CN202850266U - Steel pipe concrete combination shear wall - Google Patents
Steel pipe concrete combination shear wall Download PDFInfo
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- CN202850266U CN202850266U CN201220529514.2U CN201220529514U CN202850266U CN 202850266 U CN202850266 U CN 202850266U CN 201220529514 U CN201220529514 U CN 201220529514U CN 202850266 U CN202850266 U CN 202850266U
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Abstract
A steel pipe concrete combination shear wall comprises steel pipes, steel pipe inner concrete, steel pipe outer concrete, square stirrups, vertically-distributed reinforcing steel bars, horizontally-distributed reinforcing steel bars, tie bars and longitudinal reinforcing steel bars, wherein the steel pipes are evenly distributed along the section of the shear wall, the steel pipe inner concrete is poured inside the steel pipes, the steel pipe outer concrete is poured outside the steel pipes, and the square stirrups are arranged outside the steel pipes. The vertically-distributed reinforcing steel bars and the horizontally-distributed reinforcing steel bars are arranged on the front side and the rear side of each steel pipe, the tie bars are tied among the steel pipes, the vertically-distributed reinforcing steel bars and the horizontally-distributed reinforcing steel bars, the longitudinal reinforcing steel bars are arranged on the edges of two sides and are used for restraining positions of components. The steel pipes, the vertically-distributed reinforcing steel bars and the horizontally-distributed reinforcing steel bars form a double-layer distribution reinforcing mesh. The steel pipes are embedded into a normal reinforced concrete shear wall, the restraining action of the steel pipes is utilized for improving bearing capacity of concrete, further more, on the condition that designed axial force is the same, section sizes of the components are reduced, structural self-weight is lightened, the earthquake action is reduced, and more using areas are provided for buildings. By means of the high bearing capacity and high ductility of steel pipe concrete, earthquake-resistant properties like bending-resistance bearing force, shear-resistance bearing force and destroy ductility are improved.
Description
Technical field
The utility model relates to shear wall and work progress thereof, is specifically related to a kind of shear wall framed with CFST columns.
Background technology
In recent years, along with the development of sociometric technique, high-rise and super highrise building is used more and morely in the city.The continuous increase of building height is had higher requirement to the anti-seismic performance of structure.Reinforced concrete shear wall is the first line of defence of structural seismic as the vertical pressurized in the super highrise building and crucial lateral resistant member, and the anti-seismic performances such as its bearing capacity, ductility are most important to the seismic safety of structure.Especially in the situation that structure is higher, vertical load is larger, the Cross section Design of shear wall often is subjected to ratio of axial compressive force to axial compressive ultimate capacity of section control but not bearing capacity is controlled, for the needs that require that satisfy ratio of axial compressive force to axial compressive ultimate capacity of section enlarge wall thickness, and then cause that sectional dimension is large, deadweight increases, horizontal earthquake action and vertical load increase, and taken the building usable floor area, structural seismic, building have been arranged and financial cost generation adverse influence.
In order to address this problem, can adopt the high-strength concrete material, but high-strength concrete exists the shortcoming that ductility is relatively poor, technical requirements is high, cost is high, particularly ductility to be restricted than its application in the earthquake zone of official post.
And in shear wall, configure steel pipe, forming shear wall framed with CFST columns is an effective method, steel pipe and Combined concrete, have complementary advantages, can give full play to the feature performance benefit of bi-material, have again good ductility when improving bearing capacity, and then improve the anti-seismic performance of shear wall member.
In the existing shear wall framed with CFST columns, steel pipe is configured in the edge constraint member position of both sides, cross section mostly, and edge constraint member that like this can stiffener improves anti-bending bearing capacity and the ductility of shear wall.Yet, because the steel pipe position concentrates on the edge, and negligible amounts, can't produce enough contributions to the ratio of axial compressive force to axial compressive ultimate capacity of section problem.
In the existing shear wall framed with CFST columns, the evenly case of configuration steel pipe is also arranged at the middle part, cross section, it to the outer concrete constraint type of steel pipe is: the surface label weldering anti-shear ring muscle at steel pipe is provided with the steel mesh reinforcement that is comprised of many transverse reinforcements and Duo Gen longitudinal reinforcement in the both sides, front and back of steel pipe.The problem that this constraint type exists is: only depend on subsides weld-ring muscle and distribution reinforcement net to form complete, effective constraint to the outer concrete of steel pipe, under ultimate limit state, the situation that the outer concrete of pipe ftractures too early, destroys easily appears, and unfavorable to total bearing capacity and the ductility of member.
