CN115928926A - Floor system and assembling method thereof - Google Patents
Floor system and assembling method thereof Download PDFInfo
- Publication number
- CN115928926A CN115928926A CN202211593217.9A CN202211593217A CN115928926A CN 115928926 A CN115928926 A CN 115928926A CN 202211593217 A CN202211593217 A CN 202211593217A CN 115928926 A CN115928926 A CN 115928926A
- Authority
- CN
- China
- Prior art keywords
- structural panel
- floor system
- structural
- panel
- truss
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims description 7
- 230000002787 reinforcement Effects 0.000 claims abstract description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 58
- 239000010959 steel Substances 0.000 claims description 58
- 238000009826 distribution Methods 0.000 claims description 25
- 239000010410 layer Substances 0.000 claims description 22
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 238000005452 bending Methods 0.000 claims description 10
- 239000011241 protective layer Substances 0.000 claims description 8
- 210000002435 tendon Anatomy 0.000 claims description 8
- 238000010008 shearing Methods 0.000 claims description 5
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 3
- 239000002356 single layer Substances 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
- 238000005260 corrosion Methods 0.000 claims 1
- 230000007797 corrosion Effects 0.000 claims 1
- 230000009471 action Effects 0.000 abstract description 15
- 230000000149 penetrating effect Effects 0.000 abstract 1
- 239000000463 material Substances 0.000 description 11
- 238000013461 design Methods 0.000 description 9
- 241001391944 Commicarpus scandens Species 0.000 description 4
- 238000005336 cracking Methods 0.000 description 4
- 239000000853 adhesive Substances 0.000 description 3
- 230000001070 adhesive effect Effects 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000005553 drilling Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000011505 plaster Substances 0.000 description 3
- 239000002344 surface layer Substances 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 230000004075 alteration Effects 0.000 description 2
- 238000005536 corrosion prevention Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000002708 enhancing effect Effects 0.000 description 2
- 238000009408 flooring Methods 0.000 description 2
- 229910052602 gypsum Inorganic materials 0.000 description 2
- 239000010440 gypsum Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000002457 bidirectional effect Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000005034 decoration Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000011068 loading method Methods 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 239000012779 reinforcing material Substances 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Images
Landscapes
- Joining Of Building Structures In Genera (AREA)
Abstract
The present disclosure relates to a floor system, comprising: a structural panel having a first end, a second end, a first surface and a second surface; a reinforcement member embedded within the structural panel; the reinforcement having a first distance from the end of the structural panel and a second distance from the first and second surfaces of the structural panel; a support member disposed below one end of the structural panel, the support member being configured to support a portion of the structural panel that supports the structural panel at a first load in a direction perpendicular to a surface of the structural panel and to bear a standard load value of the structural panel that is greater than one time; the connecting piece is arranged in the structural panel in a penetrating way and fixedly connects the structural panel and the supporting piece; and a third distance is arranged between the connecting piece and the end part of the structural panel, and the connecting piece is only under the action of a shear force under the action of a second load parallel to the surface direction of the structural panel when the structural panel is subjected to an axial force.
Description
Technical Field
The technology belongs to the field of buildings, and particularly relates to a floor system in a building.
Background
The floor system is a horizontal bearing structure and is an important component of multi-storey and high-rise buildings, and the structural design of the floor system is proper or not, so that the floor system has great influence on the stress, the function and the normal use of the floor system and the like.
In the prior art, due to the fact that the tensile strength of a concrete material is low, stress and strain of a common concrete floor system are nonlinear, the common concrete floor system is likely to crack under the condition of low load, and after the structure cracks, the rigidity is reduced, and the deformation is increased. In an earthquake, there are many cases where the structure of a concrete floor system is damaged by collapse.
In view of the above, a new floor system capable of replacing the existing concrete floor system is needed, and particularly, it is desired in the industry to provide a floor system with excellent earthquake-resistant performance.
Disclosure of Invention
The floor system with excellent earthquake resistance is designed aiming at the technical problems, and the earthquake resistance requirements of large-earthquake collapse, medium-earthquake repairable and small-earthquake collapse are met.
A brief summary of the disclosure is provided below in order to provide a basic understanding of some aspects of the disclosure. It should be understood that this summary is not an exhaustive overview of the disclosure. It is not intended to identify key or critical elements of the disclosure or to delineate the scope of the disclosure. Its sole purpose is to present some concepts in a simplified form as a prelude to the more detailed description that is discussed later.
According to one aspect of this disclosure, a floor system is provided, comprising: at least one structural panel having a first end, a second end, a first surface and a second surface; a reinforcement built into the structural panel; the reinforcement having a first distance from the end of the structural panel and a second distance from the first and second surfaces of the structural panel; a support member disposed below an end of the structural panel, the support member supporting a portion of the structural panel and being configured to bear a standard load value of the structural panel greater than one time or more under a first load in a direction perpendicular to the surface of the structural panel; a connector having at least one connector inserted through the structural panel to fixedly connect the structural panel to the support; a third distance is arranged between the connecting piece and the end part of the structural panel, and the third distance meets the condition that the connecting piece is subjected to a shearing force only when the structural panel is subjected to an axial force under the action of a second load parallel to the surface direction of the structural panel.
