CN218346490U - Horizontal shaped steel concrete combination shear wall structure - Google Patents
Horizontal shaped steel concrete combination shear wall structure Download PDFInfo
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Abstract
A transverse steel concrete combined shear wall structure comprises an upper reinforced concrete floor slab, a lower reinforced concrete floor slab, a reinforced concrete shear wall and I-shaped steel beams, wherein the reinforced concrete shear wall is vertically arranged along the left and right directions, the left and right sides of the reinforced concrete shear wall are both cast with constraint/construction edge embedded columns, the bottom of the reinforced concrete shear wall is cast and fixed on the lower reinforced concrete floor slab, the I-shaped steel beams are horizontally arranged along the left and right directions and are cast and fixed at the top of the reinforced concrete shear wall, and the I-shaped steel beams are cast and fixedly connected with the upper reinforced concrete floor slab. The utility model discloses an upper portion reinforced concrete floor and reinforced concrete shear force wall are connected to I shaped steel roof beam, can improve wall structure's deformability, can effectively improve earthquake-resistant performance, security performance, the restoration performance after shaking of housing construction, public building etc. sexual valence relative altitude, construction convenience, with low costs has obvious economic nature.
Description
Technical Field
The utility model relates to a construction technical field, specific theory relates to a horizontal shaped steel concrete composite shear wall structure.
Background
JGJ3-2002 suggests that the design concept should be emphasized in the design of a high-rise building structure, a structure system with good earthquake resistance and wind resistance and economic and reasonable performance is preferred, and a construction measure is enhanced. The general specification of composite structures GB55004-2021 suggests that the composite structures or the structures which have simple structures and convenient construction and meet the industrialized requirements should be preferably selected during the design. The earthquake action has great influence on buildings, the shear wall is taken as a bearing component and generally bears the shear action of the earthquake, the joint of the existing floor slab and the wall body is a traditional reinforced concrete node, the earthquake resistance and the deformation capability are poor, the wall body is easy to deform and damage under the earthquake action, the wall body is difficult to recover quickly after the earthquake, the economic loss is serious, the construction cost is high, the construction is complex, and the construction period is long.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a horizontal shaped steel concrete composite shear wall structure, the utility model discloses a reinforced concrete floor and reinforced concrete shear wall in upper portion are connected to the I shape girder steel can improve wall structure's deformability, can effectively improve seismic performance, security performance, the restoration performance after shaking of housing construction, public building etc. sexual valence relative altitude, construction convenience, and is with low costs, has obvious economic nature.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
a transverse steel concrete combined shear wall structure comprises an upper reinforced concrete floor slab, a lower reinforced concrete floor slab, a reinforced concrete shear wall and an I-shaped steel beam, wherein the reinforced concrete shear wall is vertically arranged along the left and right directions, the left and right sides of the reinforced concrete shear wall are both poured with constraint/construction edge hidden columns, the bottom of the reinforced concrete shear wall is poured and fixed on the lower reinforced concrete floor slab, the I-shaped steel beam is horizontally arranged along the left and right directions and is poured and fixed at the top of the reinforced concrete shear wall, and the I-shaped steel beam is poured and fixedly connected with the upper reinforced concrete floor slab.
The length of the restraint/construction edge hidden column is more than or equal to 400mm, a reinforcement cage is poured in the restraint/construction edge hidden column and comprises a plurality of longitudinal reinforcements and a plurality of stirrups, the longitudinal reinforcements are arranged in a rectangular array, and the stirrups are horizontally arranged and are hooped on the longitudinal reinforcements at intervals up and down and are fixedly connected with the longitudinal reinforcements in a binding mode.
The diameter of a longitudinal steel bar of the restraint/construction edge hidden column is 20mm, the longitudinal steel bar is made of HRB400, the stirrups are double-limb hoops, the diameter of each stirrup is 6mm, the vertical distance between every two adjacent stirrups is 150mm, and the stirrups are made of HRB 335.
