CN113502971B - Longitudinal rib hollow wall, embedded nut connecting node thereof and design construction method - Google Patents
Longitudinal rib hollow wall, embedded nut connecting node thereof and design construction method Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
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- E04C2/00—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels
- E04C2/02—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials
- E04C2/04—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials of concrete or other stone-like material; of asbestos cement; of cement and other mineral fibres
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- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
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Abstract
The invention relates to a longitudinal rib hollow wall, an embedded nut connecting node thereof and a design and construction method, belonging to the field of building structures. The vertical additional U-shaped steel bars, the horizontal additional groove-shaped steel bars and the horizontal additional trapezoidal steel bars form a steel reinforcement framework, and the bearing capacity strength of the node concrete cone body in the damage process is effectively improved. The U-shaped bottom reinforcing steel bars effectively connect the nuts, the steel bar frameworks and the prefabricated wall body reinforcing mesh, so that the overall stress performance is improved, and the phenomenon of node failure after the nuts and concrete are anchored and damaged is prevented. The embedded nut connecting node is reasonable in stress, convenient to process, fast to install and low in cost. The nut can be arranged in the longitudinal rib hollow prefabricated wallboard with the through cavity, the self weight of the longitudinal rib hollow prefabricated wallboard is reduced, the size of the wallboard is reduced, and the installation efficiency is improved.
Description
Technical Field
The invention belongs to the field of building structures, and particularly relates to a longitudinal rib hollow wall, an embedded nut connecting node thereof and a design and construction method.
Background
In order to meet the requirements of production and construction links such as demolding, overturning, hoisting, installation and the like, hoisting points are required to be arranged on the longitudinal rib hollow wall boards. The common hoisting points of the existing prefabricated wall mainly comprise three types: (1) Pre-burying lifting ring lifting points, such as tool lifting rings and steel bar lifting rings; (2) pre-burying a hanging point of a hanging nail; and (3) preparing a hole penetrating through the hoisting point. When nuts are embedded in the existing longitudinal rib hollow wallboard, a larger longitudinal rib area needs to be ensured, so that the nuts are embedded in the longitudinal row hollow wallboard with the through cavities. And moreover, the longitudinal rib hollow wallboard with the embedded nuts needs a special lifting appliance when being lifted, and a semicircular groove is formed at the top of the prefabricated longitudinal rib hollow wallboard, so that local weakening is caused. In addition, the embedded nut has more exposed parts and poor out-of-plane stress performance.
Disclosure of Invention
The invention aims to provide a longitudinal rib hollow wall, an embedded nut connecting node thereof and a design and construction method, so as to solve the technical problems.
Therefore, the invention provides an embedded nut connecting node of a longitudinal rib hollow wall, which comprises:
the nuts are embedded in the longitudinal ribs of the wall body along the vertical direction;
the constraint devices are sleeved outside the nuts and are arranged at intervals along the vertical direction;
the steel reinforcement framework comprises vertical additional U-shaped steel bars and horizontal additional groove-shaped steel bars, wherein the vertical additional U-shaped steel bars penetrate through the restraint device and are arranged at intervals in the circumferential direction of the nut, the horizontal additional groove-shaped steel bars are two C-shaped steel bars which are arranged in a back-to-back mode, and the horizontal additional groove-shaped steel bars are arranged at intervals in the vertical direction and bound with the vertical additional U-shaped steel bars and the wall body steel mesh.
Preferably, the restraining device comprises a key groove ring, a restraining ring and a cross rod, the key groove ring and the restraining ring are circular arcs which are arranged concentrically, the radius of the key groove ring is smaller than that of the restraining ring, the ends of the two key groove rings and the ends of the two restraining rings are connected in a hinged mode, the cross rod is connected between the key groove rings and the restraining ring, and the vertical additional U-shaped steel bars penetrate through the cross rod.
Preferably, the height of the keyway ring is greater than the height of the confinement ring.
