CN-122021022-A - Method for calculating design bearing capacity of prestress ribbed angle steel assembly type frame node

Abstract

The invention discloses a method for calculating the design bearing capacity of a node of a prestress ribbed angle steel assembled frame, which comprises the following steps of 1, collecting basic parameters of the prestress ribbed angle steel assembled frame, 2, calculating bearing capacities M ay 、M py provided by ribbed angle steel and prestress steel strands according to stress balance of a beam section, 3, calculating the ultimate bearing capacity M c of the node of the prestress ribbed angle steel assembled frame, and 4, calculating the design bearing capacity M d of the node of the prestress ribbed angle steel assembled frame. The method has the advantages of simple calculation formula form, clear concept and high calculation precision, avoids complex iterative calculation, can conveniently calculate the design bearing capacity of the node based on the calculation method, and improves the design efficiency.

Inventors

• ZHANG CHEN
• CHEN MEIHONG
• XU XUNQIAN
• GE WENXUAN

Assignees

• 南通大学

Dates

Publication Date

20260512

Application Date

20260130

Claims (5)

1. 1. A calculation method for the design bearing capacity of a prestressed ribbed angle steel assembly type frame node is characterized by comprising the following steps: step 1, collecting basic parameters of a prestress ribbed angle steel assembly type frame Collecting the yield strength, the elastic modulus and the compressive strength of the steel in the prestress ribbed angle steel assembled frame, collecting the section size and the length of the beam, the column and the ribbed angle steel in the frame node, and collecting the specification, the number, the installation position and the applied effective prestress of the prestress steel stranded wires; Step 2, respectively calculating bearing capacity M ay 、M py provided by ribbed angle steel and prestressed steel strands according to the stress balance of the beam section; Step 3, calculating the ultimate bearing capacity M c of the prestressed ribbed angle steel assembly type frame joint; step 4, calculating the design bearing capacity M d of the prestressed ribbed angle steel assembly type frame joint: (I)。
2. 2. The method for calculating the design bearing capacity of the prestressed ribbed angle steel assembled frame node according to claim 1, wherein in the step 2, the bearing capacity M ay provided by the ribbed angle steel is calculated according to the following formula: (II) , In the formula, -Ribbed angle steel bearing capacity increase factor, single rib 2, double rib 3; -respectively designing bearing capacity for tension and compression of the rib-free angle steel; h. b-is the height and width of the beam section respectively; -the height of the beam-end concrete compression zone; c- -thickness of the beam end concrete protective layer; t a - -the thickness of the angle steel; -yield stress of the prestressed steel strand; A p - -area of prestressed steel strand; -parameters, which are referenced to concrete specifications, for taking values according to the concrete strength; concrete axial compressive strength.
3. 3. The method for calculating the design bearing capacity of the prestressed ribbed angle steel assembled frame joint according to claim 2, wherein in the step 2, ; V p - -is the angle steel plastic shear force, obtained by the following formula: , Wherein l g2 -is the distance from the lower edge of the angle steel vertical limb nut to the angle steel arc starting point; V 0 -is the pure shear resistance of angle steel; , In the middle of -The yield strength of the angle steel; -the cross-sectional area of the horizontal limb of the angle steel; The friction between the plates when the contact surface of the angle steel and the beam relatively slides.
4. 4. The method for calculating the design bearing capacity of the prestressed ribbed angle steel assembled frame node according to claim 3, wherein in the step 2, the bearing capacity M py provided by the prestressed steel strand is calculated according to the following formula: (III)。
5. 5. the method for calculating the design bearing capacity of the prestressed ribbed angle fabricated frame joint according to claim 4, wherein in the step 3, the ultimate bearing capacity M c of the prestressed ribbed angle fabricated frame joint is calculated according to the following formula: (IV)。

Description

Method for calculating design bearing capacity of prestress ribbed angle steel assembly type frame node Technical Field The invention belongs to the technical field of industrial and civil building structure engineering assembled buildings, and particularly relates to a method for calculating the design bearing capacity of a prestressed ribbed angle steel assembled frame node. Background The prestressed concrete frame structure stretched by adopting the post-tensioning method is an assembled building structure form which accords with the development direction of the building industry in China. The frame node has the characteristics of strong self-recovery capability and small residual deformation under earthquake load due to the unbonded prestress tensioning mode, and has the characteristics of high construction speed and suitability for industrial production due to the fact that concrete is not required to be poured in situ during construction. In order to compensate for the problem of insufficient energy consumption capacity, energy consumption devices are usually arranged at the nodes. The ribbed angle steel is an economic and effective energy consumption mode, and compared with a commercial damper with high price, the ribbed angle steel has the advantage of greatly reduced cost. In the design process of this type of structure, how to determine its design carrying capacity is an important research topic in this field. The current theoretical calculation method for the bearing capacity of the frame node of the type mostly assumes the height of the section compression region, derives according to repeated iterative calculation of the stress balance of the beam section, needs programming calculation by using a programming language, has great difficulty and no universality, and is not beneficial to engineering design staff. Disclosure of Invention Aiming at the defects that the existing calculation method needs programming for iterative calculation, the calculation process is complex and difficult to master, the invention provides the calculation method for the design bearing capacity of the node of the prestress ribbed angle steel assembly type frame, which has the advantages of simple calculation formula form, clear concept and high calculation precision, avoids complex iterative calculation, can conveniently calculate the design bearing capacity of the node based on the calculation method, and improves the design efficiency. The technical scheme adopted by the invention is that the method for calculating the design bearing capacity of the prestressed ribbed angle steel assembly type frame node comprises the following steps: step 1, collecting basic parameters of a prestress ribbed angle steel assembly type frame Collecting the yield strength, the elastic modulus and the compressive strength of the steel in the prestress ribbed angle steel assembled frame, collecting the section size and the length of the beam, the column and the ribbed angle steel in the frame node, and collecting the specification, the number, the installation position and the applied effective prestress of the prestress steel stranded wires; Step 2, respectively calculating bearing capacity M ay、Mpy provided by ribbed angle steel and prestressed steel strands according to the stress balance of the beam section; Step 3, calculating the ultimate bearing capacity M c of the prestressed ribbed angle steel assembly type frame joint; step 4, calculating the design bearing capacity M d of the prestressed ribbed angle steel assembly type frame joint: (I)。 Further, in the step 2, the bearing capacity M ay provided by the ribbed angle steel is calculated according to the following formula: (II) In the formula, -Ribbed angle steel bearing capacity increase factor, single rib 2, double rib 3; -respectively designing bearing capacity for tension and compression of the rib-free angle steel; h. b-is the height and width of the beam section respectively; -the height of the beam-end concrete compression zone; c- -thickness of the beam end concrete protective layer; t a - -the thickness of the angle steel; -yield stress of the prestressed steel strand; A p - -area of prestressed steel strand; -parameters, which are referenced to concrete specifications, for taking values according to the concrete strength; concrete axial compressive strength. Further, in the step 2, ; V p —is the angle steel plastic shear (yield load) and can be obtained by: Wherein l g2 -is the distance from the lower edge of the angle steel vertical limb nut to the angle steel arc starting point; V 0 -is the pure shear resistance of angle steel; In the middle of -The yield strength of the angle steel; -the cross-sectional area of the horizontal limb of the angle steel; The friction between the plates when the contact surface of the angle steel and the beam relatively slides. Further, in the step 2, the bearing capacity M py provided by the prestressed steel strand is calculated accord