The shear wall reinforcing steel bar net rack is poured in the reinforced concrete shear wall and comprises two rows of reinforcing steel bar nets at intervals, each reinforcing steel bar net is formed by binding a plurality of horizontal distribution bars arranged at intervals from top to bottom and a plurality of vertical distribution bars arranged at intervals from left to right, a plurality of tie bars are fixedly connected between the two rows of reinforcing steel bar nets, each tie bar is arranged according to a rectangular array, two ends of each horizontal distribution bar are respectively anchored in the constraint/structure edge hidden columns on two sides, two ends of each horizontal distribution bar are respectively provided with a bent hook, each bent hook on the left side is anchored in the constraint/structure edge hidden column on the left side, each bent hook on the right side is anchored in the constraint/structure edge hidden column on the right side, and two ends of each vertical distribution bar are respectively provided with a 90-degree bending section.
The diameter of the horizontal distribution rib is 8mm, the distance between two adjacent horizontal distribution ribs is 150mm, the horizontal distribution rib is made of HRB335, the diameter of the vertical distribution rib is 10mm, the distance between two adjacent vertical distribution ribs is 200mm, the vertical distribution rib is made of HRB400, the diameter of the lacing wire is 6mm, the distance between two adjacent lacing wires is 200mm, the distance between two adjacent lacing wires is 150mm, the lacing wire is made of HPB300, the length of the hook is larger than or equal to 80mm, and the bending angle theta of the hook is larger than 135 degrees.
Both sides all are provided with the horizontal stiffening rib steel sheet of interval about a plurality of around the web of I shaped steel roof beam, each horizontal stiffening rib steel sheet all passes through fillet weld and the web of I shaped steel roof beam, upside edge of a wing and downside edge of a wing welded connection, the preceding side of each horizontal stiffening rib steel sheet of front side flushes along the preceding side of the edge of a wing of I shaped steel roof beam with the I shaped steel roof beam, the back side of each horizontal stiffening rib steel sheet of rear side flushes along the back side of the edge of a wing of I shaped steel roof beam, the interval of two adjacent horizontal stiffening rib steel sheets is d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 The height of a web plate of the I-shaped steel beam, the upper surface of an upper side flange of the I-shaped steel beam andtwo rows of front and rear shear-resistant studs are welded on the lower surface of the lower flange, each row of shear-resistant studs comprises a plurality of shear-resistant studs arranged at left and right intervals, each shear-resistant stud on the lower side is cast and anchored at the top of the reinforced concrete shear wall, each shear-resistant stud on the upper side is anchored in the upper reinforced concrete floor slab, and the length of each shear-resistant stud is more than or equal to 4d 2 The distance between two adjacent shear-resistant studs is more than or equal to 6d 2 And is less than or equal to 200mm 2 The distance between the center of the shear-resistant stud and the adjacent side edge of the flange of the I-shaped steel beam is more than or equal to 50mm, which is the diameter of the shear-resistant stud.
The lower reinforced concrete floor, the restraint/construction edge embedded column, the reinforced concrete shear wall and the upper reinforced concrete floor are all formed by pouring C30 concrete.
By adopting the technical scheme, the construction method of the transverse section steel concrete combined shear wall structure comprises the following specific construction steps:
(1) Pouring the lower reinforced concrete floor slab in situ according to a conventional formwork supporting method;
(2) Binding and restraining/constructing reinforcement cages with hidden columns at the edges at the two sides of the reinforced concrete shear wall;
(3) Binding a shear wall reinforcing steel bar net rack;
(4) Manufacturing an I-shaped steel beam;
(5) Pouring the restrained/constructed edge embedded columns and the reinforced concrete shear wall, and pouring and fixing the I-shaped steel beams on the top of the reinforced concrete shear wall;
(6) Casting an upper reinforced concrete floor in situ according to a conventional formwork erecting method, and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor in a casting manner;
(7) And after the concrete is completely hardened, removing the template, and paving alkali-resistant fiber cloth on the surface of the reinforced concrete shear wall.