Preferably, the steel reinforcement framework further comprises horizontal additional trapezoidal steel bars arranged at intervals along the vertical direction, and the horizontal additional trapezoidal steel bars are symmetrically connected to the outer side of the vertical additional U-shaped steel bars in the thickness direction of the vertical prefabricated wall body and are bound with the wall body steel mesh sheets.
Preferably, U-shaped bottom reinforcing steel bars are symmetrically arranged at the bottommost restraint device, penetrate through the crossed rods and are bound with the wall reinforcing mesh sheets on the corresponding sides at the end parts.
In addition, the invention also provides a longitudinal rib hollow wall body which comprises a wall body longitudinal rib, a wall body cavity and the embedded nut connecting node of the longitudinal rib hollow wall body, wherein the wall body longitudinal rib is internally provided with a wall body reinforcing mesh, and the wall body cavity is a through cavity.
In addition, the invention also provides a design and construction method of the embedded nut connecting node of the longitudinal rib hollow wall, which comprises the following steps:
s1, according to the volume V of the prefabricated wall body, the density rho and the cavity rate r of the concrete material V Calculating the standard value G of the self-weight of the prefabricated wall body mk ＝ρV(1-r V ) Calculating a load increase coefficient K considering demoulding adsorption, a power increase effect and safety redundancy according to the formula (1);
phi in the formula (1) dy 、ψ dy1 、ψ dy2 Respectively has a power increasing coefficient under a non-demolding working condition, a power increasing coefficient under a demolding working condition of 1, a power increasing coefficient under a demolding working condition of 2 ad For mold release adsorption, A m The demold area of the component;
s2, taking the embedded nut connecting node as a hinged support, calculating each support reaction according to a beam model and considering a load increasing coefficient, and summing to obtain a total stress load F of the nut k ；
S3, calculating the bonding anchoring strength tau of the nut 1 according to the formulas (3) and (4) u And a basic anchoring length l ab ；
Wherein c is the thickness of the steel bar protective layer of the prefabricated wall body, f c Designed value of concrete compressive strength of prefabricated wall body, d r Is the diameter of the nut, A j Is the area of the confinement ring, f jy Designed value for the intensity of the confinement rings, f y The design value of the yield strength of the nut is shown, and s is the distance between vertically adjacent constraint rings;
s4, calculating the anchoring length l of the nut according to the formula (5) a And determining the total length l of the nut a1 ；
l a1 ≥l a +20mm+15mm
l a ＝0.6ζ a l ab
S5, calculating the breaking strength N of the concrete cone of the longitudinal rib under the tension state at the joint according to the formula (7) rib ；
A ric ＝π(d r +2b t ) 2 (7)
In the formula A ria 、A ric Respectively the actual projection area of the damage surface of the concrete cone of the longitudinal rib under the condition of considering the influence of the edge distance under the condition that the connection node is in tension and the calculated projection area without considering the influence of the edge distance, f t The design value of the tensile strength of the concrete is obtained;
s6, judging whether N is satisfied rib ≥F k N, if the condition is met, the next step is carried out, if the condition is not met, the step returns to S4-S5, and the anchoring length l of the nut is determined again a And total length l of the nut a1 Until the condition is met;
s7, determining the structure and the annular inner diameter D of the vertical additional U-shaped steel bar vr In which D is vr ≥2.5d ad ；
S8, determining the length l of the bottom of the restraint ring of the restraint device with the vertically additional U-shaped steel bar extending out of the bottommost part according to the formula (9) ad And determining the total length l of the vertically additional U-shaped steel bar ad1 ；
l ad1 ＝l ad +d ad +l a (9)
In the formula d ad The diameter of the U-shaped steel bar is vertically added;
s9, determining the structure of the horizontal additional channel-shaped steel bar;
s10, determining the structure of the horizontal additional trapezoidal steel bar;
s11, determining the structure of the reinforcing steel bar at the U-shaped bottom;
s12, mounting the restraint device outside the nut;
s13, passing the vertical additional U-shaped steel bar through the crossed rod and binding the vertical additional U-shaped steel bar with a restraint device;
s14, vertically installing the nut 1 with the restraint device and the vertically-attached U-shaped steel bars in the longitudinal ribs of the wall body;
s15, binding the horizontal additional groove-shaped reinforcing steel bars and the horizontal additional trapezoidal reinforcing steel bars with the vertical additional U-shaped reinforcing steel bars and the wall reinforcing steel mesh to form a reinforcing steel bar framework;
s16, enabling U-shaped bottom reinforcing steel bars to penetrate through the crossed cross bars of the restraining devices at the bottom and binding with the wall reinforcing steel mesh sheets on the corresponding sides;
and S17, pouring concrete, demolding and forming, and finally forming the embedded nut connecting node on the top of the prefabricated wall.