Further, the structural panel includes integrally formed autoclaved aerated concrete and the reinforcement.
Further, second connectors arranged at intervals are further arranged between the adjacent structural panels.
Furthermore, the depth of the second connecting piece embedded into the structural panel meets the requirement of bar planting.
Further, the structural panel and the plate end support length of the support portion are greater than or equal to 90mm.
Further, the supporting piece is an I-shaped steel beam or a concrete beam, and the width of the supporting piece is larger than or equal to 200mm.
Further, said third distance should be provided on the support portion of said support to said structural panel.
Further, the third distance is 45-90mm.
Further, the horizontal force generated by the earthquake when the structural panel is fully loaded is borne by the first connecting piece.
Furthermore, the reinforcing part is a steel bar truss which is provided with an upper-chord main rib, a lower-chord main rib, an upper-layer distribution rib, a lower-layer distribution rib and truss vertical ribs; the upper chord main rib and the lower chord main rib are arranged in parallel, and the included angle between the truss vertical rib and the upper chord main rib/the lower chord main rib is 30-60 degrees.
Further, the diameters of the upper chord main rib and the lower chord main rib are selected from 6-14mm steel bars; the diameters of the upper-layer distribution ribs and the lower-layer distribution ribs are selected from reinforcing steel bars with the diameters of 4-8 mm; the diameter of the truss vertical rib is selected from a steel bar with the diameter of 5-8 mm.
Furthermore, the truss vertical ribs are arranged at equal intervals or at unequal intervals.
Furthermore, the steel bar truss is a polygonal column-shaped steel bar mesh or a single-layer steel bar mesh which is integrally welded.
Further, the distances from the steel bar truss to the first end and the second end of the structural panel are respectively 20mm, and the distances from the steel bar truss to the first surface and the second surface of the structural panel are respectively 20mm.
Further, the steel bar truss is provided with a protective layer for corrosion prevention and rust prevention.
Furthermore, the protective layer of the upper chord stud and the lower chord stud in the steel bar truss is at least 20mm.
Furthermore, an embedded part is arranged in the structural panel, and the first connecting part penetrates through the embedded part to fixedly connect the structural panel and the supporting part.
Furthermore, the embedded part and the steel bar truss are integrally connected.
Further, the structural panel is of class B06-B07 having a dry bulk density of 600-700kg/m3, and the strength is of class A5.0-A6.5.
Further, a bending resistance bearing capacity determination value Φ of the structural panel 1 1 or less, shear strength determination value phi 2 1 or less, and the deflection omega of the structural panel is l or less 0 /200, wherein l 0 Is a floor slab span.
According to another aspect of the present disclosure, there is provided a method of assembling a floor system, comprising: prefabricating a structural panel according to any one of the preceding claims; providing at least one support member, at least one first connecting member and at least one second connecting member; forming at least one first perforation in the structural panel; forming at least one second through hole in the support; the support is attached to the first or second surface of the structural panel; connecting said structural panel to a support by said first connector through said first and second apertures; and the adjacent structural panels are connected in an embedded manner through the second connecting piece.
According to another aspect of the present disclosure there is provided a building, wherein the building comprises a floor system as claimed in any one of the preceding claims.
The beneficial effects of this disclosure are: (1) By utilizing the lightweight aerated concrete structural panel material and utilizing the filling effect of the reinforcing bars in the structural panel, the floor slab is not easy to collapse under the action of an earthquake; (2) The structure panel is internally provided with a reinforcing piece, so that the main effect of earthquake resistance is achieved, and the floor slab is not easy to break and collapse under the action of earthquake; (3) The structural panel supporting piece plays an important role in resisting earthquake through the design of fixed connection of the first connecting piece, and the floor slab is not easy to break and collapse under the action of the earthquake; (4) The structural panels are connected by the second connecting piece, so that the rigidity of the whole plate seam is enhanced, and the common quality problem of cracking at the plate seam is solved.
Drawings
The above and other objects, features and advantages of the present disclosure will be more readily understood from the following detailed description of the present disclosure with reference to the accompanying drawings. The drawings are only for the purpose of illustrating the principles of the disclosure. The dimensions and relative positioning of the elements in the figures are not necessarily drawn to scale.
Figure 1 illustrates an earthquake-resistant floor system provided by the present disclosure;
FIG. 2 shows a schematic view of a structural panel provided by the present disclosure;
3a-3b show a detailed structural schematic diagram of a steel bar truss;
FIG. 4 illustrates a seismic connection configuration of a support, a first connector, and a structural panel in a flooring system in accordance with an embodiment of the present disclosure;
FIG. 5 illustrates a seismic connection configuration of a support member, a first connector, and a first structural panel in another embodiment of a floor system provided by the present disclosure;
FIG. 6 shows a schematic view of a connection configuration that enhances the stiffness of the structural integrity panel seam.
