CN211200708U - Cast-in-place district moves outward and exempts from integral node of formwork assembly - Google Patents
Cast-in-place district moves outward and exempts from integral node of formwork assembly Download PDFInfo
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- CN211200708U CN211200708U CN201921374999.0U CN201921374999U CN211200708U CN 211200708 U CN211200708 U CN 211200708U CN 201921374999 U CN201921374999 U CN 201921374999U CN 211200708 U CN211200708 U CN 211200708U
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Abstract
The utility model discloses a cast-in-place district moves outward and exempts from integral node of formwork assembly. The integral node comprises a prefabricated column component and a prefabricated beam component; the prefabricated column component is characterized in that a node area of the prefabricated column component is communicated up and down, overhanging horizontal longitudinal steel bars are arranged in the node area, a prefabricated groove is arranged at the end part of the prefabricated beam component, the prefabricated groove is surrounded by side plates and bottom plates on two sides of the beam, the horizontal longitudinal steel bars extending out of the beam end are arranged in the prefabricated groove, the prefabricated groove is a cast-in-place area, the prefabricated column component and the prefabricated beam component are assembled and connected by pouring concrete in the prefabricated groove, and the cast-in-place area is located outside the node area of the prefabricated column component. The utility model discloses a roof beam, post are prefabricated, and node district concrete is prefabricated, have guaranteed the quality of pouring of component and node concrete, and the roof beam can realize moving outward of beam-ends plasticity hinge with the longitudinal reinforcement in node district overlap joint and anchor outside the node district, is favorable to the strong and weak roof beam of post, strong shear weak bending, the realization of the aseismic design theory of the weak component of strong node.
Description
Technical Field
The utility model relates to a building technical field, in particular to cast-in-place district moves outward and exempts from integral node of formwork assembly.
Background
The precast concrete structure has excellent economic, environmental and social benefits and good structural performance as a structural form conforming to industrial production, and is widely applied to developed countries and regions in Europe, America, Japan and the like. The building industrialization level of China is relatively low, the prefabricated assembly technology is backward, and a prefabricated concrete structure system and the prefabricated assembly technology need to be innovated, so that deep research is carried out, and the application and development of the prefabricated concrete structure in China are promoted.
In the prior art, a precast concrete structure is mainly an assembled integral concrete structure which is formed by combining a precast member and cast-in-place concrete and simulates the stress performance of a cast-in-place structure. The common assembling characteristics of the assembling integral concrete frame structure are that the beam is prefabricated, the column can be prefabricated or cast in place, the column node area is cast in place, the external extending steel bars of the beam end are anchored or connected in the column node area, and the beam column member is connected through the concrete cast in place in the node area after being in place.
In order to improve the seismic performance of a reinforced concrete frame, the reinforced concrete frame is designed into a strong column, a weak beam and a rigid node so as to form an optimal energy consumption mechanism under the action of an earthquake, namely a beam hinge side-shifting mechanism, according to a common design method, beam plastic hinges always appear at beam ends tightly attached to a cylindrical surface, the bonding force of beam longitudinal ribs and concrete is gradually degraded along with the repeated action of the earthquake, the beam longitudinal ribs extend to a node area, even the anchoring fails to run through and slide, and finally the column or the node is damaged and the beam hinge side-shifting mechanism cannot be formed, so that the sliding of the beam longitudinal ribs in the node area becomes one of keys for improving the seismic performance of the frame, two methods for solving the problem are provided at present, one is to additionally arrange anchoring steel plates for reinforcing the beam longitudinal ribs to anchor, but the construction is troublesome and the stress performance is poor, and the other is to transfer the beam end plastic hinges to the middle part of the beam to a certain reasonable position, so that the beam longitudinal ribs can be prevented from yielding, therefore, the possibility that the longitudinal beam ribs slide in the node area is fundamentally avoided.
The integral concrete structure of assembly needs to set up the template and the node district reinforcing bar is more in the node district, and the concrete is difficult for vibrating closely knit, influences the quality of pouring of node district concrete, need set up the support simultaneously under the roof beam, has increased the dress and has joined in marriage concrete structure construction degree of difficulty and cost. Meanwhile, the plastic hinge transfer of the node beam end can be realized by moving the node cast-in-place area outwards, so that the rotation capacity and the shearing resistance of a node test piece in the plastic hinge area can be enhanced, the ductility and the energy consumption capacity of the node can be improved, and the design concept of a strong column, a weak beam and a strong node and a weak component can be realized.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that to prior art not enough, provide a reasonable in design, realize assembling the cast-in-place district of integral concrete node and move outward and exempt from the assembly methods of formwork.
