CN114547757B - Calculation method for exposed steel column rigid connection column base - Google Patents

Calculation method for exposed steel column rigid connection column base Download PDF

Info

Publication number
CN114547757B
CN114547757B CN202210270813.7A CN202210270813A CN114547757B CN 114547757 B CN114547757 B CN 114547757B CN 202210270813 A CN202210270813 A CN 202210270813A CN 114547757 B CN114547757 B CN 114547757B
Authority
CN
China
Prior art keywords
column
steel column
bottom plate
rigid connection
column base
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN202210270813.7A
Other languages
Chinese (zh)
Other versions
CN114547757A (en
Inventor
俞栋华
侯国发
吴金池
陈翠姣
李振兴
马屹
梅浩
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Hubei Industrial Construction Group Co Ltd HICC
Original Assignee
Hubei Industrial Construction Group Co Ltd HICC
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Hubei Industrial Construction Group Co Ltd HICC filed Critical Hubei Industrial Construction Group Co Ltd HICC
Priority to CN202210270813.7A priority Critical patent/CN114547757B/en
Publication of CN114547757A publication Critical patent/CN114547757A/en
Application granted granted Critical
Publication of CN114547757B publication Critical patent/CN114547757B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • 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
    • 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
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • 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
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • 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

Landscapes

  • Engineering & Computer Science (AREA)
  • Physics & Mathematics (AREA)
  • Geometry (AREA)
  • Theoretical Computer Science (AREA)
  • General Physics & Mathematics (AREA)
  • Computer Hardware Design (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Evolutionary Computation (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Computational Mathematics (AREA)
  • Mathematical Analysis (AREA)
  • Mathematical Optimization (AREA)
  • Pure & Applied Mathematics (AREA)
  • Electromagnetism (AREA)
  • Foundations (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

The invention belongs to the technical field of steel structure design, and provides a calculation method of an exposed steel column rigid connection column base, wherein the steel column rigid connection column base comprises a steel column, a column base bottom plate, stiffening ribs and a concrete foundation, and the calculation method of the column base bottom plate comprises the following steps: if the steel column rigid connection column base is in a small eccentric state, the calculated thickness t of the column base bottom plate b ＝max(t b pressure 25mm) and defines t b pressure of The calculation method of (1); if the steel column rigid connection column foot is in a large eccentric state, t b ＝max(t b pressure ，t b pulling 25mm) and defines t b pressure of And t b pulling The method of (3). The method calculates the bending stress of the column foot plate based on the modulus of the plastic section, and simultaneously calculates different eccentric states of the steel column rigid connection column foot by combining the stress state of the steel column rigid connection column foot, so that the economic rationality, the accuracy and the reliability of the calculation result can be improved.

