Zenesian edition: the fourth edition of the handbook on design of Steel Structure, publisher of Chinese construction industry, 2 months 2019. The detailed calculation steps can be seen in the calculation and construction of the exposed column base of 13.8.2 and the related specification in the calculation example one, the solid column hinge 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 plate b Is determined by the following formula: t is t b ＝max(t b pressure ，t b pulling ，20mm)；
Wherein, t b pressure For the calculated thickness of the column shoe bottom plate under the vertical pressure,
t b pulling The thickness of the column base bottom plate is calculated under the action of vertical tension,
in the formula, F Press and press Vertical pressure of lower end of steel column, F Pulling device Vertical tension, f, of the lower end of the steel column b Designed value for the strength of the column shoe bottom plate, L b Calculated for the base plate of the column shoe, W b For the calculated width of the footing base, n a The number of the foundation bolts is s, 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 toe-sole
Calculated width of the column shoe sole plate
In the formula, A b Is 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, B isThe width of the steel column.
Optionally, the calculated area of the column shoe sole plate
In the formula (f) c Is the designed axial compressive strength of the foundation concrete.
Optionally, the calculated area a of the column shoe bottom plate b Not more than 25% of the concrete foundation area.
Optionally, the cantilever length s = max(s) 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 s = max(s) l ，s w ，s s )，
Wherein s is l 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 length direction,
s w the 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,
s s 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 according to the yield line strength theory,
in the formula, H is the height of the steel column, and B is the width of the steel column.
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 into the shear groove through the grouting channel, and the shear key performs horizontal shearing forceCalculated thickness under
In the formula, F Scissors Horizontal shearing force, L, for the lower end of the steel column s Length of shear key, W s Is the width of the shear key, L g Thickness of grouting material, f s Designed 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) a Designed values for the strength of the anchor bolts.
Optionally, the material of the foundation bolt and the anchoring length s of the foundation bolt a Edge distance d embedded in foundation e The following relationship is satisfied:
when the material of the foundation bolt is Q235, s a ≥12d a 、d e ≥5d a ，
When the material of the foundation bolt is Q345, s a ≥17d a 、d e ≥7d a ，
In the formula (d) a Is the diameter of the anchor bolt.
Optionally, the design strength value f of the column base bottom plate b ＝0.9f yb ，
Designed strength value f of shear bond s ＝0.9f ys ，
Design strength value f of the anchor bolt a ＝0.5625f ua ，
In the formula, f yb Is the yield strength of the footing base plate, f ys Yield strength of shear bond, f ua The tensile strength of the anchor bolt.
The invention has the following beneficial effects: the invention discovers that the column base bottom plate generates plastic damage under the load action of the lower end of the steel column through analysis, and then adopts plasticity when calculating the bending stress generated by the column base bottom plate under the load action of the lower end of the steel columnThe section modulus can more accurately calculate the bending stress generated by the column base bottom plate under the load action of the lower end of the steel column, and further more reasonably calculate the calculated thickness t of the column base bottom plate under the load action of the lower end of the steel column b pressure And t b pulling Then, 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 according to 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 foundation bolt producing 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, where the steel column hinged column base includes a steel column 1, a column base bottom plate 2 and a concrete foundation 6, the steel column in this embodiment is a solid-web steel column, the column base bottom plate 2 is welded to 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 plate b Is determined by the following formula: t is t b ＝max(t b pressure ，t b pulling ，20mm)；
Wherein, t b pressure of For the calculated thickness of the column shoe bottom plate under the vertical pressure,
t b pulling The thickness of the column base bottom plate is calculated under the action of vertical tension,
in the formula, F Press and press Vertical pressure of lower end of steel column, F Pulling device Vertical tension, f, at the lower end of the steel column b Designed value for the strength of the column shoe bottom plate, L b Calculated for the base plate of the column foot, W b For the calculated width of the footing base, n a The number of the foundation bolts is s, 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 that
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, M b pressure of Is the maximum bending moment, W, of the column base bottom plate under the action of vertical pressure b pressure of For column foot bottom plate under the action of vertical pressurePlastic section modulus of (2), M b pulling Is the maximum bending moment, W, of the column base bottom plate under the action of vertical tension b pulling Is the plastic section modulus, M, of the column base bottom plate under the action of vertical tension S-shaped scissors Is the maximum bending moment, W, of the shear key under the action of horizontal shear force S-shaped scissors Is the plastic section modulus of the shear key under the action of horizontal shearing force.