The technical problem to be solved by the utility model is realized by the following technical scheme, the utility model relates to a cast-in-place area outward-moving formwork-free assembled integral node, which comprises a prefabricated column component and a prefabricated beam component; the prefabricated column component comprises a prefabricated column component and a prefabricated beam component, wherein a node area of the prefabricated column component is vertically communicated and is provided with an overhanging horizontal longitudinal steel bar, the end part of the prefabricated beam component is provided with a prefabricated groove, the prefabricated groove is surrounded by side plates and bottom plates on two sides of the beam, the prefabricated groove is internally provided with the horizontal longitudinal steel bar extending out of the beam end, a cast-in-place area is arranged in the prefabricated groove, the prefabricated column component and the prefabricated beam component are assembled and connected by pouring concrete in the prefabricated groove, and the cast-in-place area is positioned outside the node area of the prefabricated column component.
Furthermore, the diameter of the overhanging horizontal longitudinal steel bar of the precast beam component is smaller than that of the overhanging horizontal longitudinal steel bar of the node area of the precast column component; the width of the precast groove is larger than that of the precast beam component main body part, and the side plates and the precast beam component main body part are in stepped transition; the beam end plastic hinges are located in the stepped transition region.
Furthermore, in order to realize outward movement of the beam end plastic hinge and ensure that the beam end plastic hinge appears in the stepped transition region, the bending bearing capacity of the stepped transition region meets the following requirements:
in the formula MR1The bearing force of the beam end bearing is1Length of beam end groove section, L half of beam span, Δ MDThe difference value of the bending moment at the beam end support and the bending moment of the section of the tail part of the beam end groove shape caused by vertical load.
Furthermore, protective layers are arranged on the beam side and the beam bottom of the precast beam component, and the thicknesses of the side plates and the bottom plate of the precast groove are more than or equal to 2 times of the thicknesses of the beam side and the beam bottom protective layers; the length of the side plate of the prefabricated groove is 1 time of the section height of the prefabricated beam component.
Furthermore, the side plates and the bottom plate of the prefabricated groove are both provided with rough surfaces, and the depth of each rough surface is more than or equal to 4 mm; and bent longitudinal ribs are attached to the side plates of the prefabricated grooves.
Furthermore, the overhanging horizontal longitudinal steel bars of the node area of the prefabricated column component and the overhanging horizontal longitudinal steel bars of the prefabricated beam component are arranged in a staggered mode in the horizontal direction, the overhanging horizontal longitudinal steel bars of the node area of the prefabricated column component and the overhanging horizontal longitudinal steel bars of the prefabricated beam component are overlapped at the prefabricated groove and are respectively subjected to bending anchoring, and the anchoring length meets the requirement of the seismic anchoring length of the tensioned steel bars.
Furthermore, the prefabricated column component comprises beam-end stirrups, wherein the beam-end stirrups are placed on the overhanging horizontal longitudinal steel bars of the node area of the prefabricated column component and the overhanging horizontal longitudinal steel bars of the prefabricated beam component in advance.
Furthermore, still including the detachable steel corbel that is used for a supporting beam component, prefabricated column member's horizontal longitudinal reinforcement below is equipped with the bolt hole, wear to be equipped with high strength friction type bolt in the bolt hole, the steel corbel passes through stretch-draw high strength friction type bolt fastening.
Furthermore, the vertical force acting on the steel bracket does not exceed the anti-sliding force between the prefabricated column component and the steel bracket, and the anti-sliding force is the static friction force generated by pretensioning of the high-strength bolt, namely R is less than or equal to V1u＝nμaP, wherein R is a vertical force acting on the angle steel in the construction stage; n is the number of bolts on the bottom angle steel; mu a is the friction coefficient between the vertical limb of the angle steel and the column; p is the design pretension in a single bolt.
The utility model discloses a cast-in-place district moves outward and exempts from integral node of formwork assembly, realizes following effect: the utility model discloses a roof beam, post are prefabricated, and node district concrete is prefabricated, have guaranteed the quality of pouring of component and node concrete, and the roof beam is favorable to realizing moving outward of beam-ends plasticity hinge with the longitudinal reinforcement in node district overlap joint and anchor outside the node district, is favorable to the realization of the antidetonation design theory of strong and weak post, strong and weak component.