Description

Calculation method for exposed steel column rigid connection column base
Technical Field
The invention belongs to the technical field of steel structure design, and particularly relates to a calculation method for a rigid connection column base of an exposed steel column.
Background
The steel column rigid connection column base is an important node in a steel structure, as shown in fig. 1 and fig. 2, the exposed steel column rigid connection column base generally comprises a steel column 1, a column base bottom plate 2, foundation bolts 3, shear keys 4, stiffening ribs 5, grouting materials 6 and a concrete foundation 7, during installation, the concrete foundation 7 is poured firstly, meanwhile, 4 foundation bolts 3 are embedded in the concrete foundation, 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 stiffening ribs 5 are welded between two sides of the steel column 1 and the column base bottom plate 2, 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 6 for reinforcement. The steel column rigid connection column base has the function of transmitting the axial force, the bending moment and the 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 forces. It can be seen that the calculation of the rigid column shoe is crucial.
At present, the following schemes exist in the conventional algorithm for the exposed steel column rigid connection column base: but the Zenesian edition: steel structure design manual, fourth edition, china building industry press, 2 months in 2019. The detailed calculation steps can be seen from the relevant specifications in the calculation and construction of the 13.8.2 exposed column base and the calculation example II, the solid-web column rigid-connection 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. the stress state of a steel column rigid connection column base under the combined action of axial force and bending moment is related to the eccentric state, when the steel column rigid connection column base is in a small eccentric state, axial pressure can be generated on a compression side, axial tension cannot occur at a bolt of a foundation bolt on the tension side, the axial pressure on the compression side is resisted by bearing pressure of a column base bottom plate, the foundation bolt is not needed for resisting the axial tension on the tension side, when the steel column rigid connection column base is in a large eccentric state, the compression side can generate axial pressure, the foundation bolt on the tension side can generate axial tension, the axial pressure on the compression side is resisted by bearing pressure of the column base bottom plate, the axial tension on the foundation bolt on the tension side is resisted by the foundation bolt, however, the two eccentric states are not considered respectively during calculation of the existing algorithm, and the calculation result is inaccurate and unreliable.
Disclosure of Invention
In order to solve the problems, the invention provides a calculation method of an exposed steel column rigid connection column base, which is used for calculating the bending stress of a column base plate based on a plastic section modulus, and simultaneously carrying out calculation according to different eccentric states of the steel column rigid connection column base and the stress state of the steel column rigid connection column base, so that the economic rationality, the accuracy and the reliability of a calculation result can be improved.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a calculation method of an exposed steel column rigid connection column base comprises a steel column, a column base bottom plate, stiffening ribs 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, the stiffening ribs are fixedly installed between two sides of the steel column and the column base bottom plate, and the calculation method of the column base bottom plate comprises the following steps:
if the steel column rigid connection column foot is in a small eccentric state, i.e. e is less than or equal to e r The calculated thickness t of the column base plate b ＝max(t b pressure 25mm), wherein t b pressure For the calculated thickness of the compression side post footplate,
when the X is more than or equal to l,
Figure GDA0003717933240000021
when X is present<When the content is l, the content is,
Figure GDA0003717933240000022
if the steel column rigid connection column base is in a large eccentric state, i.e. e>e r And satisfy
Figure GDA0003717933240000023
Calculated thickness t of column shoe sole plate b ＝max(t b pressure ，t b pulling 25mm), wherein t b pressure For calculation of stressed side post footingsThe thickness of the film is measured by the thickness,
when the X is more than or equal to l,
Figure GDA0003717933240000024
when X is present<l, the content of the acid is measured,
Figure GDA0003717933240000025
t b pulling For the calculated thickness of the tension side column foot bottom plate,
Figure GDA0003717933240000026
wherein e is the axial force F of the steel column rigid connection column foot Shaft The eccentricity is calculated under the combined action of the bending moment M,
Figure GDA0003717933240000027
e r the critical eccentricity is L the cantilever length at the maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the load action of the lower end of the steel column, and L b Is the length of the column foot bottom plate, f b Designed value for column base plate strength, W b Is the width of a column base bottom plate, X is the pressure-bearing width of the column base bottom plate, H is the height of a steel column, B is the width of the steel column, f is the distance from the center of the column base bottom plate to the center of a foundation bolt on the tension side, f is the distance from the center of the column base bottom plate to the center of the foundation bolt on the tension side c Is the designed axial compressive strength value, T, of the concrete foundation a pull In tension of the anchor bolts on the tension side, d ac The distance from the center of the flange of the steel column to the center of the anchor bolt on the tension side.
Optionally, the method for calculating the pressure-bearing width of the column shoe bottom plate includes:
if the steel column rigid connection column foot is in a small eccentric state, X is equal to L b -2e；
If the steel column is rigidly connected with the column base in a large eccentric state,
Figure GDA0003717933240000031
alternatively, the calculated area A of a single anchor bolt on the tension side a pull The calculating method comprises the following steps:
Figure GDA0003717933240000032