In one embodiment, as shown in fig. 2 and 3, in order to obtain a more reasonable calculated length and calculated width of the column shoe bottom plate, the present invention introduces a parameter, the 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, A b And 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) c The 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 plate b Not more than 25% of the concrete foundation area.
The prior art calculates the maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of the vertical pressure based on the rigid constraint of the steel column to the column base bottom plate, andalthough the constraint action of the steel column on the column base plate is strong, the steel column cannot achieve complete rigidity, so that the maximum bending moment calculated by the prior art is small and has deviation from the actual moment, and therefore, in one embodiment, as shown in fig. 3, the invention introduces a theory of supposing bending lines and yield line strength, which can reasonably reflect the critical section of the column base plate which is bent under the action of vertical pressure, and can more accurately calculate the cantilever length s of the column base plate when calculating the bending moment under the action of vertical pressure according to the critical section l 、s w 、s s And 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 s = max(s) of the maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the action of vertical pressure l ，s w ，s s )，
Wherein s is l The 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,
s w the 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 a cantilever in the width direction of a supposed bending line,
s s 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 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 into the shear groove through the grouting channel.
According to the invention, through analysis, the shearing resistant key is found to generate plastic damage under the action of horizontal shearing force at the lower end of the steel column, while the existing calculation method adopts elastic section modulus when calculating the bending stress generated under the action of load at the lower end of the steel column, the calculated bending stress is larger, so that the thickness of the shearing resistant key is larger, and when the material is actually selected, the specification larger than the calculated thickness can be selected due to the limited specification of the thickness of the steel plate, and because the calculation method is more conservative, the cost of the steel plate is higher, and the economical efficiency is poor. 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 column s The reasonability and reliability of the calculation result can be improved.
The specific calculation is as follows: calculated thickness of shear key under action of horizontal shear force
In the formula, F Scissors Is a horizontal shearing force of the lower end of the steel column, L s Length of shear key, W s Is the width of the shear key, L g Thickness of grouting material, f s Designed values for shear bond strength.
In one embodiment, the calculated area of the anchor bolt under vertical tension is shown in FIG. 4
In the formula (f) a Designed 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, which are embedded in the foundationAnchor length s of a Edge distance d embedded in foundation e The specific requirements can achieve the purposes of economic and reasonable calculation results and high reliability.
In particular, the material of the anchor bolts and their anchoring length s on the foundation a Edge distance d embedded in foundation e The following relationship is satisfied:
when the material of the foundation bolt is Q235, s a ≥12d a 、d e ≥5d a ，
When the material of the foundation bolt is Q345, s a ≥17d a 、d e ≥7d a ，
In the formula (d) a Is the diameter of the anchor bolt.
In one embodiment, the design strength value f of the column shoe bottom plate b ＝0.9f yb Design value f of shear bond Strength s ＝0.9f ys Design value f of the strength of the anchor bolt a ＝0.5625f ua In the formula, f yb Is the yield strength of the footing base plate, f ys Yield strength of shear key, f ua The tensile strength of the anchor bolt. 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 support exposed steel column hinged column base of a certain flue gas desulfurization project are as follows: f Pressing and pressing ＝1089kN，F Pulling device ＝-296kN，F Scissors ＝117kN，f yb ＝235MPa，f ys ＝235MPa，f ua ＝370MPa，f c ＝14.3MPa，n a ＝4，L s ＝200mm，W s ＝150mm，L g ＝50mm，H＝300mm，
The method for calculating the hinged column base of the exposed steel column comprises the following steps:
according to the existing parameters, the following can be calculated:
calculated area of pedestal pan
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 reaction 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
s＝max(s l ，s w ，s s )＝75mm。
According to the inventionFirstly, calculating the calculated thickness t of a column base bottom plate under the action of vertical pressure and vertical tension b pressure 、t b pulling And determining the calculated thickness t of the footing base plate b ，
t b ＝max(t b pressure ，t b 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 528.6mm 2 When 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 appreciated that modifications and variations are possible to those skilled in the art in light of the above teachings, and it is intended to cover all such modifications and variations as fall within the scope of 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 bolts b Is determined by the following formula:
t b ＝max(t b pressure ，t b pulling ，20mm)；
Wherein, t b pressure For the calculated thickness of the column shoe bottom plate under the vertical pressure,
t b pulling The thickness of the column base bottom plate is calculated under the action of vertical tension,
in the formula, F Pressing and pressing Vertical pressure of lower end of steel column, F Pulling device Vertical tension, f, of the lower end of the steel column b Designed value for the strength of the column shoe bottom plate, L b Calculated for the base plate of the column shoe, W b For the calculated width of the footing base, n a The number of the foundation bolts is s, 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 base plate of the column shoe is calculated
Calculated width of the column shoe sole plate
In the formula, A b Is 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) c The 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 as claimed in claim 2 or 3, wherein the calculated area A of the bottom plate of the column base b Not more than 25% of the concrete foundation area.