Preferably, the area A of the nut in S3 is determined according to equation (2) r And diameter d r ：
Wherein n is selected from: two-point hoisting and taking 2; f. of y The yield strength design value of the nut is obtained.
Preferably, the area A of the vertically attached U-shaped reinforcement bar in S7 is determined according to equation (8) ad And diameter d ad ；
In the formula: f. of ad The yield strength design value of the vertical additional U-shaped steel bars is obtained, m is the number of the vertical additional U-shaped steel bars, and 8,2N is taken when 4 vertical additional U-shaped steel bars are arranged rib Is considered to increase by 1 timeAnd (4) preparing.
Preferably, the area A of the U-shaped bottom reinforcing bar in S11 is determined according to the formula (11) u And diameter d u ；
In the formula f uy The design value of the yield strength of the U-shaped bottom reinforcing steel bar is obtained; j is the number of limbs of the U-shaped bottom reinforcing steel bars, one U-shaped bottom reinforcing steel bar is taken as 2, and two U-shaped bottom reinforcing steel bars are taken as 4;0.7 is a reduction factor of the strength in consideration of the installation angle.
Compared with the prior art, the invention has the characteristics and beneficial effects that:
(1) According to the embedded nut connecting node of the longitudinal rib hollow wall, the constraint device is sleeved outside the nut, the key slot ring is tightly connected with the nut, the bonding and sliding performance of the nut and concrete is improved, and the constraint ring is arranged on the outermost side, so that the anti-cracking performance of the concrete in the node area is improved. The crossed rods form a bidirectional pin bolt effect, and the bearing capacity of the node is improved. Vertical additional U-shaped reinforcing steel bar, horizontal additional cell type reinforcing steel bar and horizontal additional trapezoidal reinforcing steel bar form the steel reinforcement skeleton, effectively improve the bearing capacity intensity of node concrete centrum destruction. The U-shaped bottom reinforcing steel bars effectively connect the nuts, the steel bar framework and the prefabricated wall body reinforcing mesh, so that the overall stress performance is improved, and the phenomenon of node failure after the nuts and concrete are anchored and damaged is prevented. The embedded nut connecting node is reasonable in stress, convenient to process, fast to install and low in cost.
(2) The embedded nut connecting node can realize the arrangement of the nut in the longitudinal rib hollow prefabricated wall plate with the through cavity, reduce the dead weight of the longitudinal rib hollow prefabricated wall plate, reduce the size of the wall plate and improve the installation efficiency.
(3) The invention provides a design and construction method of an embedded nut connecting node of a longitudinal rib hollow wall, which provides a basis for design and production.
Drawings
Fig. 1 is a schematic diagram of an embedded nut connection node of a longitudinal rib hollow wall.
Fig. 2 isbase:Sub>A schematic view ofbase:Sub>A sectionbase:Sub>A-base:Sub>A in fig. 1.
FIG. 3 is a schematic view of a section B-B in FIG. 1.
Fig. 4 is a schematic view of the restriction device.
Fig. 5 is a schematic view of the section C-C in fig. 4.
Figure 6 is a schematic view of the restriction device when it is open.
Fig. 7 is a schematic view of a horizontally attached trapezoidal bar.