in the formula (f) a Designed value for the strength of the anchor bolt, n a pull The number of anchor bolts on the tension side.
Optionally, the method for calculating the tension of the foundation bolt on the tension side includes: t is a pull ＝f c W b X-F Shaft 。
Optionally, the method for calculating the critical eccentricity includes:
Figure GDA0003717933240000033
optionally, the method for calculating the cantilever length when the maximum bending moment is caused by the foundation reaction force generated by the column foot bottom plate under the load action of the lower end of the steel column includes:
Figure GDA0003717933240000034
l l and calculating the cantilever length of the bending line along the length direction according to the assumed bending line when the bending moment is calculated for the column base bottom plate under the load action of the lower end of the steel column.
Optionally, the material of the foundation bolt and the anchoring length l 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, l a ≥12d a 、d e ≥5d a ，
When the material of the foundation bolt is Q345, | a ≥17d a 、d e ≥7d a ，
In the formula (d) a Is the diameter of the anchor bolt.
Optionally, the steel column rigid connection 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, 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
Figure GDA0003717933240000035
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.
Optionally, the designed strength value f of the column base bottom plate b ＝0.9f yb ，
Designed strength value f of shear key 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: according to the invention, the plastic damage of the column base bottom plate under the load action of the lower end of the steel column is found through analysis, so that the plastic section modulus is adopted when the bending stress of the column base bottom plate under the load action of the lower end of the steel column is calculated, the bending stress of 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 of the column base bottom plate under the load action of the lower end of the steel column is more reasonably calculated; meanwhile, different calculation methods are provided according to different eccentric states of the steel column rigid connection column base, and the purposes of high economic rationality, high accuracy and high reliability of calculation results are 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 a rigid connection column foot of an exposed steel column in an embodiment of the present invention;
FIG. 2 is a top view of a rigid connection leg of an exposed steel column 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 force distribution of the steel column rigid connection column base in the small eccentricity state in the embodiment of the invention;
FIG. 5 is a schematic view of the distribution of the stress of the steel column rigid connection column base in the large eccentricity state in the embodiment of the invention;
FIG. 6 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-stiffening rib, 6-grouting material and 7-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 rigid connection column base of the present invention will be described with reference to fig. 1 to 6.
Axial force F of steel column rigid connection column foot Shaft Calculating eccentricity under combined action of bending moment M
Figure GDA0003717933240000041
And critical eccentricity e r Has different size relationship and different eccentric state, when e is less than or equal to e r When the eccentric state is small, when e>e r The time is a large eccentricity state, so the invention provides different calculation methods for different eccentricity states.
As shown in fig. 1 and 2, the present invention provides a method for calculating an exposed steel column rigid connection column base, where the steel column rigid connection column base includes a steel column 1, a column base bottom plate 2, stiffening ribs 5 and a concrete foundation 7, the column base bottom plate 2 is welded to the bottom of the steel column 1 and is fixedly connected to the concrete foundation 7 through a plurality of anchor bolts 3, the stiffening ribs 5 are fixedly installed between two sides of the steel column 1 and the column base bottom plate 2, and the method for calculating the column base bottom plate includes:
as shown in fig. 3 and 4, if the steel column rigid connection column base is in a small eccentric state, i.e. e is less than or equal to e r The calculated thickness t of the column base plate b ＝max(t b pressure of 25mm), wherein t b pressure For the calculated thickness of the compression side post footplate,
when the X is more than or equal to l,
Figure GDA0003717933240000051
when X is present<When the content is l, the content is,
Figure GDA0003717933240000052
as shown in fig. 3 and 5, when the steel column rigid connection column base is in a large eccentric state, that is, e>e r And satisfy
Figure GDA0003717933240000053
Calculated thickness t of column shoe sole plate b ＝max(t b pressure ，t b pulling 25mm), wherein t b pressure Is the calculated thickness of the compression side post footplate,
when the X is more than or equal to l,
Figure GDA0003717933240000054
when X is present<l, the content of the acid is measured,
Figure GDA0003717933240000055
t b pulling For the calculated thickness of the tension side column foot bottom plate,
Figure GDA0003717933240000056
in the formula: e is the axial force F of the steel column rigid connection column foot Shaft The eccentricity is calculated under the combined action of the bending moment M,
Figure GDA0003717933240000057
e r is critical eccentricity, i is column base bottom plate on steel columnCantilever length at maximum bending moment caused by base counter-force generated under load at lower end, L b Is the length of the column foot bottom plate, f b Designed value for column base plate strength, W b Is the width of the column base bottom plate, X is the bearing width of the column base bottom plate, H is the height of the steel column, B is the width of the steel column, f is the distance from the center of the column base bottom plate to the center of the foundation bolt on the tension side c Designed value of axial compressive strength, T, of concrete foundation a pull In tension of the tension-side anchor bolt, d ac The distance from the center of the flange of the steel column to the center of the anchor bolt on the tension side.
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
Figure GDA0003717933240000058
Formula for calculating bending moment M and plastic section modulus
Figure GDA0003717933240000059
The calculated thickness of the column base bottom plate and the shear key can be deduced, and the deducing process is not repeated herein.