5. The method for calculating the hinged column base of the exposed steel column as claimed in claim 1, wherein the cantilever length s = max(s) of the maximum bending moment caused by the foundation reaction force generated by the column base plate under the vertical pressure l ，s w ，s s )，
Wherein s is l The 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,
s w the 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,
s s 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 according to the yield line strength theory,
in the formula, H is the height of the steel column, and B is the width of the steel column.
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 column base plate, a shear groove for accommodating the shear key is reserved in the concrete foundation, a grouting channel is formed between the column base plate 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
In the formula, F Scissors Is a horizontal shearing force of the lower end of the steel column, L s Length of shear key, W s Is the width of the shear key, L g Thickness of grouting material, f s Designed 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 a Designed values for the strength of the anchor bolts.
8. The method for calculating the hinged column base of the exposed steel column according to claim 1, wherein the anchor bolt is made of a material and has an anchoring length s on the foundation a Edge distance d embedded in foundation e The following relationship is satisfied:
when the material of the foundation bolt is Q235, s a ≥12d a 、d e ≥5d a ，
When the material of the foundation bolt is Q345, s a ≥17d a 、d e ≥7d a ，
In the formula, d a Is the diameter of the anchor bolt.
9. The method for calculating the hinge pedestal of exposed steel column according to claim 6, wherein the design strength value f of the pedestal bottom plate b ＝0.9f yb ，
Designed strength value f of shear bond s ＝0.9f ys ，
Design strength value f of the anchor bolt a ＝0.5625f ua ，
In the formula (f) yb Is the yield strength of the footing base plate, f ys Yield strength of shear key, f ua The tensile strength of the anchor bolt.
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| CN105863162A (en) * | 2016-05-03 | 2016-08-17 | 成都亨通兆业精密机械有限公司 | Steel structure curtain wall girder |
| CN107299641A (en) * | 2017-06-02 | 2017-10-27 | 中国建筑股份有限公司 | A kind of assembled heel join node and its construction method |
| CN107977525B (en) * | 2017-12-15 | 2021-04-16 | 中国能源建设集团江苏省电力设计院有限公司 | Design thickness calculation method for twelve foundation bolt tower foot plates |
| CN208733814U (en) * | 2018-07-31 | 2019-04-12 | 上海象璟建筑设计有限公司 | A kind of exposed shear structure of suspension column having rotating property |
| CN109344437B (en) * | 2018-08-29 | 2021-02-23 | 湖南科技大学 | Reinforced concrete complex stress component reinforcement design method based on force transmission path |
| CN110688803B (en) * | 2019-09-30 | 2022-12-27 | 中国电力工程顾问集团西北电力设计院有限公司 | Method for calculating thickness of foot plate of eight-foot-bolt four-zone separation tower of power transmission tower |
| CN111593926A (en) * | 2020-05-20 | 2020-08-28 | 浙江工业大学 | H-shaped steel part filled concrete combined column-reinforced concrete beam joint and design method thereof |
| CN113202230A (en) * | 2021-04-26 | 2021-08-03 | 中信建筑设计研究总院有限公司 | Shallow formula steel core concrete column base structure that buries of easy installation |
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