Drawings
FIG. 1 is a schematic view of the column structure of the present invention;
FIG. 2 is a side view of FIG. 1;
fig. 3 is a schematic view of the beam structure of the present invention;
FIG. 4 is a side view of FIG. 3;
FIG. 5 is a completed node after assembly.
Detailed Description
The embodiments of the present invention will be further described with reference to the accompanying drawings so as to facilitate the further understanding of the present invention by those skilled in the art, and do not limit the right thereto.
Referring to fig. 1-5, a cast-in-place area outward-moving formwork-free assembled integral node comprises a prefabricated column component 1, a prefabricated beam component 2 and a steel corbel 4, wherein the steel corbel 4 is reliably connected with the prefabricated column component 1 through a high-strength friction type bolt 5 penetrating through the column component, the node area of the prefabricated column component 1 is communicated up and down, and an outward-extending horizontal longitudinal stress reinforcing steel bar 6 and an outward-extending beam side waist rib 12 are arranged in the node area, a prefabricated groove 3 is arranged at the end part of the prefabricated beam component 2, the prefabricated groove 3 is enclosed by reinforced concrete side plates and a bottom plate 9 at two sides of the beam, the precast groove 3 and the main part of the precast beam component 2 are in step transition (step 10), therefore, the concrete side plates are in a step shape, the thicknesses of the side plates and the bottom plate are more than or equal to 2 times of the thicknesses of the beam side and the beam bottom protective layer, the length of the groove at the beam end is 1 time of the height of the beam section, and the concrete side plates at the groove-shaped part are additionally provided with the bending type longitudinal ribs 11. The side plates and the bottom plate of the prefabricated groove 3 are provided with rough surfaces, the depth of the rough surfaces is larger than or equal to 4mm, the bonding performance of the prefabricated concrete and post-cast concrete is enhanced, the prefabricated beam extending horizontal longitudinal stress reinforcing steel bars 7 are arranged in the prefabricated groove 3, beam end stirrups 8 are placed on the column extending horizontal longitudinal stress reinforcing steel bars 6 and the beam extending horizontal longitudinal stress reinforcing steel bars 7, and the beam end stirrups are placed on the node area horizontal longitudinal stress reinforcing steel bars 6 and the prefabricated beam extending horizontal longitudinal reinforcing steel bars 7 in advance. The overhanging horizontal longitudinal stress steel bars 6 in the node area and the overhanging horizontal longitudinal stress steel bars 7 in the beam are arranged in a staggered mode in the horizontal direction, the overhanging horizontal longitudinal stress steel bars in the node area and the overhanging horizontal longitudinal stress steel bars in the beam end are overlapped at the groove part of the beam end and are respectively subjected to bending anchoring, and the anchoring length meets the requirement of the seismic anchoring length of the tension steel bars. And the outrigger side waist rib 12 in the node area and the outrigger side waist rib 13 of the precast beam are connected in a lap joint manner.
The thicknesses of the side plates and the bottom plate are not less than twice of the thicknesses of the protective layers of the beam sides and the beam bottoms, the horizontal longitudinal stress reinforcing steel bars extending out of the beam ends are arranged in the grooves, the diameters of the horizontal longitudinal stress reinforcing steel bars are smaller than the diameters of the horizontal longitudinal stress reinforcing steel bars extending out of the node areas, in order to realize outward movement of the beam end plastic hinge areas and plastic hinge at the designated positions of the beam ends, the bending bearing capacity of the sections of the beam end groove-shaped and rectangular section transition areas (the beam end groove-shaped tail parts) meets the following formula,
in the formula MR1The bearing force of the beam end bearing is1Length of beam end groove section, L half of beam span, Δ MDBeam ends due to vertical loadingThe difference between the bending moment at the support and the bending moment of the section of the tail part of the beam end groove shape.