In addition, the existing algorithm assumes that the basic reaction force distribution generated under the combined action of the axial force and the bending moment is triangular distribution, and the invention discovers that the calculation result is more accurate when the basic reaction force distribution is assumed to be uniform distribution through analysis, and the calculation of the invention is based on the assumption condition that the basic reaction force is uniformly distributed.
In view of the difference of the values of the pressure-bearing width of the column shoe bottom plate in different eccentric states, in order to further improve the accuracy of the calculation result, the invention provides an algorithm of the pressure-bearing width of the column shoe bottom plate in different eccentric states, and specifically, in one embodiment, the method for calculating the pressure-bearing width of the column shoe bottom plate comprises the following steps:
if the steel column rigid connection column foot is in a small eccentric state, as shown in fig. 4, X is equal to L b -2e；
If the steel column is rigidly connected with the column foot in a large eccentric state, as shown in figure 5,
Figure GDA00037179332400000510
in one embodiment, as shown in FIG. 1, the calculated area of a single anchor bolt on the tension side
Figure GDA0003717933240000061
In the formula (f) a Designed value for the strength of the anchor bolt, n a pull The number of anchor bolts on the tension side.
In one embodiment, a method of calculating a tension of a tension-side anchor bolt includes: t is a pull ＝f c W b X-F Shaft 。
In one embodiment, the method for calculating the critical eccentricity of the rigid joint column base comprises the following steps:
Figure GDA0003717933240000062
considering that 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 is based on the rigid constraint of the steel column to the column base bottom plate, in one embodiment, the invention introduces an assumed bending line to calculate the maximum bending moment of the column base bottom plate, and specifically calculates the following:
Figure GDA0003717933240000063
l l and calculating the cantilever length of the bending line along the length direction when the bending moment is calculated for the column base bottom plate under the load action of the lower end of the steel column.
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 embedded in the foundation, in one embodiment, the invention provides the anchor bolt with different materials, and the anchor bolt is anchored at the anchoring depth l of the foundation 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 the anchoring length l thereof 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, l a ≥12d a 、d e ≥5d a ，
When the material of the foundation bolt is Q345,/ a ≥17d a 、d e ≥7d a ，
In the formula, d a Is the diameter of the anchor bolt.
In one embodiment, as shown in fig. 1, 2, and 6, the rigid steel column connection column base further includes a shear key 4 welded below the column base bottom plate 2, a shear groove for accommodating the shear key is reserved in the concrete foundation 7, a grouting channel is formed between the column base bottom plate and the concrete foundation, and a grouting material 6 is poured into the shear groove through the grouting channel.
According to the invention, the shear key is found to generate plastic damage under the action of the horizontal shear force at the lower end of the steel column through analysis, and 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 at the lower end of the steel column is calculated by the conventional calculation method, so that the calculated thickness of the shear key is larger, the steel cost 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: as shown in FIG. 6, the calculated thickness of the shear key under horizontal shear
Figure GDA0003717933240000064
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 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 bond, f ua The tensile strength of the anchor bolt.
In the above embodiment, based on the situation that the bending moment acts along the length direction of the column base bottom plate, if the bending moment acts along the width direction of the column base bottom plate, the calculation principle of the steel column bottom plate is the same as that described above, and the parameter L in the above formula is used b Is correspondingly changed into W b 、W b Is correspondingly changed into L b 、l l Is correspondingly changed to w I.e.. l w The length of the cantilever along the width direction of the supposed bending line when calculating the bending moment under the load action of the lower end of the steel column,
Figure GDA0003717933240000071
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 rigid connection column base of the steel bracket of a certain flue gas desulfurization project.
The basic parameters of the exposed steel column rigid connection column base of the steel bracket of a certain flue gas desulfurization project are as follows: f Shaft ＝116kN，F Scissors ＝137kN，M＝55kN·m，f yb ＝225MPa，f ys ＝235MPa，f ua ＝370MPa，f c ＝14.3MPa，n a pull ＝3，L s ＝200mm，W s ＝150mm，L g ＝50mm，H＝300mm，B＝300mm，L b ＝700mm，W b ＝700mm，
Figure GDA0003717933240000072
d ac ＝122.5mm,f＝265mm，
Figure GDA0003717933240000073
The eccentric state is large.
The calculation steps of calculating the rigid connection column base of the exposed steel column according to the large eccentricity state by adopting the method are as follows:
step 1: checking whether the inequality is true or not,
Figure GDA0003717933240000074
if true;
step 2: determining the bearing width X of the column base bottom plate,
Figure GDA0003717933240000075
and step 3: determining the calculated thickness t of the compression side post footplate b pressure ，
Figure GDA0003717933240000076
And 4, step 4: determining the tension T of a foundation bolt on the tension side a pull ，
T a pull ＝f c W b X-F Shaft ＝25.1kN；
And 5: determining the calculated area A of a single anchor bolt on the tension side a pull ，
Figure GDA0003717933240000081
And 6: determining the calculated thickness t of the tensioned jamb foot plate b pulling ，
Figure GDA0003717933240000082
And 7: determining the calculated thickness t of the footing base plate b ，
t b ＝max(t b pressure of ，t b pulling ，25mm)＝28.3mm；
And 8: calculating the calculated thickness t of the shear key under the action of shearing force s ，
Figure GDA0003717933240000083