The step (5) is specifically as follows: the method comprises the steps of supporting and protecting templates around a reinforcement cage and a reinforcement net rack of a shear wall, wherein the templates adopt large steel molds, pouring the lower parts of a reinforced concrete shear wall and a constraint/construction edge embedded column at first, pouring the reinforced concrete shear wall and the constraint/construction edge embedded column to a certain height and lower than the top of the large steel molds, reserving the space depth of the length of a shear-resistant stud at the upper part in the large steel molds, supporting an I-shaped steel beam at the top of the large steel molds after curing the lower parts of the reinforced concrete shear wall and the constraint/construction edge embedded column for 1-2 days, then opening holes in the lower side flanges at the left end and the right end of the I-shaped steel beam, pouring slurry to the inner space of the templates through the openings at one end of the lower side flanges of the I-shaped steel beam, and regarding that the pouring is finished if the slurry emerges outside at the openings at the other end of the lower side flanges of the I-shaped steel beam, so that the shear-resistant studs at the lower side are anchored at the top of the reinforced concrete shear wall steel beam, and further pouring and fixing the top of the I-shaped concrete shear wall.
The step (6) is specifically as follows: and (3) casting the upper reinforced concrete floor in situ according to a conventional formwork erecting method, anchoring each shear-resistant stud on the upper side in the upper reinforced concrete floor, and further casting and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor.
Compared with the prior art, the utility model has the substantive characteristics and the progress, specifically speaking, the utility model has the advantages of it is following:
the utility model discloses a I-shaped steel beam is connected upper portion reinforced concrete floor and reinforced concrete shear force wall, have stronger antidetonation toughness and deformability, because when the earthquake acted on, shaped steel node has good antidetonation toughness than traditional reinforced concrete node, the anti-seismic performance reinforcing, the I-shaped steel beam deformation can absorb the energy that produces when the earthquake took place fast, reduced the adverse effect and the destruction of earthquake action to the wall body greatly, improve the ductility of structure, because I-shaped steel beam flange department welds the shear bolt nail, the shear bolt nail not only can improve the interlock effect of I-shaped steel beam and concrete, but also can improve the shear resistance ability of whole component;
secondly, a plurality of transverse stiffening rib steel plates which are spaced left and right are arranged on the front side and the rear side of the web plate of the I-shaped steel beam, so that the stability of the I-shaped steel beam can be ensured; the I-shaped steel beam has the advantage of quick recovery after earthquake, can quickly restore after the earthquake, can be additionally provided with a steel plate for quick reinforcement and restoration after the earthquake, and accords with the design idea of multiple earthquake-proof defense lines and the design idea of earthquake-proof toughness;
the utility model can reduce the consumption of the steel bars and the concrete, simultaneously reduce the weight of the structure, improve the performance of the wall body, facilitate the construction, shorten the construction period, improve the social and economic benefits and embody good economy;
the utility model is suitable for industrial buildings, civil buildings and high-rise buildings in earthquake-proof areas; the application range is wide, the cost performance is high, the safety performance is guaranteed, and the post-earthquake restoration capability is strong.
The utility model discloses an upper portion reinforced concrete floor and reinforced concrete shear force wall are connected to I shaped steel roof beam, can improve wall structure's deformability, can effectively improve seismic performance, security performance, the restoration performance after shaking of housing construction, public building etc. sexual valence relative altitude, construction convenience, with low costs has obvious economic nature.
Drawings
Fig. 1 is a schematic structural view of the transverse steel reinforced concrete composite shear wall of the present invention.
Fig. 2 is a top view of a reinforced concrete shear wall and a restraining/construction edge blind stud connection of the present invention.
Fig. 3 is a schematic structural view of the i-shaped steel beam of the present invention.
Fig. 4 is a schematic diagram of laying alkali-resistant fiber cloth after the reinforced concrete shear wall is poured.