In order to avoid the collision of the node area and the overhanging horizontal longitudinal stress reinforcing steel bar of the beam, the node area and the overhanging horizontal longitudinal stress reinforcing steel bar of the beam are arranged in a staggered manner in the horizontal direction, the beam end stirrups are placed on the node area and the overhanging horizontal longitudinal reinforcing steel bar of the beam in advance, and in order to realize the design purpose of strong shearing and weak bending of the beam end, the shearing bearing capacity of the beam end support section and the beam end groove-shaped tail section can meet the following formula:
in the formula VR1The cross section of the beam end support bears shear bearing force VR2The section of the tail part of the beam end with a groove shape is subjected to shear bearing capacity, and g and q are respectively constant load and live load design values acting on a beam span.
Detachable steel bracket is through the prefabricated post of stretch-draw reservation bolt hole of stretch-draw wear high strength friction type bolt fastening, and the anti slippage ability between angle steel and the post needs to be considered in the construction stage, for guaranteeing the accurate installation of prestressing tendons and bolt, the construction stage precast beam can not produce and slide, and the vertical force that acts on the steel bracket does not exceed the anti slippage power between post and the steel bracket promptly, and the static friction that the anti slippage power prestretches the production for high strength bolt, and R is more than or equal to V promptly1u＝nμaAnd P. R is a vertical force acting on the angle steel in the construction stage and is calculated according to the simply supported beam model; n is the number of bolts on the bottom angle steel; mu.saThe friction coefficient between the vertical limb and the column of the angle steel is defined by reference to ACI-318: the friction coefficient between the concrete and the anchoring steel plate is 0.7, and the mu is conservatively taken in consideration of the dynamic load during constructiona0.33; p is the design pretension in a single bolt.
The bending anchoring length of the horizontal longitudinal steel bars extending outwards from the node area and the beam end meets the requirement of the seismic anchoring length of the tensioned steel bars, and the groove-shaped length is 1 time of the height of the beam section. The long length of the groove shape leads to large operation amount of cast-in-place concrete, and the short groove shape leads to the anchoring length of the horizontal longitudinal stress reinforcing steel bar extending outwards from the node area and the beam end not to meet the requirement easily, and is easy to generate large main pressure stress under the action of earthquake.
The steel bracket has enough rigidity, does not generate obvious deformation under the action of vertical load of a beam end, and the end part of the steel bracket deforms
l0For the overhanging length of the steel corbel, the beam end groove should meet the requirements of the bearing capacity of bending and shearing in the construction stage. The concrete curing strength can meet the requirements of the shearing resistance and bending resistance of the beam end under the action of self weight and construction load according to the calculation of the integral structure, and the steel corbel can be detached.
The invention relates to a construction method of a cast-in-place region outward-moving formwork-free assembled integral node, which comprises the following steps:
(1) the prefabricated column 1, the prefabricated beam 2 and the steel bracket 4 are prefabricated in a prefabricated part factory respectively, and reserved holes of high-strength friction type bolts 5 are reserved at corresponding positions on the prefabricated column 1 and the steel bracket 4;
(2) hoisting the prefabricated column component 1 in place, installing the steel corbel 4 in place through the high-strength friction type bolt 5, placing the prefabricated beam 2 in place, and supporting the groove part 3 of the prefabricated beam 2 on the steel corbel 4; the horizontal longitudinal steel bars 7 of the precast beam 2 are lapped with the horizontal longitudinal steel bars 6 of the precast column 1, and beam-end stirrups 8 are arranged according to the beam-end encryption area stirrup spacing requirement;
(3) the prefabricated groove 3 is used as a construction template, concrete is poured in the prefabricated groove 3, and after the strength of the concrete reaches the design strength, the prefabricated column 1 and the prefabricated beam component 2 are assembled and connected;
(4) and (4) dismantling the steel bracket 4, wherein the steel bracket 4 can be recycled.
Claims (9)
1. The utility model provides a cast-in-place district moves outward and exempts from integral node of formwork assembly which characterized in that: the prefabricated beam comprises prefabricated column components and prefabricated beam components; the prefabricated column component comprises a prefabricated column component and a prefabricated beam component, wherein a node area of the prefabricated column component is vertically communicated and is provided with an overhanging horizontal longitudinal steel bar, the end part of the prefabricated beam component is provided with a prefabricated groove, the prefabricated groove is surrounded by side plates and bottom plates on two sides of the beam, the prefabricated groove is internally provided with the horizontal longitudinal steel bar extending out of the beam end, a cast-in-place area is arranged in the prefabricated groove, the prefabricated column component and the prefabricated beam component are assembled and connected by pouring concrete in the prefabricated groove, and the cast-in-place area is positioned outside the node area of the prefabricated column component.
2. The cast-in-place area outward-moving formwork-free assembled integral type node according to claim 1, characterized in that: the diameter of the overhanging horizontal longitudinal steel bar of the precast beam component is smaller than that of the overhanging horizontal longitudinal steel bar of the node area of the precast column component; the width of the precast groove is larger than that of the precast beam component main body part, and the side plates and the precast beam component main body part are in stepped transition; the beam end plastic hinges are located in the stepped transition region.
3. The cast-in-place area outward-moving formwork-free assembled integral type node according to claim 2, characterized in that: the flexural bearing capacity of the stepped transition region meets the following requirements:
in the formula MR1The bearing force of the beam end bearing is1Length of beam end groove section, L half of beam span, Δ MDThe difference value of the bending moment at the beam end support and the bending moment of the section of the tail part of the beam end groove shape caused by vertical load.
4. The cast-in-place area outward-moving formwork-free assembled integral type node according to claim 1, characterized in that: protective layers are arranged on the beam side and the beam bottom of the precast beam component, and the thicknesses of the side plates and the bottom plate of the precast groove are more than or equal to 2 times of the thicknesses of the protective layers on the beam side and the beam bottom; the length of the side plate of the prefabricated groove is 1 time of the section height of the prefabricated beam component.
5. The cast-in-place area outward-moving formwork-free assembled integral type node according to claim 1, characterized in that: the side plates and the bottom plate of the prefabricated groove are both provided with rough surfaces, and the depth of each rough surface is more than or equal to 4 mm; and bent longitudinal ribs are attached to the side plates of the prefabricated grooves.
6. The cast-in-place area outward-moving formwork-free assembled integral type node according to claim 1, characterized in that: the overhanging horizontal longitudinal steel bars of the node area of the prefabricated column component and the overhanging horizontal longitudinal steel bars of the prefabricated beam component are arranged in a staggered manner in the horizontal direction, the overhanging horizontal longitudinal steel bars of the node area of the prefabricated column component and the overhanging horizontal longitudinal steel bars of the prefabricated beam component are overlapped at the prefabricated groove and respectively subjected to bending anchoring, and the anchoring length meets the requirement of the seismic anchoring length of the tension steel bars.
7. The cast-in-place area outward-moving formwork-free assembled integral type node according to claim 1, characterized in that: the prefabricated column component comprises a prefabricated column component and prefabricated beam components, and is characterized by further comprising beam end stirrups which are placed on the overhanging horizontal longitudinal steel bars of the node area of the prefabricated column component and the overhanging horizontal longitudinal steel bars of the prefabricated beam components in advance.
8. The cast-in-place area outward-moving formwork-free assembled integral type node according to claim 1, characterized in that: still including the detachable steel corbel that is used for a supporting beam member, the horizontal longitudinal reinforcement below of prefabricated post component is equipped with the bolt hole, wear to be equipped with high strength friction type bolt in the bolt hole, the steel corbel passes through the stretch-draw friction type bolt fastening that excels in.
9. The cast-in-place area outward-moving formwork-free assembled integral type node according to claim 8, characterized in that: the vertical force acting on the steel bracket does not exceed the anti-sliding force between the prefabricated column component and the steel bracket, the anti-sliding force is the static friction force generated by pretensioning of the high-strength bolt, namely R is not more than V1u＝nμaP, wherein R is a vertical force acting on the angle steel in the construction stage; n is the number of bolts on the bottom angle steel; mu.saThe friction coefficient between the vertical limb of the angle steel and the column is shown; p is the design pretension in a single bolt.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921374999.0U CN211200708U (en) | 2019-08-22 | 2019-08-22 | Cast-in-place district moves outward and exempts from integral node of formwork assembly |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921374999.0U CN211200708U (en) | 2019-08-22 | 2019-08-22 | Cast-in-place district moves outward and exempts from integral node of formwork assembly |
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| CN211200708U true CN211200708U (en) | 2020-08-07 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112554336A (en) * | 2020-12-03 | 2021-03-26 | 太原理工大学 | Take BRB installation to bury assembled frame beam column rigid node of piece |
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- 2019-08-22 CN CN201921374999.0U patent/CN211200708U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112554336A (en) * | 2020-12-03 | 2021-03-26 | 太原理工大学 | Take BRB installation to bury assembled frame beam column rigid node of piece |
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