For the above application example, if it is calculated according to the existing scheme, the thickness of the column sole plate is 34.7mm, and the effective calculation area of the anchor bolt is 158.4mm 2 The thickness of the shear key is 21.2mm, which is larger than the calculation result of the invention. It can be seen that the calculation method of the current design manual is too conservative, which causes the cost to be increased and is not economical.
The method introduces the assumed bending line to calculate the maximum bending moment of the column base bottom plate, calculates the bending stress of the column base bottom plate and the shear key based on the modulus of the plastic section, assumes that the basic reaction force is uniformly distributed, provides different calculation steps according to different eccentric states, provides the relation between the material of the foundation bolt and the anchoring depth and the edge distance, and can achieve the purposes of economic and reasonable calculation result and high reliability.
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 of an exposed steel column rigid connection column base comprises a steel column, a column base bottom plate, stiffening ribs 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, and the stiffening ribs are fixedly installed between two sides of the steel column and the column base bottom plate, and is characterized in that the calculation method of the column base bottom plate comprises the following steps:
if the steel column rigid connection column foot is in a small eccentric state, i.e. e is less than or equal to e r Calculated thickness t of the footing base plate b ＝max(t b pressure 25mm), wherein t b pressure For the calculated thickness of the compression side post footplate,
when the X is more than or equal to l,
Figure FDA0003717933230000011
when X is present<When the content is l, the content is,
Figure FDA0003717933230000012
if the steel column rigid connection column base is in a large eccentric state, i.e. e>e r And satisfy
Figure FDA0003717933230000013
Calculated thickness t of column shoe sole plate b ＝max(t b pressure ，t b pulling 25mm), wherein t b pressure For the calculated thickness of the compression side post footplate,
when the X is more than or equal to l,
Figure FDA0003717933230000014
when X is present<l, the content of the acid is measured,
Figure FDA0003717933230000015
t b pulling Is the calculated thickness of the tension side column foot plate,
Figure FDA0003717933230000016
wherein e is the axial force F of the steel column rigid connection column foot Shaft The eccentricity is calculated under the combined action of the bending moment M,
Figure FDA0003717933230000017
e r the critical eccentricity is L the cantilever length at the maximum bending moment caused by the foundation reaction force generated by the column base bottom plate under the load action of the lower end of the steel column, and L b Is the length of the column foot bottom plate, f b Designed value for column base plate strength, W b Is the width of the column foot bottom plate, X is the pressure-bearing width of the column foot bottom plate, f is the distance from the center of the column foot bottom plate to the center of the foundation bolt on the tension side, f c Designed value of axial compressive strength, T, of concrete foundation a pull In tension of the anchor bolts on the tension side, d ac The distance from the center of the flange of the steel column to the center of the anchor bolt on the tension side.
2. The method for calculating the exposed steel column rigid connection column base according to claim 1, wherein the method for calculating the pressure bearing width of the column base bottom plate comprises the following steps:
if the steel column rigid connection column foot is in a small eccentric state, X is equal to L b -2e；
If the steel column is rigidly connected with the column base in a large eccentric state,
Figure FDA0003717933230000021
3. the method for calculating the exposed steel column rigid connection column base according to claim 1, wherein the calculated area A of a single foundation bolt on the tension side a is drawn The calculating method comprises the following steps:
Figure FDA0003717933230000022
in the formula (f) a Designed value for the strength of the anchor bolt, n a pull The number of anchor bolts on the tension side.
4. The method for calculating the rigid connection column base of the exposed steel column according to claim 1 or 3, wherein the method for calculating the tension of the tension-side foundation bolt comprises the following steps: t is a pull ＝f c W b X-F Shaft 。
5. The method for calculating the exposed steel column rigid connection column base according to claim 1, wherein the method for calculating the critical eccentricity comprises the following steps:
Figure FDA0003717933230000023
6. the method as claimed in claim 1, wherein the calculation of the cantilever length at the maximum bending moment caused by the foundation reaction force generated by the column foot bottom plate under the load of the lower end of the steel column is performedThe method comprises the following steps:
Figure FDA0003717933230000024
l l and calculating the cantilever length of the bending line along the length direction according to the assumed bending line when the bending moment of the column base bottom plate is calculated under the load action of the lower end of the steel column, wherein H is the height of the steel column.
7. The method for calculating the exposed steel column rigid connection column base according to claim 1, wherein the material of the foundation bolt and the anchoring length l 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, l a ≥12d a 、d e ≥5d a ，
When the material of the foundation bolt is Q345, | a ≥17d a 、d e ≥7d a ，
In the formula (d) a Is the diameter of the anchor bolt.
8. The method as claimed in claim 1, wherein the steel column rigid connection 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 is smaller than the calculated thickness of the shear key under the action of horizontal shear force
Figure FDA0003717933230000025
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 the grouting material, f s Designed values for shear bond strength.
9. The method for calculating the exposed steel column rigid connection column base according to claim 8,
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 key, f ua The tensile strength of the anchor bolt.
CN202210270813.7A 2022-03-18 2022-03-18 Calculation method for exposed steel column rigid connection column base Active CN114547757B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202210270813.7A CN114547757B (en) 2022-03-18 2022-03-18 Calculation method for exposed steel column rigid connection column base