Fig. 5 is an axial view of the reinforced concrete shear wall of the present invention.
Detailed Description
The embodiments of the present invention will be further explained with reference to the drawings.
As shown in fig. 1 to 5, a transverse steel concrete combined shear wall structure comprises an upper reinforced concrete floor slab 5, a lower reinforced concrete floor slab 1, a reinforced concrete shear wall 4 and an i-shaped steel beam 3, wherein the reinforced concrete shear wall 4 is vertically arranged along the left-right direction, the left side and the right side of the reinforced concrete shear wall 4 are both cast with a constraint/construction edge embedded column 2, the bottom of the reinforced concrete shear wall 4 is cast and fixed on the lower reinforced concrete floor slab 1, the i-shaped steel beam 3 is horizontally arranged along the left-right direction and cast and fixed on the top of the reinforced concrete shear wall 4, and the i-shaped steel beam 3 is cast and fixedly connected with the upper reinforced concrete floor slab 5.
The length of the restraint/construction edge hidden column 2 is larger than or equal to 400mm, the reinforcement cage comprises six longitudinal reinforcements 7 and a plurality of stirrups 8, the six longitudinal reinforcements 7 are arranged in a rectangular array, and the stirrups 8 are horizontally arranged, are hooped on the six longitudinal reinforcements 7 at intervals up and down and are fixedly connected with the six longitudinal reinforcements 7 in a binding mode.
The diameter of a longitudinal steel bar 7 of the restraint/construction edge hidden column 2 is 20mm, the longitudinal steel bar 7 is made of HRB400, the stirrups 8 are double-limb hoops, the diameter of each stirrup 8 is 6mm, the vertical distance between every two adjacent stirrups 8 is 150mm, and the stirrups 8 are made of HRB 335.
A shear wall reinforcing steel bar net rack is poured in a reinforced concrete shear wall 4, the shear wall reinforcing steel bar net rack comprises two rows of reinforcing steel bar nets which are arranged at intervals front and back, each reinforcing steel bar net is formed by binding a plurality of horizontal distribution bars 9 which are arranged at intervals up and down and a plurality of vertical distribution bars 10 which are arranged at intervals left and right, a plurality of tie bars 11 are fixedly connected between the two rows of reinforcing steel bar nets, each tie bar 11 is arranged according to a rectangular array, two ends of each horizontal distribution bar 9 are respectively anchored in the constraint/construction edge embedded columns 2 at two sides, two ends of each horizontal distribution bar 9 are respectively provided with a bent hook 12, each bent hook 12 at the left side is anchored in the constraint/construction edge embedded column 2 at the left side, each bent hook 12 at the right side is anchored in the constraint/construction edge embedded column 2 at the right side, and two ends of each vertical distribution bar 10 are respectively provided with 90-degree bending sections.
The diameter of the horizontal distribution rib 9 is 8mm, the distance between two adjacent horizontal distribution ribs 9 is 150mm, the horizontal distribution rib 9 is made of HRB335, the diameter of the vertical distribution rib 10 is 10mm, the distance between two adjacent vertical distribution ribs 10 is 200mm, the vertical distribution rib 10 is made of HRB400, the diameter of the lacing wire 11 is 6mm, the distance between two adjacent lacing wires 11 is 200mm, the distance between two adjacent lacing wires 11 is 150mm, the lacing wire 11 is made of HPB300, the length of the hook 12 is more than or equal to 80mm, and the bending angle theta of the hook 12 is more than 135 degrees.
Both sides all are provided with about a plurality of spaced horizontal stiffening rib steel sheet 13 around the web of I-shaped steel beam 3, each horizontal stiffening rib steel sheet 13 all passes through fillet weld and the web of I-shaped steel beam 3, upside edge of a wing and downside edge of a wing welded connection, the preceding side of each horizontal stiffening rib steel sheet 13 of front side flushes along with the preceding side of the edge of a wing of I-shaped steel beam 3, the back side of each horizontal stiffening rib steel sheet 13 of rear side flushes along with the edge of a wing back side of I-shaped steel beam 3, the interval of two adjacent horizontal stiffening rib steel sheets 13 is d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 For the web height of the I-shaped steel beam 3, two rows of front and rear shear-resistant studs 14 are welded on the upper surface of the upper flange and the lower surface of the lower flange of the I-shaped steel beam 3, each row of shear-resistant studs 14 comprises a plurality of shear-resistant studs 14 arranged at intervals left and right, each shear-resistant stud 14 on the lower side is cast and anchored on the top of the reinforced concrete shear wall 4, each shear-resistant stud 14 on the upper side is anchored in the upper reinforced concrete floor 5, and the length of each shear-resistant stud 14 is more than or equal to 4d 2 The distance between two adjacent shear-resistant studs 14 is more than or equal to 6d 2 And is less than or equal to 200mm 2 The distance between the center of the shear-resistant stud 14 and the adjacent side edge of the flange of the I-shaped steel beam 3 is more than or equal to 50mm, which is the diameter of the shear-resistant stud 14.
The lower reinforced concrete floor 1, the restraint/construction edge embedded columns 2, the reinforced concrete shear wall 4 and the upper reinforced concrete floor 5 are all formed by pouring C30 concrete.
By adopting the technical scheme, the construction method of the transverse section steel concrete combined shear wall structure comprises the following specific construction steps:
(1) Pouring the lower reinforced concrete floor 1 in situ according to a conventional formwork erecting method;
(2) Binding and restraining/constructing reinforcement cages of the edge embedded columns 2 at the two sides of the reinforced concrete shear wall 4;
(3) Binding a shear wall reinforcing steel bar net rack;
(4) Manufacturing an I-shaped steel beam 3;
(5) Pouring the restrained/constructed edge embedded columns 2 and the reinforced concrete shear wall 4, and pouring and fixing the I-shaped steel beams 3 at the top of the reinforced concrete shear wall 4;
(6) Casting an upper reinforced concrete floor slab 5 in situ according to a conventional formwork supporting method, and fixedly connecting the I-shaped steel beam 3 with the upper reinforced concrete floor slab 5 in a casting manner;
(7) And removing the template after the concrete is completely hardened, and paving the alkali-resistant fiber cloth 6 on the surface of the reinforced concrete shear wall 4.
The step (5) is specifically as follows: the method comprises the steps of supporting a template around a reinforcement cage and a reinforcement net rack of a shear wall, wherein the template adopts a large steel mould, pouring the lower parts of a reinforced concrete shear wall 4 and a constraint/construction edge embedded column 2 at first, pouring the reinforced concrete shear wall 4 and the constraint/construction edge embedded column 2 to a certain height and lower than the top of the large steel mould, reserving the space depth of the length of a shear-resistant bolt 14 at the upper part in the large steel mould, supporting an I-shaped steel beam 3 at the top of the large steel mould after curing the lower parts of the reinforced concrete shear wall 4 and the constraint/construction edge embedded column 2 for 1-2 days, then forming holes in the lower side flanges at the left end and the right end of the I-shaped steel beam 3, pouring grout through the hole at one end of the lower side flange of the I-shaped steel beam 3 to the space in the template under pressure, and finishing pouring if the grout emerges from the hole at the other end of the lower side flange of the I-shaped steel beam 3, so that each shear-resistant bolt 14 at the lower side of the steel beam is anchored at the top of the reinforced concrete shear wall 4, and further fixing the I-shaped steel beam 3 at the top of the reinforced concrete shear wall 4.
The step (6) is specifically as follows: and (3) casting the upper reinforced concrete floor 5 in situ according to a conventional formwork supporting method, anchoring each shear-resistant stud 14 on the upper side in the upper reinforced concrete floor 5, and further casting and fixedly connecting the I-shaped steel beam 3 and the upper reinforced concrete floor 5.
The utility model has the advantages of it is following:
the utility model discloses a I-shaped steel beam 3 connects upper portion reinforced concrete floor 5 and reinforced concrete shear force wall 4, have stronger antidetonation toughness and deformability, because when the earthquake acts on, the shaped steel node has good antidetonation toughness compared with traditional reinforced concrete node, the anti-seismic performance reinforcing, I-shaped steel beam 3 warp can absorb the energy that the earthquake takes place the time and produce fast, greatly reduced the adverse effect and the destruction of earthquake action to the wall body, improve the ductility of structure, because I-shaped steel beam 3 flange department welds shear-resistant stud 14, shear-resistant stud 14 not only can improve the interlock effect of I-shaped steel beam 3 and concrete, but also can improve the shear-resistant capability of whole component;
secondly, a plurality of transverse stiffening rib steel plates 13 which are arranged at intervals left and right are arranged on the front side and the rear side of a web plate of the I-shaped steel beam 3, so that the stability of the I-shaped steel beam 3 can be ensured; the I-shaped steel beam 3 has the advantage of quick recovery after earthquake, can quickly restore after earthquake, and can be additionally provided with a steel plate for quick reinforcement and restoration after earthquake, so that the design concept of multiple earthquake-proof defense lines and the design concept of earthquake-proof toughness are met;
the utility model can reduce the consumption of the steel bars and the concrete, simultaneously reduce the weight of the structure, improve the performance of the wall body, facilitate the construction, shorten the construction period, improve the social and economic benefits and embody good economy;
the utility model is suitable for industrial buildings, civil buildings and high-rise buildings in earthquake-proof areas; the application range is wide, the cost performance is high, the safety performance is guaranteed, and the post-earthquake restoration capability is strong.
The utility model discloses an upper portion reinforced concrete floor 5 and reinforced concrete shear force wall 4 are connected to I shaped steel roof beam 3, can improve wall structure's deformability, can effectively improve earthquake resistance, security performance, the restoration performance after shaking of housing construction, public building etc. sexual valence relative altitude, construction convenience, with low costs, have obvious economic nature.
The above embodiments are only used for illustrating but not limiting the technical solution of the present invention, and although the present invention is described in detail with reference to the above embodiments, those of ordinary skill in the art should understand that; the present invention may be modified or substituted with equivalents without departing from the spirit and scope of the invention, which should be construed as being limited only by the claims.
Claims (7)
1. The utility model provides a horizontal shaped steel concrete composite shear wall structure which characterized in that: the reinforced concrete shear wall comprises an upper reinforced concrete floor, a lower reinforced concrete floor, a reinforced concrete shear wall and an I-shaped steel beam, wherein the reinforced concrete shear wall is vertically arranged along the left and right directions, the left and right sides of the reinforced concrete shear wall are both cast with hidden columns at the constraint/construction edges, the bottom of the reinforced concrete shear wall is cast and fixed on the lower reinforced concrete floor, the I-shaped steel beam is horizontally arranged along the left and right directions and cast and fixed at the top of the reinforced concrete shear wall, and the I-shaped steel beam is cast and fixedly connected with the upper reinforced concrete floor.
2. The transverse section steel concrete combined shear wall structure according to claim 1, characterized in that: the length of the restraint/construction edge hidden column is larger than or equal to 400mm, a reinforcement cage is poured in the restraint/construction edge hidden column and comprises a plurality of longitudinal reinforcements and a plurality of stirrups, the longitudinal reinforcements are arranged in a rectangular array, and the stirrups are horizontally arranged, are hooped on the longitudinal reinforcements at intervals up and down and are fixedly connected with the longitudinal reinforcements in a binding mode.
3. The transverse steel concrete composite shear wall structure according to claim 2, wherein: the diameter of a longitudinal steel bar of the restraint/construction edge hidden column is 20mm, the longitudinal steel bar is made of HRB400, the stirrups are double-limb stirrups, the diameter of each stirrup is 6mm, the upper and lower distance between every two adjacent stirrups is 150mm, and the stirrups are made of HRB 335.
4. The transverse steel concrete composite shear wall structure according to claim 3, wherein: the shear wall reinforcing steel bar net rack is poured in the reinforced concrete shear wall, the shear wall reinforcing steel bar net rack comprises two rows of reinforcing steel bar nets at intervals, each reinforcing steel bar net is formed by binding a plurality of horizontal distribution bars arranged at intervals from top to bottom and a plurality of vertical distribution bars arranged at intervals from left to right, a plurality of tie bars are fixedly connected between the two rows of reinforcing steel bar nets, each tie bar is arranged according to a rectangular array, two ends of each horizontal distribution bar are respectively anchored in the constraint/construction edge embedded columns on two sides, two ends of each horizontal distribution bar are respectively provided with a hook, each hook on the left side is anchored in the constraint/construction edge embedded column on the left side, each hook on the right side is anchored in the constraint/construction edge embedded column on the right side, and two ends of each vertical distribution bar are respectively provided with a 90-degree bending section.
5. The transverse section steel concrete combined shear wall structure according to claim 4, wherein: the diameter of each horizontal distribution rib is 8mm, the distance between two adjacent upper and lower horizontal distribution ribs is 150mm, the horizontal distribution ribs are made of HRB335, the diameter of each vertical distribution rib is 10mm, the distance between two adjacent left and right vertical distribution ribs is 200mm, the vertical distribution ribs are made of HRB400, the diameter of each lacing wire is 6mm, the distance between two adjacent left and right lacing wires is 200mm, the distance between two adjacent upper and lower lacing wires is 150mm, the lacing wires are made of HPB300, the length of each hook is larger than or equal to 80mm, and the bending angle theta of each hook is larger than 135 degrees.
6. The transverse steel concrete composite shear wall structure according to claim 1, wherein: both sides all are provided with about a plurality of pieces spaced horizontal stiffening rib steel sheet around the web of I shaped steel roof beam, each horizontal stiffening rib steel sheet all is through fillet weld and the web of I shaped steel roof beam, upside edge of a wing and downside edge of a wing welded connection, the preceding side of each horizontal stiffening rib steel sheet of front side is along flushing with the edge of a wing front side of I shaped steel roof beam, the back side of each horizontal stiffening rib steel sheet of rear side is along flushing with the edge of a wing back side of I shaped steel roof beam, the interval of two adjacent horizontal stiffening rib steel sheets is d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 The shear-resistant stud is characterized in that the height of a web plate of an I-shaped steel beam is equal, two rows of shear-resistant studs are welded on the upper surface of an upper flange and the lower surface of a lower flange of the I-shaped steel beam, each row of shear-resistant studs comprises a plurality of shear-resistant studs arranged at intervals left and right, each shear-resistant stud on the lower side is poured and anchored at the top of the reinforced concrete shear wall, each shear-resistant stud on the upper side is anchored in an upper reinforced concrete floor slab, and the length of each shear-resistant stud is more than or equal to 4d 2 The distance between two adjacent shear-resistant studs is more than or equal to 6d 2 And is less than or equal to 200mm 2 Diameter of shear-resistant pegAnd the distance between the center of the shear-resistant stud and the adjacent side edge of the flange of the I-shaped steel beam is more than or equal to 50mm.
7. The transverse section steel concrete combined shear wall structure according to claim 1, characterized in that: the lower reinforced concrete floor, the restraint/construction edge embedded columns, the reinforced concrete shear wall and the upper reinforced concrete floor are all formed by pouring C30 concrete.
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| CN202222396086.7U CN218346490U (en) | 2022-09-09 | 2022-09-09 | Horizontal shaped steel concrete combination shear wall structure |
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| CN202222396086.7U CN218346490U (en) | 2022-09-09 | 2022-09-09 | Horizontal shaped steel concrete combination shear wall structure |
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