Detailed Description
Exemplary disclosures of the present disclosure will be described hereinafter with reference to the accompanying drawings. In the interest of clarity and conciseness, not all features of an implementation of the present disclosure are described in the specification. It will be appreciated, however, that in the development of any such actual implementation, numerous implementation-specific decisions may be made to achieve the developers' specific goals, such as compliance with system-related and business-related constraints, which may vary from one implementation to another.
Here, it should be further noted that, in order to avoid obscuring the disclosure with unnecessary details, only the structures closely related to the solution according to the disclosure are shown in the drawings, and other details not so much related to the disclosure are omitted.
It is to be understood that the disclosure is not limited to the described embodiments, as described below with reference to the drawings. In the present disclosure, features between different embodiments may be replaced or borrowed where feasible, and one or more features may be omitted in one embodiment.
Referring to fig. 1, fig. 1 shows an earthquake-proof floor system provided by the present disclosure. As shown in fig. 1, the floor system comprises at least a structural panel 10, a support member (not shown), a first connector 20 and a second connector 30.
The structural panels 10 are connected to the support members by first connectors 20 and adjacent structural panels 10 are connected together by second connectors 30.
Referring to fig. 2, fig. 2 shows a schematic view of a structural panel provided by the present disclosure. The structural panels 10 may illustratively be horizontal load bearing panels such as floor and roof panels. The structural panel 10 has a first end, a second end, a first surface and a second surface.
In particular, the structural panel 10 includes at least one integrally formed Autoclaved Aerated Concrete 11 (AAC or ALC) and a reinforcement 12. Illustratively, the reinforcement 12 is spaced from the first and second ends of the structural panel 10 by a distance of about 20mm each and the reinforcement is spaced from the first and second surfaces of the structural panel by a distance of about 20mm each, for ease of installation of the structural panels and grouting of the joints between the structural panels.
Specifically, the structural panel 10 uses the reinforcing material 12 as a framework of the structural panel, and uses the autoclaved aerated concrete 11 as a filler of the framework. The autoclaved aerated concrete 11 is a light silicate building product with a uniform, fine and porous structure, which is prepared by taking a siliceous material and a calcareous material as main raw materials, adding a gas former and other regulating materials, and carrying out processes of accurate metering, stirring, pouring, gas generation standing, accurate cutting, autoclaved curing and the like, and has excellent performance indexes such as heat conductivity coefficient, drying shrinkage value, dry density and the like. The reinforcing part 12 plays a key role in the bearing performance and the anti-seismic performance of the floor system.
Further, the reinforcing members 12 may be steel trusses that function as reinforcing bars in the structural panel 10. It should be understood by those skilled in the art that the steel trusses are only exemplary illustrations of the reinforcements 12 in the present disclosure, and are not intended as specific limitations on the reinforcement structure. Any reinforcing structure that meets the requirements of the system performance of the floor system in terms of the bending resistance bearing capacity, the shear strength, the deflection resistance and the shock resistance of the structural panel can be applied to the present disclosure.
Referring to fig. 3a to 3b, fig. 3a to 3b are schematic structural diagrams of the steel bar truss, wherein fig. 3a is a top view of the steel bar truss, and fig. 3b is a left side view of the steel bar truss. As shown in fig. 3a-3b, the steel bar truss includes a plurality of upper main chord ribs 121, a plurality of lower main chord ribs 122, a plurality of upper distribution ribs 123, a plurality of lower distribution ribs 124, and a plurality of truss vertical ribs 125. The plurality of upper-chord main ribs 121, the plurality of lower-chord main ribs 122, and the upper-chord main ribs 121 and the lower-chord main ribs 122 are arranged in parallel with each other and extend in a first direction (for example, a longitudinal direction). The upper-layer distribution ribs 123, the lower-layer distribution ribs 124, and the upper-layer distribution ribs 123 and the lower-layer distribution ribs 124 are arranged in parallel to each other and extend along a second direction (for example, in a transverse direction); a plurality of truss studs 125 connect upper chord king rib 121 and lower chord king rib 122. Preferably, the steel bar truss is formed by adopting an integral welding mode.
Further, the number of the upper chord main tendons 121 and the lower chord main tendons 122 of the steel bar truss can be set to be the same, so that the upper chord main tendons 121, the lower chord main tendons 122, the upper layer distribution tendons 123, the lower layer distribution tendons 124 and the truss vertical tendons 125 cooperate to form a single-layer steel bar mesh. The rebar diameters of the upper-chord kingwire 121 and the lower-chord kingwire 122 may be set to the same or different diameters. For example, the diameter of the steel bars of the upper chord main bar 121 and the lower chord main bar 122 can be hot rolled ribbed steel bars arranged between 6mm and 14 mm. The yield strength of the hot rolled ribbed bar may illustratively be 400Mpa. It is understood that the material and type of the steel bar are only examples, and are not meant to further limit the present disclosure. Alternatively, hot rolled ribbed steel bars with a yield strength of 300Mpa, plain round steel bars, and the like, may be used in the present disclosure.