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202210270813.7A CN114547757B (en) 2022-03-18 2022-03-18 Calculation method for exposed steel column rigid connection column base

Publications (2)

Publication Number Publication Date
CN114547757A CN114547757A (en) 2022-05-27
CN114547757B true CN114547757B (en) 2022-08-26

Family

ID=81662791

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202210270813.7A Active CN114547757B (en) 2022-03-18 2022-03-18 Calculation method for exposed steel column rigid connection column base

Country Status (1)

Country Link
CN (1) CN114547757B (en)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103603433B (en) * 2013-11-08 2016-01-27 江苏科技大学 A kind of steel work suspension column is from the method for attachment of drawing linkage
CN105117577B (en) * 2015-07-13 2017-12-01 中国电力工程顾问集团中南电力设计院有限公司 Eight foundation bolt rigid tower seat board specification computational methods of electric power pylon
CN113111451B (en) * 2021-03-18 2022-06-14 中国电力工程顾问集团西南电力设计院有限公司 Strip type calculation method for foot plate type boot plate of power transmission tower

Also Published As

Publication number Publication date
CN114547757A (en) 2022-05-27

Similar Documents

Publication Publication Date Title
CN114547757B (en) Calculation method for exposed steel column rigid connection column base
CN114547758B (en) Calculation method for hinged column base of exposed steel column
Seifi et al. Panel connection details in existing New Zealand precast concrete buildings
CN106988200B (en) Longitudinal non-shearing resistance perforated steel plate anti-pulling connecting piece and construction method thereof
Bamaga et al. Feasibility of developing composite action between concrete and cold-formed steel beam
Mathison et al. Novel pin jointed moment connection for cold-formed steel trusses
CN112081305A (en) Self-resetting square concrete filled steel tube column base node with friction type anchoring device
CN105155868A (en) Method for pulling pillar through prestress using non-binding steel strands
Pitrakkos The tensile stiffness of a novel anchored blind-bolt component for moment-resisting connections to concrete-filled hollow sections
CN112609728A (en) Steel pipe concrete column base node
CN1987013A (en) Steel tube binding steel rib high strength concrete pole
CN112417552A (en) Design method of semi-rigid connection node of low-multi-layer assembled concrete beam column
CN111042148A (en) Method for fixing wedge-shaped steel falcon at assembled steel support loose end
JP3522415B2 (en) Steel tube column reinforcement structure
CN212223643U (en) Single-column pier tension-compression combined anti-overturning structure
CN208803704U (en) A kind of capping beam template structure
KR101352560B1 (en) Strength arch passage and its construction method
CN206873633U (en) A kind of prestressed bolt foot joint attachment structure
JP2011021433A (en) Cone-type failure portion-reinforcing structure, building with the same, and method for computing increment of failure strength
CN111424847A (en) Self-resetting connecting node of steel tube bundle combined shear wall and steel beam
CN212832411U (en) Rear-mounted lifting hook installation device
CN214169039U (en) Hollow uplift pile for subway
CN210827543U (en) Column foot structure of spoke type beam string structure roof
CN220100211U (en) Reinforced concrete column changes steel core concrete column node
CN213952661U (en) Assembled steel frame concrete floor integrated configuration

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant