CN113250359B - Full precast concrete floor slab connection structure and design calculation method - Google Patents

Full precast concrete floor slab connection structure and design calculation method Download PDF

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CN113250359B
CN113250359B CN202110765560.6A CN202110765560A CN113250359B CN 113250359 B CN113250359 B CN 113250359B CN 202110765560 A CN202110765560 A CN 202110765560A CN 113250359 B CN113250359 B CN 113250359B
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vertical
precast concrete
grooves
longitudinal
concrete floor
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CN113250359A (en
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刘晓刚
郑明召
王皓
岳清瑞
孙鸿敏
刘洁
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University of Science and Technology Beijing USTB
Central Research Institute of Building and Construction Co Ltd MCC Group
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University of Science and Technology Beijing USTB
Central Research Institute of Building and Construction Co Ltd MCC Group
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/023—Separate connecting devices for prefabricated floor-slabs
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/66—Sealings
    • E04B1/68—Sealings of joints, e.g. expansion joints
    • E04B1/6801—Fillings therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/04—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

Abstract

The invention discloses a full precast concrete floor slab connection structure and a design calculation method, wherein the connection structure comprises precast concrete floor slabs (1) at two sides, a rear reinforcing steel frame (2), a rear penetrating longitudinal bar (3) and rear poured concrete (4), and the side surface of the precast concrete floor slab (1) at the connection side is provided with a longitudinal through groove (11) and a plurality of vertical through grooves (12); the rear reinforcing steel bar frame (2) is arranged in the vertical through grooves (12) of the floor slabs on two sides in the middle; the rear penetrating longitudinal bars (3) penetrate through the rear reinforcing steel bar frame (2); and the post-cast concrete (4) is poured in the longitudinal through groove (11) and the plurality of vertical through grooves (12). The invention can obviously improve the shearing resistance, bending rigidity and bearing capacity in the whole precast floor slab surface, ensure the deformation coordination at the slab joint when bearing vertical load and achieve the use performance similar to the integral cast-in-situ floor system. The invention has reliable performance, simple structure, quick construction and environmental protection.

Description

Full precast concrete floor slab connection structure and design calculation method
Technical Field
The invention relates to the technical field of building structure connection structures, in particular to a full precast concrete floor connection structure and a design calculation method.
Background
The floor slab is used as an important component of the whole building structure, not only bears vertical load, but also can transmit horizontal load generated under the action of earthquake and wind load to the anti-side system. The traditional steel-cast-in-place concrete floor slab shows excellent mechanical properties, but a large number of workers are still required to carry out work such as on-site template manufacturing, reinforcement bar binding, concrete pouring and the like in the construction process, and the problems of complex construction, large workload, low construction efficiency and the like exist; in addition, with the shortage of labor, the labor cost required is greatly increased; the large-scale field wet operation causes environmental pollution, does not accord with the industrialized development direction of the buildings promoted in China, and goes against the sustainable development concept.
The existing floor forms mainly comprise traditional truss rib floor bearing plates, detachable bottom die truss rib floor bearing plates, composite floor slabs of laminated slabs and the like, but the products are not mature residential building floor solutions through market verification. The profiled steel sheet of the traditional truss rib floor support plate is exposed, has poor aesthetic property, hinders decoration, has poor user experience and has low customer acceptance in houses; the construction process of the detachable bottom die truss rib floor support plate is complex, the actual reusability of the bottom die is low, and the cost is high; the actual thickness of the composite floor slab of the laminated slab is required to be more than 150mm, and the applicability of the composite floor slab in residential buildings with the floor slab thickness of 100-120mm is limited.
In order to solve the corresponding problems, related researches on the full-prefabricated floor slab adopting the slotted hole connection are also carried out at present, the full-prefabricated floor slab adopting the slotted hole connection can meet the engineering requirements of complete factory production and field assembly installation of components, a small amount of wet operation is carried out on the field, the construction efficiency is obviously improved, and the full-prefabricated floor slab is more green and environment-friendly and has obvious economic benefit. However, due to the limitation of the floor size during transportation, a patchwork is inevitably formed between adjacent prefabricated floors. The shear resistance, the bending rigidity and the bearing capacity in the floor surface are influenced by the physical connection joints among the fully prefabricated floors, so that the integrity of the floors is obviously reduced; in addition, under the action of vertical load, the full precast slabs on the two sides of the abutted seam have the problems of deformation inconsistency and the like, so that the decoration and fitment at the abutted seam are damaged, and the use comfort and the attractiveness are influenced.
Disclosure of Invention
In order to solve the problems, the invention provides a full precast concrete floor slab connection structure and a design calculation method, wherein the connection structure can obviously improve the shearing resistance, the bending rigidity and the bearing capacity in the full precast floor slab surface, ensure the deformation coordination of slab joints when bearing vertical load and achieve the service performance similar to that of an integral cast-in-place floor system. The invention relates to a fully-prefabricated assembled floor slab which has the advantages of reliable performance, simple structure, quick construction, environmental protection and the like.
The invention is realized by the following steps:
the invention firstly provides a full precast concrete floor slab connection structure, which comprises precast concrete floor slabs 1 at two sides, a rear reinforcing steel frame 2, a rear penetrating longitudinal bar 3 and post-cast concrete 4, wherein:
the side surface of the connecting side of the precast concrete floor slab 1 is provided with a longitudinal through groove 11 and a plurality of vertical through grooves 12, the longitudinal through groove 11 longitudinally penetrates through the length of the floor slab, and the vertical through grooves 12 are formed in the longitudinal through groove 11 and vertically penetrate through the thickness of the floor slab; the transverse steel bars 13 in the precast concrete floor slab 1 form U-shaped steel bars 14 between the adjacent vertical through grooves 12 and are leaked in the longitudinal through grooves 11;
the rear reinforcing steel bar frame 2 is arranged in the middle of a vertical through groove 12 formed by butt joint of floor slabs on two sides;
the rear penetrating longitudinal bars 3 penetrate through the rear reinforcing steel bar frames 2 and the U-shaped bars 14 and are symmetrically arranged in the longitudinal through grooves 11 of the floor slabs on two sides;
the post-cast concrete 4 is poured in the longitudinal through grooves 11 and the plurality of vertical through grooves 12 and is anchored with the rear reinforcing steel bar frame 2 and the rear penetrating longitudinal bars 3 to form a through connecting block.
Preferably, the longitudinal through-grooves 11 divide the precast concrete floor slab 1 into an upper region and a lower region at a connection side, and the transverse reinforcing bars 13 form closed U-shaped bars 14 between the upper region and the lower region between the adjacent vertical through-grooves 12.
Preferably, the cross section of the longitudinal through groove 11 is a trapezoidal necking structure with a wide inner part and a narrow outer part.
Preferably, the vertical through groove 12 has a trapezoidal necking structure with a wide inside and a narrow outside in the plate surface direction, and is vertically symmetrical along the center line of the vertical through groove 11 in the plate thickness direction, and both the upper side and the lower side have a trapezoidal necking structure with a wide outside and a narrow inside.
Preferably, the vertical through grooves 12 are uniformly distributed along the longitudinal through groove 11 at intervals, and the depths of the vertical through grooves 12 and the longitudinal through groove 11 are the same.
Preferably, the U-shaped rib 14 is formed by bending and butting upper and lower layers of transverse steel bars 13 of the precast concrete floor 1 at the position of the non-vertical through groove 12 on the connecting side, or the upper and lower layers of transverse steel bars 13 are the whole U-shaped rib 14 at the position of the non-vertical through groove 12 on the connecting side.
Preferably, the post-reinforcing frame 2 is a square reinforcing ring processed and formed in a factory.
Preferably, the middle of the square steel bar ring is welded with a transverse frame vertical bar 21, and the transverse frame vertical bar 21 is used for placing the rear through vertical bar 3 when the rear through vertical bar 3 penetrates through the rear steel bar frame 2.
Preferably, the post-cast concrete 4 is ultra high performance concrete UHPC.
The invention also provides a design calculation method of the full precast concrete floor slab connection structure, which comprises the following steps:
step 1, determining the size and reinforcing bars of a precast concrete floor:
the dimensions of the precast concrete floor comprise the thickness h and the length l of the slab, and the reinforcement of the floor is a @ b, wherein a is the diameter of the transverse reinforcement of the precast concrete floor, and b is the distance between the transverse reinforcements of the precast concrete floor;
step 2, determining the sizes of the slotted holes of the longitudinal through groove 11 and the vertical through groove 12:
the depth of the two grooves is the same and is s, and the size of the vertical through groove 12 comprises the inner width w of the plate surface1Outer width w of the plate surface2Middle inner width w3And a middle outer width w4Horizontal inclination angle of board surface
Figure 930390DEST_PATH_IMAGE001
Inclination angle in plate thickness direction
Figure 290964DEST_PATH_IMAGE002
(ii) a Passing longitudinally through the slot 11Dimension including inner width k1Outer width k2And the angle of inclination
Figure 835340DEST_PATH_IMAGE003
；
The following relationships exist for each dimension:
Figure 1879DEST_PATH_IMAGE004
Figure 892475DEST_PATH_IMAGE005
Figure 423951DEST_PATH_IMAGE006
Figure 32786DEST_PATH_IMAGE007
determination of w1、k1、
Figure 878383DEST_PATH_IMAGE001
、
Figure 889064DEST_PATH_IMAGE002
、
Figure 388178DEST_PATH_IMAGE003
S can determine w2、w3、w4、k2The size of (d);
step 3, presetting a w1、k1、
Figure 218731DEST_PATH_IMAGE001
、
Figure 930335DEST_PATH_IMAGE002
、
Figure 716895DEST_PATH_IMAGE003
And the size of s, the slotted hole is checked according to the following principle:
the shearing damage of the adjacent precast concrete floor areas can not be caused by the shear resistant grooves formed after UHPC is poured into the vertical through grooves 12;
the shear resistant groove formed after UHPC is poured into the vertical through groove 12 can not cause local pressure damage to the adjacent precast concrete floor areas;
Figure 855752DEST_PATH_IMAGE008
formula 1
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Formula 2
Wherein the content of the first and second substances,
Figure 220054DEST_PATH_IMAGE010
Figure 939748DEST_PATH_IMAGE011
Figure 249507DEST_PATH_IMAGE012
in the formula (I), the compound is shown in the specification,
Figure 992335DEST_PATH_IMAGE013
for the shearing-resistant bearing capacity of the UHPC in the vertical through groove 12 after the pouring is finished,
Figure 780163DEST_PATH_IMAGE014
the shear-resistant bearing capacity of the concrete of the adjacent precast concrete floor slab of the vertical through groove 12,
Figure 619943DEST_PATH_IMAGE015
the local pressure bearing capacity of the adjacent precast concrete floor slabs,
Figure 631761DEST_PATH_IMAGE016
、
Figure 924202DEST_PATH_IMAGE017
、
Figure 201206DEST_PATH_IMAGE018
respectively is a designed value of the shear strength of UHPC, a designed value of the shear strength of the concrete for the precast floor slab and a designed value of the compressive strength,
Figure 895493DEST_PATH_IMAGE019
the shear strength reduction coefficient of the U-shaped transverse steel bar 13 is determined through tests;
verifying whether the basic parameters of the slotted hole meet the requirements of the formulas 1 and 2 according to the formula, if so, carrying out the next step, if not, changing the size of the slotted hole, continuing to carry out the verification of the formulas 1 and 2 until the size of the slotted hole meets the requirements, and then carrying out the next step;
step 4, after the size of the slotted hole meets the requirement, calculating the bearing capacity of the connecting structure of the full precast concrete floor slab, wherein the calculation includes shearing resistance bearing capacity and bending resistance bearing capacity;
shear-resisting bearing capacity at interface
Figure 281475DEST_PATH_IMAGE020
The method comprises the following steps: shear force provided by rear reinforcing steel bar frame 2
Figure 857950DEST_PATH_IMAGE021
Shear force provided by post-pouring UHPC in vertical through groove 12
Figure 925263DEST_PATH_IMAGE013
And the friction force between the precast concrete floors
Figure 474056DEST_PATH_IMAGE022
I.e. by
Figure 296518DEST_PATH_IMAGE023
Figure 360289DEST_PATH_IMAGE024
Figure 214982DEST_PATH_IMAGE025
In the formula (I), the compound is shown in the specification,
Figure 352702DEST_PATH_IMAGE026
the shear strength reduction coefficient of the rear reinforcing steel bar frame 2 is calibrated through tests,
Figure 611645DEST_PATH_IMAGE027
the coefficient of friction of the interface of the two precast concrete floor slabs is N, and the axial force between the two precast concrete floor slabs is N;
calculating the bending resistance bearing capacity:
Figure 162712DEST_PATH_IMAGE028
Figure 306248DEST_PATH_IMAGE029
for the reduction factor of the design value of the bending strength of the post-positioned reinforcing steel bar frame 2,
Figure 564054DEST_PATH_IMAGE030
for the design value of the bending strength of the post-positioned reinforcing steel bar frame 2,
Figure 525057DEST_PATH_IMAGE031
the cross-sectional area of the rear reinforcing cage 2,
Figure 392781DEST_PATH_IMAGE032
in order to set the height of the reinforcing cage 2,
Figure 667905DEST_PATH_IMAGE033
the reduction coefficient is designed for the bending strength design value of UHPC, and is calibrated through tests;
Figure 232747DEST_PATH_IMAGE034
for the designed value of the bending strength of UHPC,
Figure 99072DEST_PATH_IMAGE035
is the UHPC bending resistance area;
and 5, calculating the shearing resistance bearing capacity and the bending resistance bearing capacity within the plate length l range.
And (3) calculating shearing resistance bearing capacity:
Figure 562414DEST_PATH_IMAGE036
calculating the bending resistance bearing capacity:
Figure 313333DEST_PATH_IMAGE037
and (3) after the connection structure of the precast concrete floor is designed, comparing the V and the M with the shearing force and the bending moment of the floor splicing joint position calculated by the structure according to the actual working condition load, wherein the comparison result is larger than the shearing force and the bending moment.
Compared with the prior art, the fully precast concrete floor slab connection structure provided by the invention has the following advantages:
according to the invention, the slotted holes with good horizontal and vertical embedding functions are uniformly distributed at the splicing part of two adjacent precast concrete floors, the structural characteristics of the slotted holes are ingeniously utilized, the rear reinforcing steel bar frame and the rear penetrating longitudinal bars are combined, reliable connection can be formed inside and outside the floor surface, the tensile property in the direction vertical to the slab joint and the shear resistance in the direction parallel to the slab joint are ensured by the intermediate connection structure after the concrete is poured, high-performance reliable connection is formed between the full precast floors, the rigidity of the slab joint and the cooperative deformation capability between the adjacent precast floors are improved, and the integral lifting of the floor is facilitated.
The casting material adopts UHPC, fully exerts the performance advantages of post-cast UHPC material, and has the excellent performances of ultrahigh strength, ultrahigh toughness, overlong durability and the like. Compared with common concrete, the concrete can form stronger bonding and anchoring to the reinforcing steel bars.
The fully-prefabricated concrete floor slab has no overhanging steel bars, and the interface does not need special treatment, thereby obviously reducing the difficulty of processing and manufacturing the floor slab in a factory and facilitating the standardized and automatic production of the prefabricated floor slab; during site construction, concrete can be poured only by simply erecting a formwork in a post-cast area, construction is simple and rapid, and the construction period can be greatly shortened.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It should be apparent that the drawings in the following description are merely exemplary, and that other embodiments can be derived from the drawings provided by those of ordinary skill in the art without inventive effort.
The structures, ratios, sizes, and the like shown in the present specification are only used for matching with the contents disclosed in the specification, so that those skilled in the art can understand and read the present invention, and do not limit the conditions for implementing the present invention, so that the present invention has no technical significance, and any structural modifications, changes in the ratio relationship, or adjustments of the sizes, without affecting the functions and purposes of the present invention, shall fall within the scope covered by the technical contents disclosed in the present invention.
FIG. 1 is a schematic view showing an overall structure of an embodiment of a fully precast concrete floor;
FIG. 2 is a partially enlarged schematic view of a precast concrete floor slab joint construction;
FIG. 3 is a schematic view of a slot structure of a precast concrete floor slab;
FIG. 4 is a schematic view of the arrangement of the slot holes and the transverse reinforcing bars of the precast concrete floor slab;
FIG. 5 is a schematic view of a non-slotted position transverse bar construction;
fig. 6 is a schematic view of the structure of the rear reinforcing cage;
FIG. 7 is a schematic view of a connecting block structure;
FIG. 8 is a schematic view showing an overall structure of a connection of an embodiment of a fully precast concrete floor;
FIG. 9 is a schematic view of a plurality of precast concrete floor panels being joined;
fig. 10 is a schematic plan view of the vertical through-groove (plate surface direction);
FIG. 11 is a schematic front view of a vertical through groove (plate thickness direction);
fig. 12 is a schematic side view (plate end direction) of the longitudinal through groove.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the embodiments of the present invention are described in further detail below with reference to the embodiments and the accompanying drawings. The exemplary embodiments and descriptions of the present invention are provided to explain the present invention, but not to limit the present invention.
In the description of the present invention, it is to be understood that the terms "comprises/comprising," "consists of … …," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such product, apparatus, process, or method if desired. Without further limitation, an element defined by the phrases "comprising/including … …," "consisting of … …," or "comprising" does not exclude the presence of other like elements in a product, device, process, or method that comprises the element.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
It will be further understood that the terms "upper," "lower," "front," "rear," "left," "right," "top," "bottom," "inner," "outer," and the like, refer to an orientation or positional relationship illustrated in the drawings for convenience in describing the present invention and to simplify description, and do not indicate or imply that the referenced device, component, or structure must have a particular orientation, be constructed in a particular orientation, or be operated in a particular manner, and should not be construed as limiting the present invention.
The following describes the implementation of the present invention in detail with reference to preferred embodiments.
Referring to fig. 1, a full precast concrete floor slab connection structure includes precast concrete floor slabs 1 at both sides, a rear reinforcing frame 2, rear penetrating longitudinal bars 3, and rear cast-in-place concrete 4, wherein,
the precast concrete floor slab 1 is provided with a longitudinal through groove 11 and a plurality of vertical through grooves 12 on the side surface of the connection side, the longitudinal through groove 11 longitudinally penetrates the length of the floor slab on the side surface of the connection side, the vertical through groove 12 vertically penetrates the thickness of the floor slab on the side surface of the connection side, and the vertical through groove 12 and the longitudinal through groove 11 are mutually crossed and penetrated. And, the horizontal reinforcement 13 in the precast concrete floor 1 forms the U-shaped reinforcement 14 between the adjacent vertical through grooves 12, that is, at the non-vertical through groove 12 position of the connection side and leaks out in the longitudinal through groove 11.
Obviously, the side face of the connecting side, namely the side edge of the two precast concrete floors 1 which are connected with each other, is the longitudinal side edge of the floors, the longitudinal through grooves 11 are formed in the side edge of the floors along the longitudinal direction of the floors, namely, a groove hole is formed by forming a certain depth s from the side edge of the floors to the inside of the floors, the vertical through grooves 12 are uniformly arranged at intervals along the longitudinal through grooves 11, and the vertical through grooves 12 penetrate through the longitudinal through grooves 11 from the top surface of the floors downwards and penetrate to the bottom surface of the floors.
The rear reinforcing steel bar frame 2 is arranged in the vertical through grooves 12 of the floor slabs on two sides in the middle; after the connecting sides of the two floor slabs are butted, the vertical through grooves 12 are butted and combined into a complete slotted hole, as shown in fig. 2, the rear reinforcing steel bar frame 2 is placed in the slotted hole, and during the specific construction, temporary fixing measures can be adopted to temporarily fix the rear reinforcing steel bar frame 2 so that the rear reinforcing steel bar frame is basically positioned in the center of the slotted hole and does not shake or topple.
The rear penetrating longitudinal bars 3 penetrate through the rear reinforcing steel bar frames 2 and the U-shaped bars 14 and are longitudinally and symmetrically arranged in the longitudinal through grooves 11 of the floor slabs on two sides; the two rear penetrating longitudinal bars 3 are respectively arranged in the longitudinal penetrating grooves 11 of the floor slabs on two sides, the rear penetrating longitudinal bars 3 penetrate through the rear reinforcing frame 2 and the U-shaped bars 14, and after concrete is poured, the rear reinforcing frame 2 and the U-shaped bars 14 form restraining and stretching effects on the rear penetrating longitudinal bars 3.
In addition, since the vertical through-groove 12 is divided into the upper area and the lower area by the vertical through-groove 11, the horizontal reinforcement 13 at the position other than the vertical through-groove 12 is provided as a U-shaped reinforcement, thereby restraining the rear penetrating vertical reinforcement 3 and enhancing the integrity of the concrete at the position other than the vertical through-groove 12 at the upper and lower areas of the vertical through-groove 11.
The post-cast concrete 4 is poured in the longitudinal through grooves 11 and the plurality of vertical through grooves 12, and is anchored with the post-reinforcing steel bar frames 2 and the post-penetrating longitudinal bars 3 to form a through-length connecting block, as shown in fig. 7.
In the invention, the post-cast concrete 4 adopts ultra-high performance concrete UHPC. The UHPC has excellent performances such as ultrahigh strength, ultrahigh toughness, ultralong durability and the like, can form stronger bonding anchoring effect on the steel bars in the slotted holes (the anchoring performance is about 5-7 times of that of common C30 concrete) compared with common concrete, can reduce the anchoring length of the stressed steel bars in the tensioned reinforced concrete from 35d corresponding to C30 concrete to 5 d-7 d, namely, the anchoring length of the steel bars is reduced to 1/7-1/5 when the C30 concrete is anchored while ensuring the bearing capacity, rigidity and ductility of plate joints among full-precast floor slabs, and the size of the post-cast steel bars is obviously reduced, so that the size of the slotted holes, the using amount of the steel bars and the range of a post-cast UHPC area are effectively controlled, and the economic benefit is obvious.
In the invention, as shown in fig. 1 and fig. 12, the cross section of the longitudinal through groove 11 is a trapezoidal necking structure with a wide inside and a narrow outside, and the tensile strength of the plate joint can be obviously improved due to the shape with the wide inside and the narrow outside formed after UHPC is poured.
In the present invention, as shown in fig. 3 in combination with fig. 10 and 11, the vertical through-groove 12 has a trapezoidal throat structure with a wide inside and a narrow outside in the plate surface direction, and is vertically symmetrical along the center line of the vertical through-groove 11 in the plate thickness direction, and both the upper and lower parts have a trapezoidal throat structure with a wide outside and a narrow inside. By designing the shape of wide inside and narrow outside in the plate surface direction, effective connection in the horizontal and longitudinal directions between the post-cast UHPC and the precast concrete plate is ensured, and the post-cast UHPC and the precast concrete plate cooperate with the post-reinforcing steel bar frame 2 to resist shearing force in the direction parallel to the plate joint and pulling force in the direction vertical to the plate joint together; the plate thickness direction is a symmetrical structure which takes the plate thickness central line as a symmetrical axis and has a narrow middle part and a wide middle part, so that the effective connection in the out-of-plane direction between the post-cast UHPC and the precast concrete plate is ensured, and the post-cast steel bar frame 2 is cooperated to resist the positive and negative bending moment and deformation under the action of vertical load.
In the invention, the vertical through grooves 12 are uniformly distributed at intervals along the longitudinal through grooves 11, and the depths of the vertical through grooves 12 and the longitudinal through grooves 11 are the same. From the perspective of the construction process, the depth of the slotted holes is the same, so that the slotted holes are convenient to open, and in addition, the distance between the vertical through grooves 12 is kept consistent with the distance between the transverse steel bars 13 in the floor slab, so as to avoid the transverse steel bars in the precast concrete floor slab, as shown in fig. 4.
In the invention, as shown in fig. 2 and 5, the upper and lower layers of transverse steel bars 13 of the precast concrete floor 1 are bent and butted into a U-shaped bar 14 at the position of the non-vertical through groove 12 at the connecting side, or the upper and lower layers of transverse steel bars 13 are provided with the whole U-shaped bar 14 at the position of the non-vertical through groove 12 at the connecting side, and the rear-mounted penetrating longitudinal bar 3 penetrates through the U-shaped bar 14. Through buckling into U type muscle with horizontal reinforcing bar, rearmounted penetrating is indulged muscle 3 and is passed from U type muscle when wearing to establish, can strengthen floor precast concrete on the one hand and post-cast being connected between the UHPC, and on the other hand can run through in coordination to the rearmounted reinforcing bar frame and indulge the muscle and form certain the inlaying and the drawknot effect, and rearmounted reinforcing bar frame runs through with the rearmounted and indulges the muscle combined action and firmly connect the both sides precast concrete floor board and form integratively.
In the present invention, as shown in fig. 6 in combination with fig. 2, the rear reinforcing frames 2 are square reinforcing rings formed by processing in a factory, the transverse frame vertical bars 21 are welded in the middle of the square reinforcing rings, and the transverse frame vertical bars 21 are used for placing the rear penetrating longitudinal bars 3 when the rear penetrating longitudinal bars 3 are inserted from the rear reinforcing frames 2. The transverse vertical bar 21 is welded in the middle of the square reinforcing bar ring, the rear-mounted penetrating longitudinal bar 3 is placed on the transverse vertical bar 21, the rear-mounted penetrating longitudinal bar 3 is basically positioned in the middle of the plate thickness direction in each vertical through groove 12, the plate thickness direction is symmetrical up and down, the structural arrangement is more reasonable, and the stress is more uniform.
The connection structure is spliced as shown in fig. 8, and the left and right precast concrete floor slabs 1 are engaged with each other through the connection structure. When three or more precast concrete floors are connected, the connecting structure can be used for completing the splicing of two floors to form a whole floor, and then the splicing of the two floors is carried out, as shown in figure 9.
The invention provides a full precast concrete floor slab connection structure, which is designed and calculated according to the following design and calculation method:
step 1, determining the size and reinforcing bars of a precast concrete floor:
the dimensions of the precast concrete floor comprise the thickness h and the length l of the slab, and the reinforcement of the floor is a @ b, wherein a is the diameter of the transverse reinforcement of the precast concrete floor, and b is the distance between the transverse reinforcements of the precast concrete floor;
step 2, determining the sizes of the slotted holes of the longitudinal through groove 11 and the vertical through groove 12:
the depth of the two grooves is the same and is s, as shown in fig. 10 and 11, the size of the vertical through groove 12 comprises the inner width w of the plate surface1Outer width w of the plate surface2Middle inner width w3And a middle outer width w4Horizontal inclination angle of board surface
Figure 811310DEST_PATH_IMAGE001
Inclination angle in plate thickness direction
Figure 51799DEST_PATH_IMAGE002
(ii) a As shown in FIG. 12, the dimension of the longitudinal through groove 11 includes an inner width k1Outer width k2And the angle of inclination
Figure 268016DEST_PATH_IMAGE003
；
The following relationships exist for each dimension:
Figure 681680DEST_PATH_IMAGE038
Figure 465789DEST_PATH_IMAGE005
Figure 408338DEST_PATH_IMAGE006
Figure 580693DEST_PATH_IMAGE007
determination of w1、k1、
Figure 1310DEST_PATH_IMAGE001
、
Figure 677142DEST_PATH_IMAGE002
、
Figure 525012DEST_PATH_IMAGE003
S can determine w2、w3、w4、k2The size of (d);
step 3, presetting a w1、k1、
Figure 184664DEST_PATH_IMAGE001
、
Figure 408972DEST_PATH_IMAGE002
、
Figure 532786DEST_PATH_IMAGE003
And the size of s, the slotted hole is checked according to the following principle:
the shearing damage of the adjacent precast concrete floor areas can not be caused by the shear resistant grooves formed after UHPC is poured into the vertical through grooves 12;
the shear resistant groove formed after UHPC is poured into the vertical through groove 12 can not cause local pressure damage to the adjacent precast concrete floor areas;
Figure 817136DEST_PATH_IMAGE008
formula 1
Figure 885455DEST_PATH_IMAGE009
Formula 2
Wherein the content of the first and second substances,
Figure 647875DEST_PATH_IMAGE039
Figure 563878DEST_PATH_IMAGE011
Figure 815868DEST_PATH_IMAGE012
in the formula (I), the compound is shown in the specification,
Figure 715691DEST_PATH_IMAGE013
for the shearing-resistant bearing capacity of the UHPC in the vertical through groove 12 after the pouring is finished,
Figure 688326DEST_PATH_IMAGE014
the shear-resistant bearing capacity of the concrete of the adjacent precast concrete floor slab of the vertical through groove 12,
Figure 724415DEST_PATH_IMAGE015
the local pressure bearing capacity of the adjacent precast concrete floor slabs,
Figure 84990DEST_PATH_IMAGE016
、
Figure 472109DEST_PATH_IMAGE017
、
Figure 373069DEST_PATH_IMAGE018
respectively is a designed value of the shear strength of UHPC, a designed value of the shear strength of the concrete for the precast floor slab and a designed value of the compressive strength,
Figure 529243DEST_PATH_IMAGE019
the shear strength reduction coefficient of the transverse steel bar 13 bent into the U shape is determined through tests;
verifying whether the basic parameters of the slotted hole meet the requirements of the formulas 1 and 2 according to the formula, if so, carrying out the next step, if not, changing the size of the slotted hole, continuing to carry out the verification of the formulas 1 and 2 until the size of the slotted hole meets the requirements, and then carrying out the next step;
step 4, after the size of the slotted hole is determined, calculating the bearing capacity of the connection structure of the fully-prefabricated concrete floor slab, wherein the calculation includes the shearing resistance bearing capacity and the bending resistance bearing capacity;
shear-resisting bearing capacity at interface
Figure 60719DEST_PATH_IMAGE020
The method comprises the following steps: shear force provided by rear reinforcing steel bar frame 2
Figure 669555DEST_PATH_IMAGE021
Shear force provided by post-pouring UHPC in vertical through groove 12
Figure 304DEST_PATH_IMAGE013
And the friction force between the precast concrete floors
Figure 10986DEST_PATH_IMAGE022
I.e. by
Figure 775679DEST_PATH_IMAGE023
Figure 606232DEST_PATH_IMAGE024
Figure 52257DEST_PATH_IMAGE025
In the formula (I), the compound is shown in the specification,
Figure 855128DEST_PATH_IMAGE026
the shear strength reduction coefficient of the rear reinforcing steel bar frame 2 is calibrated through tests,
Figure 993985DEST_PATH_IMAGE027
the coefficient of friction of the interface of the two precast concrete floor slabs is N, and the axial force between the two precast concrete floor slabs is N;
calculating the bending resistance bearing capacity:
Figure 108572DEST_PATH_IMAGE028
Figure 358287DEST_PATH_IMAGE029
for the reduction factor of the design value of the bending strength of the post-positioned reinforcing steel bar frame 2,
Figure 77982DEST_PATH_IMAGE030
for the design value of the bending strength of the post-positioned reinforcing steel bar frame 2,
Figure 387740DEST_PATH_IMAGE031
the cross-sectional area of the rear reinforcing cage 2,
Figure 379836DEST_PATH_IMAGE032
in order to set the height of the reinforcing cage 2,
Figure 964401DEST_PATH_IMAGE033
the reduction coefficient is designed for the bending strength design value of UHPC, and is calibrated through tests;
Figure 804181DEST_PATH_IMAGE034
for the designed value of the bending strength of UHPC,
Figure 19262DEST_PATH_IMAGE035
is the UHPC bending resistance area;
and 5, calculating the shearing resistance bearing capacity and the bending resistance bearing capacity within the plate length l range.
And (3) calculating shearing resistance bearing capacity:
Figure 311703DEST_PATH_IMAGE036
calculating the bending resistance bearing capacity:
Figure 840904DEST_PATH_IMAGE037
after the precast concrete floor slab connection structure is designed, V and M are compared with the shearing force and the bending moment of the floor slab splicing joint position calculated by the structure according to the actual working condition load, and the comparison result is only larger than the structure calculation result.
The design calculation method is a corresponding design calculation method provided by the invention aiming at the full precast concrete floor slab connection structure, the design thought is clear and definite, a theoretical basis is provided for checking the bearing capacity of the full precast concrete floor slab connection structure, and design calculation is convenient for professionals during engineering application.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.

Claims (9)

1. The utility model provides a full precast concrete floor joint construction, its characterized in that includes precast concrete floor (1), rearmounted reinforcing bar frame (2), the rearmounted longitudinal bar (3) and post-cast concrete (4) of running through of both sides, wherein:
the side surface of the connecting side of the precast concrete floor slab (1) is provided with a longitudinal through groove (11) and a plurality of vertical through grooves (12), the longitudinal through groove (11) longitudinally penetrates through the length of the floor slab, and the vertical through groove (12) is arranged on the longitudinal through groove (11) and vertically penetrates through the thickness of the floor slab; the transverse steel bars (13) in the precast concrete floor slab (1) form U-shaped steel bars (14) between the adjacent vertical through grooves (12) and are exposed in the longitudinal through grooves (11);
the rear reinforcing steel bar frame (2) is arranged in the center in a vertical through groove (12) formed by butt joint of floor slabs on two sides;
the rear penetrating longitudinal bars (3) penetrate through the rear reinforcing steel bar frame (2) and the U-shaped bars (14) and are symmetrically arranged in the longitudinal through grooves (11) of the floor slabs on two sides;
the post-cast concrete (4) is ultra-high performance concrete UHPC, is poured in the longitudinal through grooves (11) and the vertical through grooves (12), and is anchored with the post-reinforcing steel bar frame (2) and the post-penetrating longitudinal bars (3) to form a through-length connecting block.
2. The connection configuration according to claim 1,
the longitudinal through grooves (11) divide the precast concrete floor slab (1) into an upper area and a lower area on a connection side, and the transverse steel bars (13) form closed U-shaped bars (14) between the upper area and the lower area between the adjacent vertical through grooves (12).
3. The connection configuration according to claim 1,
the cross section of the longitudinal through groove (11) is of a trapezoidal necking structure with a wide inner part and a narrow outer part.
4. The connection configuration according to claim 3,
the vertical through groove (12) is of a trapezoidal necking structure with a wide inner part and a narrow outer part in the plate surface direction, and is vertically symmetrical along the central line of the longitudinal through groove (11) in the plate thickness direction, and the upper part and the lower part are of trapezoidal necking structures with wide outer parts and narrow inner parts.
5. The connection configuration according to claim 4,
the vertical through grooves (12) are uniformly distributed at intervals along the longitudinal through grooves (11), and the depths of the vertical through grooves (12) and the longitudinal through grooves (11) are the same.
6. The connection configuration according to claim 1,
the U-shaped ribs (14) are formed by bending and butting upper and lower layers of transverse steel bars (13) of the precast concrete floor slab (1) at the positions of the non-vertical through grooves (12) on the connecting side, or the upper and lower layers of transverse steel bars (13) are provided with the whole U-shaped ribs (14) at the positions of the non-vertical through grooves (12) on the connecting side.
7. The connection configuration according to claim 1,
the rear reinforcing steel bar frame (2) is a square reinforcing steel bar ring processed and formed in a factory.
8. The connection configuration according to claim 7,
the middle of the square reinforcing ring is welded with a transverse frame vertical bar (21), and the transverse frame vertical bar (21) is used for the rear through longitudinal bar (3) to be placed when the rear reinforcing frame (2) is penetrated.
9. A design calculation method of a full precast concrete floor slab connection construction according to any one of claims 1 to 8, comprising the steps of:
step 1, determining the size and reinforcing bars of a precast concrete floor slab (1):
the prefabricated concrete floor size comprises the plate thickness h and the plate length l, and the floor reinforcing steel bar comprises the transverse steel bar diameter a and the transverse steel bar spacing b;
step 2, determining the sizes of the slotted holes of the longitudinal through slot (11) and the vertical through slot (12):
the depth of the two grooves is the same and is s, and the size of the vertical through groove (12) comprises the inner width w of the plate surface1Outer width w of the plate surface2Middle inner width w3And a middle outer width w4Horizontal inclination angle of board surface
Figure DEST_PATH_IMAGE001
Inclination angle in plate thickness direction
Figure DEST_PATH_IMAGE002
(ii) a The dimension of the longitudinal through groove (11) comprises an inner width k1Outer width k2And inclination angle in depth direction
Figure DEST_PATH_IMAGE003
；
The following relationships exist for each dimension:
Figure DEST_PATH_IMAGE004
determining the basic size w of the slot1、k1、
Figure 379208DEST_PATH_IMAGE001
、
Figure 234031DEST_PATH_IMAGE002
、
Figure 279348DEST_PATH_IMAGE003
S, other dimensions can be determined through the relationship;
step 3, checking the size of the slot hole, and presetting a w1、k1、
Figure 612240DEST_PATH_IMAGE001
、
Figure 131339DEST_PATH_IMAGE002
、
Figure 625906DEST_PATH_IMAGE003
And the size of s, the slotted hole is checked according to the following principle:
shear damage of adjacent precast concrete floor areas can not be caused by shear grooves formed after UHPC is poured in the vertical through grooves (12);
the shear resistant groove formed after UHPC is poured in the vertical through groove (12) can not cause local pressure damage to the adjacent precast concrete floor area;
Figure DEST_PATH_IMAGE005
in the formula (I), the compound is shown in the specification,
Figure DEST_PATH_IMAGE006
the shear-resistant bearing capacity of the UHPC in the vertical through groove (12) after the pouring is finished,
Figure DEST_PATH_IMAGE007
in order to resist the shearing bearing capacity of the precast concrete floor slab concrete,
Figure DEST_PATH_IMAGE008
for the local pressure bearing capacity of the precast concrete floor,
Figure DEST_PATH_IMAGE009
、
Figure DEST_PATH_IMAGE010
、
Figure DEST_PATH_IMAGE011
respectively is a designed value of UHPC shear strength, a designed value of precast concrete floor concrete shear strength and a designed value of compression strength,
Figure DEST_PATH_IMAGE012
determining the strength reduction coefficient of the steel bar of the precast concrete floor slab through tests;
verifying whether the basic parameters of the slotted hole meet the requirements of the formulas 1 and 2 according to the formula, if so, carrying out the next step, if not, changing the size and the angle of the slotted hole, continuing to carry out the verification of the formulas 1 and 2 until the size and the angle of the slotted hole meet the requirements, and then carrying out the next step;
step 4, after the size of the slotted hole meets the requirement, calculating the bearing capacity of the connecting structure of the full precast concrete floor slab, wherein the calculation includes shearing resistance bearing capacity and bending resistance bearing capacity;
shear-resisting bearing capacity at interface
Figure DEST_PATH_IMAGE013
The method comprises the following steps: shearing force provided by rear reinforcing steel bar frame (2)
Figure DEST_PATH_IMAGE014
Shear force provided by post-pouring UHPC in vertical through groove (12)
Figure 971568DEST_PATH_IMAGE006
And the friction force between the precast concrete floors
Figure DEST_PATH_IMAGE015
I.e. by
Figure DEST_PATH_IMAGE016
In the formula (I), the compound is shown in the specification,
Figure DEST_PATH_IMAGE017
the shear strength reduction coefficient of the rear reinforcing steel bar frame (2) is calibrated through tests,
Figure DEST_PATH_IMAGE018
the coefficient of friction of the interface of the two precast concrete floor slabs is N, and the axial force between the two precast concrete floor slabs is N;
calculating the bending resistance bearing capacity:
Figure DEST_PATH_IMAGE019
Figure DEST_PATH_IMAGE020
the reduction coefficient of the design value of the bending strength of the post reinforcing steel bar frame (2),
Figure DEST_PATH_IMAGE021
for the design value of the bending strength of the post-positioned reinforcing steel bar frame (2),
Figure DEST_PATH_IMAGE022
is the cross section area of the rear reinforcing steel bar frame (2),
Figure DEST_PATH_IMAGE023
is the height of the rear reinforcing steel bar frame (2),
Figure DEST_PATH_IMAGE024
the reduction coefficient is designed for the bending strength design value of UHPC, and is calibrated through tests;
Figure DEST_PATH_IMAGE025
for the designed value of the bending strength of UHPC,
Figure DEST_PATH_IMAGE026
is the UHPC bending resistance area;
step 5, calculating the shearing resistance bearing capacity and the bending resistance bearing capacity within the plate length l range;
and (3) calculating shearing resistance bearing capacity:
calculating the bending resistance bearing capacity:
Figure DEST_PATH_IMAGE027
and (3) after the connection structure of the precast concrete floor is designed, comparing the V and the M with the shearing force and the bending moment of the floor splicing joint position calculated by the structure according to the actual working condition load, wherein the comparison result is larger than the shearing force and the bending moment.
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CN114809404B (en) * 2022-04-20 2023-11-21 中冶建筑研究总院有限公司 Integrally assembled steel-concrete combined floor system
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CN211229112U (en) * 2019-11-27 2020-08-11 中铁建工集团有限公司 Partially-overlapped splicing component of fully-prefabricated floor slab
CN112144720A (en) * 2020-10-12 2020-12-29 天元建设集团有限公司 Staggered joint buckling type prefabricated concrete floor system and construction method thereof
CN212506975U (en) * 2020-05-13 2021-02-09 湖北大成空间科技股份有限公司 Prestressed concrete hollow floor slab

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JP2008063805A (en) * 2006-09-07 2008-03-21 Takenaka Komuten Co Ltd Connection structure of full precast concrete slab
CN202925730U (en) * 2012-07-20 2013-05-08 初明进 Assembling integrated type floor
KR20190045628A (en) * 2017-10-24 2019-05-03 주식회사 에이피씨개발 A PC slab structure having a hollow portion
CN211229112U (en) * 2019-11-27 2020-08-11 中铁建工集团有限公司 Partially-overlapped splicing component of fully-prefabricated floor slab
CN212506975U (en) * 2020-05-13 2021-02-09 湖北大成空间科技股份有限公司 Prestressed concrete hollow floor slab
CN112144720A (en) * 2020-10-12 2020-12-29 天元建设集团有限公司 Staggered joint buckling type prefabricated concrete floor system and construction method thereof

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