Alternatively, the number of the upper main chord 121 and the lower main chord 122 of the steel bar truss can be set to different numbers, so that the upper main chord 121, the lower main chord 122, the upper distribution rib 123, the lower distribution rib 124 and the truss vertical ribs 125 cooperate to form a polygonal column-shaped steel bar mesh.
Further, the number of the upper distribution ribs 123 and the lower distribution ribs 124 of the steel bar truss may be set to be the same, and for example, the diameter of the steel bars of the upper distribution ribs 123 and the lower distribution ribs 124 may be set to be between 4 and 8 mm. The yield strength of the hot rolled ribbed bar may illustratively be 400Mpa. The diameters of the reinforcing bars of the upper distribution rib 123 and the lower distribution rib 124 may be set to be the same or different diameters. It is understood that the material and type of the steel bar are only examples, and are not meant to further limit the present disclosure.
Further, the truss studs 125 may be straight studs, triangular studs, or triangular studs in combination with straight studs. The diameter of the steel of the truss stud 125 can be set between 5-8mm for hot rolled ribbed steel. The yield strength of the hot rolled ribbed bar may illustratively be 400Mpa. Preferably, when the plate length of the structural panel 10 is less than or equal to 4m, the truss studs 125 are preferably hot rolled ribbed steel bars having a yield strength of 400Mpa and a diameter of more than 5 mm; when the plate length of the structural panel 10 is greater than 4 meters, the truss studs 125 are preferably hot rolled ribbed steel bar having a yield strength of 400Mpa and a diameter of 8mm or more. Further, the truss studs 125 may be arranged at equal intervals or at unequal intervals. Likewise, the materials and types of the truss studs are merely examples and are not meant to further limit the present disclosure.
Preferably, the truss studs 125 in the present disclosure are connected between the upper chord main stud 121/the lower chord main stud 122 in a triangular stud configuration. More preferably, the angle between the truss struts 125 and the upper chord 121/lower chord 122 is 30-60 °.
Further, a protective layer is further arranged on the steel bar truss and used for corrosion prevention and rust prevention, the protective layer is at least arranged on the upper chord main rib and the lower chord main rib, and the thickness of the protective layer is at least 20mm.
It will be understood by those skilled in the art that the steel bar truss can be further adjusted in structure according to the requirements of the bearing performance and the earthquake-resistant grade of the floor slab. For example, for a floor slab with low requirements on bearing performance and low requirements on earthquake resistance level, a steel bar truss formed by configuring a plurality of upper-chord main bars 121/lower-chord main bars 122 can be directly adopted without using truss vertical bars. For the structural panel with high requirements on bearing performance and earthquake resistance grade, the diameters of the steel bars of the upper-chord main bar 121/the lower-chord main bar 122, the upper-layer distribution bar 123/the lower-layer distribution bar 124 and the truss vertical bars 125 can be increased, and/or the arrangement density of the steel bars can be increased.
Further, the specification and size of the structural panel 10 of the present disclosure can be designed in a matching manner according to the design requirements of the floor system. Illustratively, the structural panel 10 may have a panel length of 1200-6000mm, a width of 600-1200mm, and a thickness of 150-300mm. The dry bulk density of the structural panel 10 of the present disclosure may be in the range of 600-700kg/m3 for class B06-B07, and the strength level of the structural panel 10 may be in the range of A5.0-A6.5, which should also meet the bending resistance bearing capacity determination value phi in terms of performance parameter design 1 1 or less, shear strength determination value phi 2 1 or less, and a deflection ω of the structural panel is 1 or less 0 /200, wherein l 0 For floor spans to ensure during earthquakesThe fracture and collapse are not easy to be caused under the action of the (A).
Specifically, bending resistance bearing capacity determination value Φ 1 Determined by equation 1:
m in formula 1 r For values of bending moment across the structural panel calculated as a basic combination, M d The structural panel is resistant to bending loads. Further mid-span bending moment value M of structural panel r Determined by equation 2.
G in equation 2 1 Is the dead weight of the structural panel, g 2 For the dead weight of the decorative surface layer, q is the live load determined according to the building structure load Specification GB50009-2012, l 0 Is a structural panel span.
Further, the span-middle bending moment value M of the structural panel d Determined by equation 3.
M d ＝f y ·A st ·(h-a s -a s ) (formula 3)
F in equation 3 y For the design value of strength, A st Area of reinforcement in the tension zone within the slab width of the structural panel, a s Is the thickness of the protective layer.
Specifically, the shear strength determination value Φ 2 Determined by equation 4:
v in equation 4 r For structural panel mid-span shear values, V d The structural panel resists shear bearing capacity. Further structural panel mid-span shear force value V r As determined by equation 5.
G in equation 5 1 Is the dead weight of the structural panel, g 2 For the dead weight of the decorative surface layer, q is the live load determined according to the building structure load Specification GB50009-2012, l 0 Is a structural panel span.
Further, the structural panel resists shear bearing capacity V d Determined by equation 6:
V d ＝0.45·f t ·b·h 0 (formula 6)
F in equation 6 t Designed for tensile strength, b is the width of the structural panel, h 0 Is the effective thickness of the structural panel.