Summary of the invention
For solving above-mentioned problems of the prior art, the purpose of this utility model is to provide a kind of shear wall framed with CFST columns, can reduce sectional dimension and the deadweight of shear wall member under high axial compression ratio, improves simultaneously the anti-seismic performance of member.
For achieving the above object, the utility model adopts following technical scheme to be achieved:
A kind of shear wall framed with CFST columns, comprise along the equally distributed steel pipe 1 of shear wall cross section, be filled in the steel pipe inner concrete 2 in the steel pipe 1, be cast in the outer concrete 3 of steel pipe outside the steel pipe 1, be arranged on the square stirrup 6 outside the steel pipe 1, be arranged on the vertical distribution reinforcement 4 in both sides, steel pipe 1 front and back and horizontal distribution reinforcing bar 5, drawknot is at the steel tie 7 of 5 of steel pipe 1 and vertical distribution reinforcement 4 and horizontal distribution reinforcing bars and the longitudinal reinforcement that is arranged on confining part position, both sides of the edge, described steel pipe 1 forms double-deck distribution reinforcement net in the body of wall with vertical distribution reinforcement 4 and horizontal distribution reinforcing bar 5, the spacing that described steel pipe 1 arranges is 2～10 times of diameter of steel tube, the length of side of square stirrup 6 be in the body of wall double-deck distribution reinforcement net along the spacing of wall thickness direction, square stirrup 6 vertical spacings are 100～150mm, the distribute spacing of described vertical distribution reinforcement 4 and horizontal distribution reinforcing bar 5 is 100～300mm, and the distribute spacing of described steel tie 7 is 100～200mm.
Described steel pipe 1 adopts Q235, Q345, Q390 or Q420 level steel pipe.
Described steel pipe inner concrete 2 strength grades are the high-strength concrete of C50-C100.
The outer concrete of described steel pipe adopts regular tenacity concrete or high-strength concrete, and strength grade is C30-C50.
Described vertical distribution reinforcement 4, horizontal distribution reinforcing bar 5 and longitudinal reinforcement adopt HRB335 or HRB400 grade reinforcing steel.
Described square stirrup 6 and steel tie 7 adopt HRB335 or HPB300 grade reinforcing steel.
Steel pipe, reinforcing bar, concrete specific design parameter should be by calculative determination, and all designs all should meet the regulation of the design specificationss such as " seismic design provision in building code ", " technical specification for concrete structures of high-rise building ".
Be compared with existing technology, the utility model possesses following characteristics and advantage:
(1) adopt steel pipe and concrete combining structure, bi-material complements each other, and has complementary advantages, and the effect of contraction of steel pipe has improved concrete strength and ductility, and concrete support and protection have improved stability and the fireproof performance of steel pipe.The bi-material co-operation, the compound shear wall initial stiffness of formation is large, bearing capacity is high, ductility good, can avoid the bottom shear sliding rupture, has good anti-seismic performance, can satisfy the shockproof requirements of super-high building structure;
(2) utilize the effect of contraction of steel pipe to improve concrete bearing capacity, and then in the situation that the design axle power identical sectional dimension that reduces member reduces dead load, thereby reduce geological process, and provide more usable floor area for building;
(3) the shear wall end utilizes concrete filled steel tube as the part of edge member, bears pressure and moment of flexure, has improved the normal section bearing capacity of shear wall; Can be used as tensile reinforcement at the tension side steel pipe participates in stressed; Can share axle power and a part of shearing at cross section middle part steel pipe concrete, help to improve the shear Capacity of member;
(4) stirrup is set outside steel pipe, the steel pipe surrounding concrete is applied quadratic constraints, be aided with again double-deck distribution reinforcement net and steel tie, formed complete, effective, a multi-level constrained system, further improved the anti-seismic performance of concrete filled steel tube.
In a word, in the ordinary reinforced concrete shear wall, embed steel pipe, utilize the effect of contraction of steel pipe to improve concrete bearing capacity, and then in the situation that the identical sectional dimension that reduces member of design axle power, reduce dead load, thereby the reduction geological process, and provide more usable floor area for building.Simultaneously, utilize high-bearing capacity and the high ductility of concrete filled steel tube, can effectively improve the anti-seismic performance such as anti-bending bearing capacity, shear-carrying capacity, destruction ductility of shear wall member.
Description of drawings
Fig. 1 is the structural representation of the utility model shear wall framed with CFST columns.
Fig. 2 is A-A section enlarged diagram among Fig. 1.
Fig. 3 is B-B section enlarged diagram among Fig. 1.
The specific embodiment
Below in conjunction with the drawings and specific embodiments the utility model is described in further detail.
Such as Fig. 1, Fig. 2 and shown in Figure 3, a kind of shear wall framed with CFST columns of the utility model, comprise along the equally distributed steel pipe 1 of shear wall cross section, be filled in the steel pipe inner concrete 2 in the steel pipe 1, be cast in the outer concrete 3 of steel pipe outside the steel pipe 1, be arranged on the square stirrup 6 outside the steel pipe 1, be arranged on the vertical distribution reinforcement 4 in both sides, steel pipe 1 front and back and horizontal distribution reinforcing bar 5, drawknot is at the steel tie 7 of 5 of steel pipe 1 and vertical distribution reinforcement 4 and horizontal distribution reinforcing bars and the longitudinal reinforcement that is arranged on confining part position, both sides of the edge, described steel pipe 1 forms double-deck distribution reinforcement net in the body of wall with vertical distribution reinforcement 4 and horizontal distribution reinforcing bar 5, the spacing that described steel pipe 1 arranges is 2～10 times of diameter of steel tube, the length of side of square stirrup 6 be in the body of wall double-deck distribution reinforcement net along the spacing of wall thickness direction, square stirrup 6 vertical spacings are 100～150mm, the distribute spacing of described vertical distribution reinforcement 4 and horizontal distribution reinforcing bar 5 is 100～300mm, and the distribute spacing of described steel tie 7 is 100～200mm.
Preferred steel pipe 1 adopts Q235, Q345, Q390 or Q420 level steel pipe.
Preferred steel pipe inner concrete 2 strength grades are the high-strength concrete of C50-C100.
The outer concrete of preferred steel pipe adopts regular tenacity concrete or high-strength concrete, and strength grade is C30-C50.
Preferred vertical distribution reinforcement 4, horizontal distribution reinforcing bar 5 and longitudinal reinforcement adopt HRB335 or HRB400 grade reinforcing steel.
Preferred square stirrup 6 and steel tie 7 adopt HRB335 or HPB300 grade reinforcing steel.
The work progress of a kind of shear wall framed with CFST columns of the utility model comprises the steps:
Step 1: make steel pipe 1, vertical distribution reinforcement 4, horizontal distribution reinforcing bar 5, square stirrup 6, steel tie 7 and longitudinal reinforcement, processing shear wall component template;
Step 2: at steel pipe 1 interior filling steel pipe inner concrete 2;
Step 3: be evenly arranged steel pipe 1, accurately locate with the method for colligation, welding;
Step 4: at steel pipe 1 front and back both sides assembling reinforcement net, comprise vertical distribution reinforcement 4, horizontal distribution reinforcing bar 5, square stirrup 6, longitudinal reinforcement, with steel tie 7 drawknots, form whole between the steel mesh reinforcement of both sides;
Step 5: installation form, note reserving protective layer thickness;
Step 6: the outer concrete 3 of cast steel pipe, vibration compacting
Step 7: maintenance stripping to the concrete formation can obtain shear wall framed with CFST columns.
The design of the utility model shear wall framed with CFST columns should be observed the regulation of relevant design standard, carry out the correlation computations such as normal section press-bending bearing capacity, shear Capacity, and checking computations ratio of axial compressive force to axial compressive ultimate capacity of section, reinforcement ratio, joins the structure requirement such as hoop characteristic value.Wherein, should consider that steel pipe is to concrete effect of contraction during the reference axis pressure ratio; When calculating normal section bearing capacity, the pressurized steel pipe is taken an examination and is considered its effect of contraction, and the tension steel pipe can be used as tensile reinforcement and participates in calculating; When calculating shear Capacity, can count the shear contribution of steel pipe.
Claims (6)
1. shear wall framed with CFST columns, it is characterized in that: comprise along the equally distributed steel pipe of shear wall cross section (1), be filled in the steel pipe inner concrete (2) in the steel pipe (1), be cast in the outer concrete (3) of the outer steel pipe of steel pipe (1), be arranged on the outer square stirrup (6) of steel pipe (1), be arranged on steel pipe (1) the front and back vertical distribution reinforcements in both sides (4) and horizontal distribution reinforcing bar (5), drawknot between steel pipe (1) and vertical distribution reinforcement (4) and horizontal distribution reinforcing bar (5) steel tie (7) and the longitudinal reinforcement that is arranged on confining part position, both sides of the edge, described steel pipe (1) forms double-deck distribution reinforcement net in the body of wall with vertical distribution reinforcement (4) and horizontal distribution reinforcing bar (5), the spacing that described steel pipe (1) arranges is 2～10 times of diameter of steel tube, the length of side of square stirrup (6) be in the body of wall double-deck distribution reinforcement net along the spacing of wall thickness direction, the vertical spacing of square stirrup (6) is 100～150mm, the distribute spacing of described vertical distribution reinforcement (4) and horizontal distribution reinforcing bar (5) is 100～300mm, and the distribute spacing of described steel tie (7) is 100～200mm.
2. according to claim 1 described a kind of shear wall framed with CFST columns, it is characterized in that: described steel pipe (1) adopts Q235, Q345, Q390 or Q420 level steel pipe.
3. according to claim 1 described a kind of shear wall framed with CFST columns, it is characterized in that: described steel pipe inner concrete (2) strength grade is the high-strength concrete of C50-C100.
4. according to claim 1 described a kind of shear wall framed with CFST columns, it is characterized in that: the outer concrete of described steel pipe adopts regular tenacity concrete or high-strength concrete, and strength grade is C30-C50.
5. according to claim 1 described a kind of shear wall framed with CFST columns, it is characterized in that: described vertical distribution reinforcement (4), horizontal distribution reinforcing bar (5) and longitudinal reinforcement adopt HRB335 or HRB400 grade reinforcing steel.
6. according to claim 1 described a kind of shear wall framed with CFST columns, it is characterized in that: described square stirrup (6) and steel tie (7) adopt HRB335 or HPB300 grade reinforcing steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201220529514.2U CN202850266U (en) | 2012-10-16 | 2012-10-16 | Steel pipe concrete combination shear wall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201220529514.2U CN202850266U (en) | 2012-10-16 | 2012-10-16 | Steel pipe concrete combination shear wall |
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| CN202850266U true CN202850266U (en) | 2013-04-03 |
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| CN201220529514.2U Expired - Fee Related CN202850266U (en) | 2012-10-16 | 2012-10-16 | Steel pipe concrete combination shear wall |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102900169A (en) * | 2012-10-16 | 2013-01-30 | 清华大学 | Concrete-filled steel tube combined shear wall and construction process thereof |
| CN105064613A (en) * | 2015-09-06 | 2015-11-18 | 南京工业大学 | Built-in FRP locally restrained concrete combined member |
| CN107989231A (en) * | 2018-01-12 | 2018-05-04 | 新疆大学 | A kind of Prefabricated concrete-filled steel tube frame-shear wall and its construction method |
| CN112681568A (en) * | 2020-12-25 | 2021-04-20 | 重庆涛扬绿建科技有限公司 | Full-prefabricated steel tube concrete shear wall and building structure system |
| CN114370063A (en) * | 2020-10-14 | 2022-04-19 | 湖南嘉晟住建科技有限公司 | Steel bar supporting method |
-
2012
- 2012-10-16 CN CN201220529514.2U patent/CN202850266U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102900169A (en) * | 2012-10-16 | 2013-01-30 | 清华大学 | Concrete-filled steel tube combined shear wall and construction process thereof |
| CN105064613A (en) * | 2015-09-06 | 2015-11-18 | 南京工业大学 | Built-in FRP locally restrained concrete combined member |
| CN107989231A (en) * | 2018-01-12 | 2018-05-04 | 新疆大学 | A kind of Prefabricated concrete-filled steel tube frame-shear wall and its construction method |
| CN114370063A (en) * | 2020-10-14 | 2022-04-19 | 湖南嘉晟住建科技有限公司 | Steel bar supporting method |
| CN112681568A (en) * | 2020-12-25 | 2021-04-20 | 重庆涛扬绿建科技有限公司 | Full-prefabricated steel tube concrete shear wall and building structure system |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130403 Termination date: 20211016 |