The attached drawings are marked as follows: the reinforcing steel bar fixing structure comprises 1-nuts, 2-constraint devices, 21-key groove rings, 22-constraint rings, 23-cross rods, 24-bolts, 3-vertical additional U-shaped reinforcing steel bars, 4-horizontal additional groove-shaped reinforcing steel bars, 5-wall reinforcing steel bar net sheets, 6-horizontal additional trapezoidal reinforcing steel bars, 7-wall longitudinal ribs, 8-wall cavities and 9-U-shaped bottom reinforcing steel bars.
Detailed Description
In order to make the technical means, innovative features, objectives and functions realized by the present invention easy to understand, the present invention is further described below.
The examples described herein are specific embodiments of the present invention, are intended to be illustrative and exemplary in nature, and are not to be construed as limiting the scope of the invention. In addition to the embodiments described herein, those skilled in the art will be able to employ other technical solutions which are obvious based on the disclosure of the claims and the specification of the present application, and these technical solutions include technical solutions which make any obvious replacement or modification for the embodiments described herein.
In the description of the present invention, it should be noted that the terms "upper", "lower", "inner", "outer", "front", "rear", "both ends", "one end", "the other end", and the like indicate orientations or positional relationships based on orientations or positional relationships shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a specific orientation, be configured in a specific orientation, and operate, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "disposed," "connected," and the like are to be construed broadly, such as "connected," which may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in a specific case to those of ordinary skill in the art.
As shown in fig. 1 to 7, the embedded nut connection node of the longitudinal rib hollow wall is shown, wherein the longitudinal rib hollow wall comprises a wall longitudinal rib 7 and a wall cavity 8, and a wall reinforcing mesh 5 is arranged in the wall longitudinal rib 7. The embedded nut connecting node comprises a nut 1, a restraint device 2 and a steel bar framework.
The nut 1 is embedded in the longitudinal rib 7 of the wall body along the vertical direction. The nut 1 is selected according to the design and is embedded in the prefabricated wall body, and the stress performance is good.
The restraint device 2 is sleeved outside the nut 1 and is arranged at intervals along the vertical direction. The restraint device 2 comprises a key groove ring 21, a restraint ring 22 and a cross rod 23, wherein the key groove ring 21 and the restraint ring 22 are circular arcs arranged concentrically, the radius of the key groove ring 21 is smaller than that of the restraint ring 22, and the ends of the two key groove rings 21 and the ends of the two restraint rings 22 are hinged. Specifically, the ends of the two spline rings 21 and the ends of the two confinement rings 22 are connected by the bolts 24. The crossbar 23 is connected between the keyway ring 21 and the confinement ring 22. The key groove ring 21 is tightly connected with the nut 1, and the peripheral edge part of the outer circumference of the key groove ring 21 is provided with a chamfer, so that the bonding force between the nut 1 and concrete is improved. The provision of the confinement rings 22 can improve the crack resistance of the concrete in the node region. The criss-cross bars 23 form a bi-directional pinning action to improve node bearing capacity installation reserve.
The height of the keyway ring 21 is not less than the diameter of the nut 1. The outer circumferential edge portion of the keyway ring 21 is provided with a chamfer of not more than 60 °. The diameter of the cross bar 23 is not less than 10mm. The height of the keyway ring 21 is greater than the height of the confinement rings 22. The width of the restraint ring 22 is 30mm less than the thickness of the wall longitudinal rib 7. The top of the restraint device 2 is 15mm higher than the top of the vertically attached U-shaped reinforcement bar 3.
The steel reinforcement framework comprises vertical additional U-shaped steel bars 3 and horizontal additional groove-shaped steel bars 4, the vertical additional U-shaped steel bars 3 penetrate through the crossed rod 23 and are arranged at intervals in the circumferential direction of the nut 1, the horizontal additional groove-shaped steel bars 4 are two C-shaped steel bars which are arranged in a back-to-back mode, and the horizontal additional groove-shaped steel bars 4 are arranged at intervals in the vertical direction and are bound with the vertical additional U-shaped steel bars 3 and the wall body steel mesh 5.
The steel reinforcement framework further comprises horizontal additional trapezoidal steel bars 6 which are arranged at intervals along the vertical direction, and the horizontal additional trapezoidal steel bars 6 are symmetrically connected to the outer side of the vertical additional U-shaped steel bar 3 in the vertical direction in the thickness direction of the prefabricated wall body and are bound with the wall body steel mesh 5.
U-shaped bottom reinforcing steel bars 9 are symmetrically arranged at the bottommost restraint device 2, the U-shaped bottom reinforcing steel bars 9 penetrate through the crossed rod 23, and the end parts of the U-shaped bottom reinforcing steel bars 9 are bound with the wall body reinforcing mesh 5 on the corresponding side. The horizontal included angle between the U-shaped bottom reinforcing steel bars 9 and the thickness direction of the wall body is not less than 45 degrees.
The design and construction method of the embedded nut connecting node of the longitudinal rib hollow wall body comprises the following steps:
s1, according to the volume V of the prefabricated wall body, the density rho and the cavity rate r of the concrete material V Calculating the dead weight standard value G of the prefabricated wall mk ＝ρV(1-r V ) Calculating a load increase coefficient K considering demoulding adsorption, a power increase effect and safety redundancy according to the formula (1) according to parameters such as load working conditions, component types, template types and the like;
psi in formula (1) dy 、ψ dy1 、ψ dy2 Respectively has a power increasing coefficient under a non-demolding working condition, a power increasing coefficient under a demolding working condition of 1, a power increasing coefficient under a demolding working condition of 2 ad For mold release adsorption, A m To form a component release surfaceAnd (4) accumulating. The values of the parameters are as shown in Table 1.
TABLE 1 parameter comparison table of various templates
S2, according to the wall plate dead weight standard value G determined in the S1 mk And a load increase coefficient K, taking the embedded nut connecting node as a hinged support, calculating each support reaction according to the beam model and considering the load increase coefficient, and summing to obtain the total stress load F of the nut 1 k 。
S3, calculating the bonding anchoring strength tau of the nut 1 according to the formulas (3) and (4) u And a basic anchoring length l ab ；
Wherein c is the thickness of the steel bar protective layer of the prefabricated wall body, f c Designed value of concrete compressive strength of prefabricated wall body, d r Is the diameter of the nut 1, A j To constrain the area of the ring 22, f jy Designed value for the strength of the confinement rings 22, f y S is the spacing between vertically adjacent confinement rings 22 for the designed yield strength value of the nut 1.
Determining the area A of the nut 1 according to equation (2) r And diameter d r ：
Wherein n is selected from: two-point hoisting and taking 2; f. of y The yield strength design value for the nut 1.
S4, calculating the anchoring length l of the nut 1 according to the formula (5) a And determines the total length l of the nut 1 a1 ；
l a1 ≥l a +20mm+15mm
l a ＝0.6ζ a l ab
S5, calculating the breaking strength N of the concrete cone of the longitudinal rib under the tension state at the joint according to the formula (7) rib ；
A ric ＝π(d r +2b t ) 2 (7)
In the formula A ria 、A ric Respectively the actual projection area of the damage surface of the concrete cone of the longitudinal rib under the condition of considering the influence of the edge distance and the calculated projection area without considering the influence of the edge distance under the condition of tension at the joint t The design value is the tensile strength of the concrete.
S6, judging whether N is satisfied rib ≥F k N, if the condition is satisfied, proceeding to the next step, if the condition is not satisfied, returning to S4-S5, and re-determining the anchoring length l of the nut 1 a And the total length l of the nut 1 a1 Until the condition is satisfied.
S7, determining the structure and the annular inner diameter D of the vertical additional U-shaped steel bar 3 vr Wherein D is vr ≥2.5d ad 。
Determining the area A of the vertically additional U-shaped reinforcing bar 3 according to equation (8) ad And diameter d ad ；
In the formula: f. of ad The yield strength of the vertical additional U-shaped steel bars 3 is designed, m is the number of the vertical additional U-shaped steel bars 3, and 8,2N is taken when 4 vertical additional U-shaped steel bars 3 are arranged rib A safety reserve increased by a factor of 1 is considered.
S8, determining the length l of the bottom of the restraint ring 22 of the restraint device 2 with the vertically attached U-shaped steel bar 3 extending out of the bottommost part according to the formula (9) ad And determining the total length l of the vertically additional U-shaped reinforcing steel bar 3 ad1 ；
l ad1 ＝l ad +d ad +l a (9)。
In the formula d ad The diameter of the U-shaped reinforcing steel bar 3 is vertically added.
And S9, determining the structure of the horizontal additional channel-shaped steel bar 4. The diameter of the horizontal additional channel-shaped reinforcing steel bars 4 is the same as that of the vertical additional U-shaped reinforcing steel bars 3, the horizontal additional channel-shaped reinforcing steel bars 4 are arranged at equal intervals along the vertical direction, the interval between the adjacent horizontal additional channel-shaped reinforcing steel bars 4 is not more than 100mm, and the number of the horizontal additional channel-shaped reinforcing steel bars 4 is not less than three. Wherein the topmost horizontally additional channel-shaped reinforcement bar 4 is arranged between the top first and second restraining means 2, most preferably the topmost horizontally additional channel-shaped reinforcement bar 4 is arranged in the middle between the top first and second restraining means 2, 2.
And S10, determining the structure of the horizontal additional trapezoidal steel bars 6. The diameter of the horizontal additional trapezoidal steel bar 6 is the same as that of the horizontal additional channel-shaped steel bar 4. Similarly, the horizontal additional trapezoidal steel bars 6 are arranged at intervals in the vertical direction, and the distance between the adjacent horizontal additional trapezoidal steel bars 6 is the same as that between the adjacent horizontal additional channel-shaped steel bars 4.
S11, determining the structure of the U-shaped bottom reinforcing steel bars 9. Determining the area A of the U-shaped bottom reinforcing bar 9 in S11 according to the formula (11) u And straightDiameter d u . Inner diameter D of annular end part of U-shaped bottom reinforcing steel bar 9 uf Not less than 2.5d u . For convenient cross arrangement of the U-shaped bottom reinforcing steel bars 9, the inner diameters D of the annular end parts of the two U-shaped bottom reinforcing steel bars 9 uf Should be greater than 2d u . When the fixing, the horizontal included angle between the U-shaped bottom reinforcing steel bars 9 and the thickness direction of the wall body is not less than 45 degrees.
In the formula f uy The design value of the yield strength of the U-shaped bottom reinforcing steel bar 9 is obtained; j is the number of limbs of the U-shaped bottom reinforcing steel bars 9, 2 are taken as one U-shaped bottom reinforcing steel bar 9, and 4 are taken as two U-shaped bottom reinforcing steel bars 9; 0.7 is a reduction factor of the strength in consideration of the mounting angle.
S12, the bolt 24 is removed, the restraint device 2 is opened, the key groove rings 21 are sleeved outside the nut 1, then the two key groove rings 21 and the two restraint rings 22 are closed, the two key groove rings 21 and the two restraint rings 22 are fixed through the bolt 24, and therefore the restraint device 2 is installed outside the nut 1.
S13, passing the vertical additional U-shaped steel bar 3 through the crossed rod 23 and binding the restraint device 2. The number of the connecting points of each vertical additional U-shaped steel bar 3 and each restraint device 2 is not less than 1.
And S14, vertically installing the nut 1 with the restraint device 2 and the vertically attached U-shaped steel bar 3 in the longitudinal rib 7 of the wall body.
And S15, binding the horizontal additional groove-shaped reinforcing steel bars 4 and the horizontal additional trapezoidal reinforcing steel bars 6 with the vertical additional U-shaped reinforcing steel bars 3 and the wall body reinforcing mesh 5 respectively to form the reinforcing steel bar framework.
And S16, the U-shaped bottom reinforcing steel bars 9 penetrate through the crossed rods 23 of the restraint devices 2 at the bottom and are bound with the wall body reinforcing mesh 5 on the corresponding side.
And S17, pouring concrete, demolding and forming, and finally forming an embedded nut connecting node on the top of the prefabricated wall.
Specifically, taking a certain longitudinal rib hollow wallboard as an example, the dimension of the longitudinal rib hollow wallboard is as follows: wall length l w =5.4m, wall height h w =2.7m, wall thickness t w =0.2m, a through cavity is adopted, and the cavity rate is 35.7%; the product is produced by a steel die flat die without a chute and a facing, and the demoulding area is 5.4x2.7= -14.58m 2 (ii) a C40 concrete is adopted, and the design value f of the compressive strength c =19.1Mpa. The thickness c of the prefabricated wall steel bar protection layer is 15mm, and the minimum width b of the longitudinal rib at the joint of the nut is set rib Is 150mm. Concrete material density rho =25kN/m 3 . Yield strength design value f of HPB300 steel bar y Yield strength design value f of HRB400 steel bar of =300Mpa y Yield strength design value f of Q345 steel bar =360mpa y ＝345Mpa。
S1, according to the volume V of the prefabricated wall board, the density rho of the concrete material and the cavity rate r V Calculating the standard value G of the self-weight of the wallboard mk =47kN; according to calculation and judgment, the stress of the nut 1 is the largest under the non-demolding lifting working condition, so that the load increase coefficient K =4.5 is calculated according to the formula (1).
S2, determining a wallboard dead weight standard value G according to the S1 mk Load increase coefficient K, calculating the total load F of the nut 1 under stress for considering the load increase effect k ＝70kN。
S3, the nut 1 is made of Q390 steel and is symmetrically arranged at 2 points, 35kN of external force and d of diameter can be obtained r ＝20mm。
The constraint device 2 adopts Q390 phi 10 steel bars, the spacing s is 100mm, and the design value f of the yield strength of the steel is determined jy =345MPa, design value of compressive strength f c =19.1Mpa, cross-sectional area a of confinement ring 22 j ＝75mm 2 . The width of the restriction device 2 is b str =120mm, and the top of the restraint device 2 is 15mm below the top of the prefabricated wall.
The bonding anchoring strength tau of the nut 1 is calculated according to the equations (3) and (4) u =3.07MPa, basic anchoring length l ab Satisfy l ab D =28, final l ab Take 560mm.
The height of the key groove ring 21 was designed to be 40mm, and the chamfer of the outer circumferential edge portion of the key groove ring 21 was 60 °. The diameter of the cross bar 23 is taken to be 10mm.
S4, calculating the anchoring length l of the nut 1 according to the formula (5) a =340mm. Determination of the overall length of the nut 1: l. the a1 =380mm, meet design requirements.
S5, calculating the breaking strength N of the concrete cone of the longitudinal rib under the tension state at the joint according to the formula (7) rib =37.75kN, wherein the actual projection area a ric According to a partial conservative approach w ×b rib ＝150mm×200mm。
S6, judging the breaking strength (N) of the concrete cone of the longitudinal rib rib ＝37.75kN)＞(F k And/n =70/2= 35kn), the discrimination condition is satisfied, and the next step is performed.
S7, determining the structure of the vertical additional U-shaped steel bar 3, wherein the inner diameter of the ring is D vr ≥2.5d ad 。
S8, determining the length l of the bottom of the restraint ring 22 of the restraint device 2 with the vertically attached U-shaped steel bar 3 extending out of the bottommost part according to the formula (9) ad =215mm and determines the total length l of the vertically additional U-shaped reinforcement bar 3 ad1 ＝570mm。
S9, adopting a phi 10 steel bar of HRB400 as the horizontal additional channel-shaped steel bar 4; 4 groups are arranged, and the distance between each group and the top of the wall body is 60mm,160mm,260mm and 340mm.
S10, determining the structure of the horizontal additional trapezoidal steel bars 6: the material, the diameter and the position interval are the same as those of the horizontal additional groove-shaped steel bar 4, the length of the platform section is 60mm, and the vertical additional U-shaped steel bar 3 is convenient to bind.
S11, determining the area A of the U-shaped bottom reinforcing steel bar 9 according to the formula (9) by adopting the HPB300 reinforcing steel bar as the U-shaped bottom reinforcing steel bar 9 u ＝106mm 2 Diameter d u =12mm, inner diameter D of the annular end uf =30mm. When the fixing, the horizontal included angle between the U-shaped bottom reinforcing steel bars 9 and the thickness direction of the wall body is not less than 45 degrees.
The above examples are only for describing the preferred embodiments of the present invention, and are not intended to limit the scope of the present invention, and various modifications and improvements made to the technical solution of the present invention by those skilled in the art without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.
Claims (5)
1. The utility model provides a longitudinal rib hollow wall's buried nut connected node in advance which characterized in that includes:
the nut (1) is embedded in the longitudinal rib (7) of the wall body along the vertical direction;
the constraint devices (2) are sleeved outside the nut (1) and are arranged at intervals along the vertical direction;
the steel bar framework comprises vertical additional U-shaped steel bars (3) and horizontal additional groove-shaped steel bars (4), the vertical additional U-shaped steel bars (3) penetrate through the constraint device (2) and are arranged at intervals along the circumferential direction of the nut (1), the horizontal additional groove-shaped steel bars (4) are two C-shaped steel bars which are arranged in a back-to-back mode, and the horizontal additional groove-shaped steel bars (4) are arranged at intervals along the vertical direction and are bound with the vertical additional U-shaped steel bars (3) and the wall body steel bar net piece (5);
the restraint device (2) comprises a key groove ring (21), a restraint ring (22) and a cross rod (23), wherein the key groove ring (21) and the restraint ring (22) are circular arcs which are concentrically arranged, the radius of the key groove ring (21) is smaller than that of the restraint ring (22), the end parts of the two key groove rings (21) and the end parts of the two restraint rings (22) are hinged, the cross rod (23) is connected between the key groove ring (21) and the restraint ring (22), and the vertical additional U-shaped steel bar (3) penetrates through the cross rod (23).
2. The embedded nut connection node of the longitudinal rib hollow wall body as claimed in claim 1, wherein: the height of the keyway ring (21) is greater than the height of the confinement ring (22).
3. The embedded nut connection node of the longitudinal rib hollow wall body as claimed in claim 1, wherein: the steel reinforcement framework further comprises horizontal additional trapezoidal steel bars (6) arranged at vertical intervals, and the horizontal additional trapezoidal steel bars (6) are symmetrically connected to the outer side of the vertical additional U-shaped steel bars (3) in the vertical prefabricated wall body thickness direction and are bound with the wall body steel mesh sheets (5).
4. The embedded nut connection node of the longitudinal rib hollow wall body as claimed in claim 1, wherein: u-shaped bottom reinforcing steel bars (9) are symmetrically arranged at the position of the bottommost restraint device (2), the U-shaped bottom reinforcing steel bars (9) penetrate through the crossed cross rods (23), and the end parts of the U-shaped bottom reinforcing steel bars are bound with the wall body reinforcing mesh sheets (5) on the corresponding sides.
5. The utility model provides a vertical rib hollow wall, includes that wall body vertical rib (7) and wall body cavity (8), be equipped with wall body reinforcing bar net piece (5), its characterized in that in wall body vertical rib (7): the wall cavity (8) is a through cavity and further comprises the embedded nut connecting node of the longitudinal rib hollow wall body as claimed in any one of claims 1 to 4.
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| CN108589982B (en) * | 2018-06-26 | 2023-11-21 | 西安建筑科技大学 | Assembled composite wall structure based on indirect welded connection of reinforcing steel bars and construction method thereof |
| CN214497959U (en) * | 2021-02-07 | 2021-10-26 | 北京市住宅产业化集团股份有限公司 | Through cavity type longitudinal rib hollow wall and embedded nut connecting node thereof |
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