Specifically, the deflection ω of the structural panel is determined by equation 7:
m in equation 7 k The value of the mid-span bending moment of the structural panel is calculated according to standard load, B is the rigidity of the structural panel under the consideration of the long-term effect of load, | 0 Is a structural panel span.
The structural panel provided by the disclosure is subjected to initial crack load test by a concentrated force quartering point loading method. Through testing, the initial crack load measured values of the structural panel provided by the disclosure all accord with floor slab load standard values of corresponding purposes in national standard building structure load specification GB50009-2012, and the standard values are calculated to be equivalent to 4150N/m2.
Specifically, according to the inventive concept of the present disclosure, the present disclosure performs the initial cracking load test using the structural panels of specific specifications 3600mm × 600mm 200mm, 3900mm × 600mm 200mm, 4200mm × 600mm 200mm as samples, and obtains the actual values of the initial cracking load of 5300N/m2, 4490N/m2, and 5330N/m2, respectively. Therefore, the structural panel provided by the disclosure has excellent crack resistance, which is far beyond the load standard value specified by the national corresponding application floor slab.
In conclusion, the structural panel disclosed by the invention has the advantages that the dead weight of the structural panel is light by integrally forming the autoclaved aerated concrete and the specially designed steel bar truss; and through the ingenious design of the parameters and the structure of the steel bar truss, the floor system provided by the disclosure is not easy to cause the breakage and collapse of the floor slab under the action of an earthquake, and the earthquake resistance of the floor system is improved.
Referring to fig. 4, fig. 4 is a diagram illustrating a seismic connection configuration of a support member, a first connector, and a structural panel in a flooring system according to an embodiment of the present disclosure. The support members 40 are disposed below the second surface of the first end of the structural panel 10-1 and below the second surface of the second end of the structural panel 10-2, and the support members 40 are configured to support portions of the structural panel 10-1 and the structural panel 10-2 to bear more than one times the normal load value of the structural panel 10-1 and the structural panel 10-2 under a longitudinal load in a direction perpendicular to the surface of the structural panel. The standard load values of the structural panel 10-1 and the structural panel 10-2 can be calculated according to the standard of the national standard of building structure load Specification GB50009-2012 and the load standards of the structural panels with different purposes, for example, the live load of an office floor needs 2kN/m2, and the dead load is calculated according to the dead weight of a board thickness decoration surface layer; and for the roof panel, calculating the live load according to 0.5kN/m < 2 > to obtain the standard load.
Further, a third distance between the first connector 20 and the first end of the structural panel 10-1 and a third distance between the first connector 20 and the second end of the structural panel 10-2 should be set within the plate end support length of the structural panel. Illustratively, the third distance is set to 45-90mm.
Further, as shown in fig. 2, embedded parts 50 are disposed in the first end portion and the second end portion of the structural panel 10 of the present disclosure, and the embedded parts 50 penetrate through the first surface and the second surface of the structural panel 10 and are welded to the steel bar trusses in the structural panel 10. The first connectors 20 penetrate the embedded parts 50 to fixedly connect the support member with the structural panel.
As shown in fig. 4, a support member 40 is provided beneath the second end of the first structural panel and the first end of the second structural panel, said support member 40 being an i-beam. The first and second structural panels 10-1, 10-2 and the i-beam are connected together by a first connector 20. The first connectors 20 may illustratively be a group of bolts by which a good integrity of the first and second structural panels 10-1, 10-2 with the i-beam is ensured. The specification of the bolts in the bolt group is selected to meet the requirement that all horizontal forces generated under the action of an earthquake are borne by the bolt group under the condition that the structural panel is fully loaded.
For example, taking an autoclaved aerated concrete panel with the length of 6m and the thickness of 300mm as an example, a steel bar truss in the autoclaved aerated concrete panel adopts a double-layer reinforcing bar formed by 6 three-level steel bars with the diameter of 12 mm. Under the condition of considering the self weight of the autoclaved aerated concrete panel, the maximum surface load which can be borne by the autoclaved aerated concrete panel is nearly 8kN/m < 2 >, and assuming that a large earthquake level influence coefficient of 8 degrees (0.3 g) of earthquake intensity is 1.2, the horizontal force generated under the earthquake action under the full load condition of a floor slab is as follows: 8x6x0.6x1.2=34.56kn, and according to the inventive concept that the horizontal force generated by the structural panel under the action of an earthquake is all borne by the bolt group, the horizontal force borne by the single-side bolt is as follows: 30.24/2=17.28kn. Therefore, for the structural panel, the specification of a specific bolt group can be selected, and the node bearing capacity of the structural panel is larger than the horizontal force born by the single-side bolt. For example, a plurality of 2M12 ordinary bolts can be selected to form a single-side bolt group, and the node bearing capacity of the single-side bolt group is 29kN and is larger than the horizontal force to be borne by the single-side bolt, namely 17.28kN.
After the specification of the unilateral bolt group is determined, the arrangement mode, the row margin, the row spacing and the bearing capacity reduction coefficient of the bolt group are further designed comprehensively, so that the shearing resistance bearing capacity, the bearing capacity and the shearing resistance bearing capacity of the bolt group after reduction can all meet the inventive concept disclosed by the invention.
Further, there may be steel plate connectors, tabs, etc. between the second surface of the structural panel and the i-beam to better secure the i-beam to the first and second structural panels 10-1 and 10-2.
It should be understood by those skilled in the art that while figure 4 illustrates a schematic view of a seismic connection configuration of a support member, a first connector member, and first and second structural panels in a floor system. The seismic connection configuration of the present disclosure is not limited to the seismic connection configuration provided in fig. 4.
Alternatively, referring to fig. 5, fig. 5 illustrates a structural view of a seismic connection of a support member, a first connector, and a first structural panel in another embodiment of a floor system provided by the present disclosure. It differs from the seismic connection in fig. 4 only in that it is a double-sided connection in fig. 4 and a single-sided connection in fig. 5, but it will be understood by those skilled in the art that the design of the support 40, the first connector 20 and the structural panel 10 may be the same as that of the corresponding components in fig. 4, and will not be described again here.
Further, the support member formed of the i-beam in the embodiment of fig. 4 and 5 may be replaced with a support member formed of a concrete beam. The inventive concept is the same and will not be described herein.
In the floor system, the floor slab should not collapse under the action of an earthquake by elaborately designing the earthquake-proof connection structure of the support member, the first connecting member and the structural panel in the floor system.
Further, a second connector 30 for enhancing the stiffness of the overall panel joint between the structural panels may also be included in the disclosed floor system.
Referring to fig. 6, fig. 6 is a schematic view showing a connection configuration for enhancing the rigidity of the overall panel seam of the structure.
As shown in fig. 6, there is a second connector 30 between adjacent structural panels, one end of the second connector 30 being embedded in a portion between the first and second ends of the first structural panel 10-1 and the other end of the second connector 30 being embedded in a bore 101 in a portion between the first and second ends of the second structural panel 10-2 adjacent to the structural panel, through the bore 101 in the structural panel 10-1. A plurality of second connecting pieces 30 which are arranged at intervals are arranged between the first structural panel 10-1 and the second structural panel 10-2. Through this second connector 30, strengthened whole board seam rigidity, reduced the downwarping parameter of structural panel. The depth to which the second connector 30 is embedded in the structural panel should meet the rebar requirement. Illustratively, the second connecting member 30 may be a three-level reinforcing bar (C12-C16 @ 600) having a diameter of 16mm and a bidirectional interval of 600, and the respective embedding depth between the adjacent structural panels may be set to 100-200mm, and more preferably, the respective embedding depth may be set to 150-200mm, and the down-warping size of the structural panel of the present disclosure is successfully reduced by 15-25% through the use of the second connecting member.
Further, a screed 60 is provided on the first surface of the first and second structural panels 10-1 and 10-2, and the screed 60 may illustratively be a thick gypsum self-leveling screed.
Further, a layer of render 70 is provided on the second surface of the first and second structural panels 10-1 and 10-2, the layer of render 70 may be composed of mortar or putty.
Further disposed between the panel seams at which the first and second structural panels 10-1 and 10-2 are disposed is an adhesive 80 and a PE rod 90.
To sum up, this disclosed superstructure system has reached the antidetonation requirement that big shake is not fallen, the moderate earthquake can be repaiied, little shake is not bad through designing structural panel, antidetonation supporting construction, board seam connection structure. More specifically:
(1) By utilizing the lightweight aerated concrete structural panel material and utilizing the filling effect of the reinforcing bars in the structural panel, the floor slab is not easy to collapse under the action of an earthquake;
(2) The structure panel has the main function of earthquake resistance through the configuration design of the reinforcing piece, and the floor slab is not easy to break and collapse under the action of the earthquake;
(3) The structural panel supporting piece plays an important role in resisting earthquake through the design of fixed connection of the first connecting piece, and the floor slab is not easy to break and collapse under the action of the earthquake;
(4) The structural panels are connected by the second connecting piece, so that the rigidity of the whole plate seam is enhanced, and the common quality problem of cracking at the plate seam is solved.
According to the floor system provided by the disclosure, the disclosure further provides a corresponding assembly method of the floor system. The assembling method specifically comprises the following steps:
s100, providing a prefabricated structural panel 10 containing a steel bar truss, wherein the performance parameters, materials and structural arrangement of the structural panel 10 are as described above and are not described again;
s200, forming a first through hole on the structural panel 10; the second through-hole is formed at a position corresponding to the first through-hole on the support, and the support may be provided at first surfaces of the first and second end portions, or the support may be provided at second surfaces of the first and second end portions.
A first connector 20 connects the support and the structural panel 10 together S300.
S400, drilling the structural panel according to the type of the second connecting member 30 between the adjacent structural panels, exemplarily, for the connecting steel pin with the second connecting member 30 of C12-C16 @600, firstly, drilling the structural panel 10
Drilling, connecting the adjacent structural panels 10 by using a bar planting technology of building structural adhesive, and repeating the operation S400 to realize the integral connection of the structural panels.
S500, connecting and compacting plate seams of adjacent structural panels through PE rod caulking and special adhesive caulking;
s600, forming a thick gypsum self-leveling screed layer on the first surface of the structural panel 10; a thick and thin layer of plaster (or putty) is formed on the second surface of the construction panel 10.
Further, in forming a thick or thin layer of plaster (or putty) on the second surface of the construction panel 10, the surface dust is removed first, then the thin layer of plaster (or putty) is applied twice, and then the finishing material is disposed thereon.
The floor system provided in this disclosure may be applied in any building having earthquake resistant requirements.
The present disclosure has been described in conjunction with specific embodiments, but it should be understood by those skilled in the art that the descriptions are intended to be illustrative, and not to limit the scope of the present disclosure. Various modifications and alterations of this disclosure will become apparent to those skilled in the art from the spirit and principles of this disclosure, and such modifications and alterations are also within the scope of this disclosure.
Claims (22)
1. A floor system, comprising:
at least one structural panel having a first end, a second end, a first surface and a second surface;
a reinforcement built into the structural panel;
the reinforcement having a first distance from the end of the structural panel and a second distance from the first and second surfaces of the structural panel;
a support member disposed below an end of the structural panel, the support member supporting a portion of the structural panel and being configured to bear a standard load value of the structural panel greater than one time or more under a first load in a direction perpendicular to the surface of the structural panel;
a connector having at least one, said connector being disposed through said structural panel to fixedly connect said structural panel to said support member;
a third distance is provided between the connecting member and the end of the structural panel, the third distance being such that the connecting member is subjected to a shearing force only when the structural panel is subjected to an axial force under a second load parallel to the surface direction of the structural panel.
2. A floor system as claimed in claim 1, wherein the structural panel comprises integrally formed autoclaved aerated concrete and the reinforcement.
3. A floor system as claimed in claim 1, wherein there is further provided a second connector spaced between adjacent structural panels.
4. A floor system as claimed in claim 3, wherein the depth to which the second connector is embedded in the structural panel is such as to meet the tendon planting requirements.
5. A floor system as claimed in claim 1, wherein the panel end support length of the structural panel and the support member support portion is greater than or equal to 90mm.
6. A floor system as claimed in claim 1, wherein the supports are steel i-beams or concrete beams and the width of the supports is greater than or equal to 200mm.
7. A floor system as claimed in claim 1, wherein the third distance is provided within the range of the plate end support length of the structural panel.
8. A floor system according to claim 7, wherein the third distance is 45-90mm.
9. A floor system as claimed in claim 1, wherein the horizontal forces generated by an earthquake when the structural panel is fully loaded are all carried by the first connector.
10. The floor system of claim 1, wherein the reinforcement is a steel bar truss having upper and lower chord king bars, upper and lower layer distribution bars, and truss studs; the upper chord main rib and the lower chord main rib are arranged in parallel, and the included angle between the truss vertical rib and the upper chord main rib/the lower chord main rib is 30-60 degrees.
11. A floor system as claimed in claim 10, wherein the diameter of the upper and lower chord king bars is selected from 6-14mm steel reinforcing; the diameters of the upper-layer distribution ribs and the lower-layer distribution ribs are selected from reinforcing steel bars with the diameters of 4-8 mm; the diameter of the truss vertical rib is selected from a steel bar with the diameter of 5-8 mm.
12. A floor system as claimed in claim 11, wherein the truss studs are arranged at equal or unequal intervals.
13. A floor system as claimed in claim 12, wherein the steel trusses are multi-sided column or single layer steel reinforcing mesh integrally welded.
14. The floor system of claim 12, wherein the steel bar trusses are spaced 20mm from the first and second ends of the structural panel, respectively, and 20mm from the first and second surfaces of the structural panel, respectively.
15. A floor system as claimed in claim 14, wherein the steel trusses have a protective layer for corrosion and rust protection.
16. The floor system of claim 15, wherein the protective layer of the upper and lower chord studs in the steel bar truss is at least 20mm.
17. The floor system of claim 1, wherein an embedment is provided in said structural panel, said first connector fixedly connecting said structural panel and said support through said embedment.
18. The floor system of claim 17, wherein the embedment is integrally connected with the rebar truss.
19. A floor system as claimed in claim 2, wherein the structural panel is of class B06-B07 with a dry bulk density of 600-700kg/m3 and the strength level is of class a5.0-a 6.5.
20. A floor system as claimed in claim 2, wherein the bending resistance load-determining value Φ for the structural panel 1 1 or less, shear strength determination value phi 2 1 or less, and the deflection omega of the structural panel is l or less 0 /200, wherein l 0 Is a floor slab span.
21. A method of assembling a floor system, comprising:
prefabricating a structural panel according to any one of claims 1 to 20;
providing at least one support member, at least one first connecting member and at least one second connecting member;
forming at least one first perforation in the structural panel;
forming at least one second perforation in said support;
the support is attached to the first or second surface of the structural panel;
connecting the structural panel and support by the first connector passing through the first and second apertures;
and the adjacent structural panels are connected in an embedded manner through the second connecting piece.
22. A building, wherein the building comprises a floor system as claimed in any one of claims 1 to 21.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211593217.9A CN115928926A (en) | 2022-12-13 | 2022-12-13 | Floor system and assembling method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211593217.9A CN115928926A (en) | 2022-12-13 | 2022-12-13 | Floor system and assembling method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115928926A true CN115928926A (en) | 2023-04-07 |
Family
ID=86698860
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211593217.9A Pending CN115928926A (en) | 2022-12-13 | 2022-12-13 | Floor system and assembling method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115928926A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102134907A (en) * | 2010-12-31 | 2011-07-27 | 中铁二局股份有限公司 | Construction method of steel bar truss floor support plate |
| CN205421646U (en) * | 2016-03-18 | 2016-08-03 | 沈阳建筑大学 | Floor structures |
| CN108625493A (en) * | 2018-06-30 | 2018-10-09 | 湖北神州建材有限责任公司 | Steam-pressing aero-concrete Assembled Building panel or roofing board support connecting structure |
| CN111305440A (en) * | 2020-03-24 | 2020-06-19 | 福建省永富建设集团有限公司 | Seamless connection system of assembled steel structure beam column member and floor bearing plate and construction method |
| US20220213684A1 (en) * | 2021-01-07 | 2022-07-07 | Skidmore, Owings & Merrill Llp | Modular composite action panel and structural systems using same |
-
2022
- 2022-12-13 CN CN202211593217.9A patent/CN115928926A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102134907A (en) * | 2010-12-31 | 2011-07-27 | 中铁二局股份有限公司 | Construction method of steel bar truss floor support plate |
| CN205421646U (en) * | 2016-03-18 | 2016-08-03 | 沈阳建筑大学 | Floor structures |
| CN108625493A (en) * | 2018-06-30 | 2018-10-09 | 湖北神州建材有限责任公司 | Steam-pressing aero-concrete Assembled Building panel or roofing board support connecting structure |
| CN111305440A (en) * | 2020-03-24 | 2020-06-19 | 福建省永富建设集团有限公司 | Seamless connection system of assembled steel structure beam column member and floor bearing plate and construction method |
| US20220213684A1 (en) * | 2021-01-07 | 2022-07-07 | Skidmore, Owings & Merrill Llp | Modular composite action panel and structural systems using same |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Chybiński et al. | Theoretical, experimental and numerical study of aluminium-timber composite beams with screwed connections | |
| US4646495A (en) | Composite load-bearing system for modular buildings | |
| KR100989586B1 (en) | Girder for rahmen structure, the making method and bridge construction method using girder for rahmen structure | |
| JP7012405B1 (en) | Gypsum-based bearing surface material, bearing wall structure and bearing wall construction method for wooden structures | |
| Braconi et al. | Seismic performance of a 3D full‐scale high‐ductility steel–concrete composite moment‐resisting structure—Part I: Design and testing procedure | |
| Al-Shaarbaf et al. | A state of the art review on hollow core slabs | |
| Nouri et al. | Semi-rigid partial-strength steel-timber composite (STC) connections with mechanically anchored steel rods | |
| CN209780032U (en) | Partially prefabricated section steel-concrete combined column based on side plates | |
| Ongaretto et al. | Wood-based solutions to improve quality and safety against seismic events in conservation of historical buildings | |
| CN108571169B (en) | Construction method for factory prefabricated steel concrete superposed shear wall assembly type building | |
| CN110748076B (en) | Prestressed steel pipe truss externally-hung wallboard and wall body manufactured and installed by using same | |
| CN111236091B (en) | Concrete lining reinforcing structure of corrugated steel web box girder bridge | |
| CN109736509B (en) | L-shaped partially-prefabricated composite beam and construction method and application thereof | |
| CN115928926A (en) | Floor system and assembling method thereof | |
| CN107355027B (en) | Section steel concrete shear wall assembly type space modularized structural system and construction method | |
| CN116005871A (en) | Assembled light steel reinforced concrete strip laminated unidirectional floor slab with hollow steel trusses and manufacturing method thereof | |
| WO1996021069A1 (en) | A structural member | |
| CN212129619U (en) | Assembled floor reinforcing structure | |
| Wang et al. | Seismic performance of flat plate structure with steel capital | |
| US10745903B1 (en) | Building including horizontally-oriented reinforced transfer beams and a fabrication method therefor | |
| CN209891381U (en) | Building structure | |
| Lawson et al. | Developments of cold-formed steel sections in composite applications for residential buildings | |
| CN111155692A (en) | Fabricated floor slab reinforcing structure and construction method thereof | |
| Thirugnanam et al. | Experimental Investigation on Steel Concrete Composite Floor Slab | |
| AU707101B2 (en) | A structural member |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |