AU2020100670A4 - Welding construction method suitable for cement-based material of combined concrete structure - Google Patents

Welding construction method suitable for cement-based material of combined concrete structure Download PDF

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AU2020100670A4
AU2020100670A4 AU2020100670A AU2020100670A AU2020100670A4 AU 2020100670 A4 AU2020100670 A4 AU 2020100670A4 AU 2020100670 A AU2020100670 A AU 2020100670A AU 2020100670 A AU2020100670 A AU 2020100670A AU 2020100670 A4 AU2020100670 A4 AU 2020100670A4
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steel bar
formula
precast concrete
cement
gap
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Yujie LU
Jianzhuang XIAO
Hanghua Zhang
Qingtian ZHANG
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Tongji University
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    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
    • C04B28/04—Portland cements
    • 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
    • E04B1/38—Connections for building structures in general
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2201/00—Mortars, concrete or artificial stone characterised by specific physical values
    • C04B2201/50—Mortars, concrete or artificial stone characterised by specific physical values for the mechanical strength
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02P—CLIMATE CHANGE MITIGATION TECHNOLOGIES IN THE PRODUCTION OR PROCESSING OF GOODS
    • Y02P40/00—Technologies relating to the processing of minerals
    • Y02P40/10—Production of cement, e.g. improving or optimising the production methods; Cement grinding

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  • Engineering & Computer Science (AREA)
  • Chemical & Material Sciences (AREA)
  • Structural Engineering (AREA)
  • Ceramic Engineering (AREA)
  • Architecture (AREA)
  • Inorganic Chemistry (AREA)
  • Materials Engineering (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • Organic Chemistry (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

Abstract of the Disclosure The present invention provides a concrete node structure connected by a cement-based material, which is called a cement-based material welded node. The structure includes a plurality of precast concrete members, and the gaps between the interfaces of adjacent precast concrete members are filled with the cement-based material. The cement-based material is a fiber cement-based composite material. The present invention further provides a method for construction and regulation of a concrete node structure connected by a cement-based material and the use in a combined concrete structure. The invention provides a welding construction method suitable for a cement-based material of a combined concrete structure. The method is simple in operation procedures, the on-site fabrication speed of the precast structure is accelerated while ensuring the quality, the construction period is shortened, the costs are reduced, and the method exerts the advantages of the fabricated structure, and helps to improve the efficiency of building industrialization. 11d '2 dF d

Description

Welding Construction Method Suitable for Cement-Based Material of Combined Concrete Structure
This application claims priority from Chinese Application No. 2019103594540 filed on 30 April 2019, the contents of which are to be taken as incorporated herein by this reference.
Background of the Present Invention
Field of Invention
The present invention belongs to the technical field of house building construction, and relates to a welding construction method suitable for a cement-based material of a combined concrete structure, in particular to a connection construction method suitable for a cement-based material precast member in a combined concrete structure.
Description of Related Arts
The concrete material is obtained by mixing cement as a binding material and sand and stone as aggregates with water (capable of containing admixtures and additives) at a certain ratio through stirring and curing, and belongs to a cement-based material. A precast concrete member is a concrete member pre-processed by using the concrete material in a factory or on-site processing area. A method of using the precast concrete member for the construction of a concrete structure is called a precast fabricated construction method. Such a method can shorten the construction time of the concrete structure and is a commonly used construction manner in the construction of engineering structures such as houses and bridges. However, the disadvantage of the existing precast concrete connection construction manner is that a large amount of post-cast concrete needs to be poured during the connection of members, as a result, the members cannot be reused when being removed. Meanwhile, if the steel plate-bolt connection is used, the connection structure of the interface between a steel plate and the precast concrete member is too complicated, and not suitable for large-scale use. In order to partially reuse the precast concrete members when the members are removed, and avoid the excessively complicated interface structure in a steel-concrete combined structure simultaneously, it is necessary to design a precast concrete member node having a simple interface structure and beneficial to subsequent demolition.
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2020100670 30 Apr 2020
Summary of the Present Invention
In view of the above shortcomings of the prior art, an object of the present invention is to provide a welding construction method suitable for a cement-based material of a combined concrete structure, which can exert the advantages of the combined concrete structure and a high-performance cement-based material to the greatest content, reducing on-site construction procedures and time, and assisting in improving the production efficiency of building industrialization.
In order to achieve the above object and other related objects, a first aspect of the present invention provides a concrete node structure connected by a cement-based material, which comprises a plurality of precast concrete members, gaps between interfaces of adjacent precast concrete members are filled with the cement-based material, and the cement-based material is a fiber cement-based composite material.
Preferably, the precast concrete member is selected from one of a precast concrete beam, a precast concrete column, or a precast concrete slab.
Preferably, a gap interface of the precast concrete member is subjected to roughening treatment.
More preferably, the roughening treatment is selected from one of brushing treatment or tooth slot treatment.
Further preferably, a cutter for the brushing treatment cuts scratches on a smooth contact surface of the member, so as to achieve the purpose of increasing the roughness of the concrete at the connection position of the node.
Further preferably, in the tooth slot treatment, concave-convex regular tooth slots are preset on the smooth contact surface of the member, and the tooth slot treatment is completed when the member is poured.
Further preferably, in the tooth slot treatment, a single tooth length of the tooth slot is >50 mm.
Preferably, the fiber cement-based composite material comprises the following formulated components in parts by weight:
317-319 parts of cement;
2020100670 30 Apr 2020
317-319 parts of fly ash;
153-155 parts of sand;
0.2-0.4 part of expansive agent;
6.3-6.5 parts of water reducing agent;
12.6-12.8 parts of fiber; and
216-218 parts of water.
More preferably, the fiber cement-based composite material comprises the following formulated components in parts by weight:
318 parts of cement;
318 parts of fly ash;
154 parts of sand;
0.3 part of expansive agent;
6.4 parts of water reducing agent;
12.7 parts of fiber; and
217 parts of water.
More preferably, the cement is PO42.5 Portland cement.
More preferably, the fly ash is Class F fly ash.
More preferably, the sand is natural sand.
More preferably, the expansive agent is a UEA expansive agent. The UEA expansive agent is a U-type expensive agent for concrete, which is configured to reduce the shrinkage of concrete caused by high-hydration heat.
More preferably, the water reducing agent is a polycarboxylic acid water reducing agent.
More preferably, the fiber is PE fiber. The PE fiber is polyethylene fiber, and can greatly improve the tensile and flexural strength and crack resistance of the concrete if doped into the mixing ratio of the concrete.
The cement-based material is a high-performance cement-based material with high tensile strength, high ductility, self-compacting, and self-leveling characteristics, and capable of transmitting and bearing a tensile stress.
2020100670 30 Apr 2020
Preferably, the tensile strength f of the cement-based material is > 10 MPa.
Preferably, the compressive strength // of the cement-based material is > 30 MPa.
Preferably, the ductility of the cement-based material conforms to Formula (1),
Formula (1) is: Ad >8%, where Ad is the deformation/total length of the tensile part of a specimen when the concrete tensile specimen reaches the bearing capacity limit.
Preferably, the particle size of the cement-based material is < 4.75 mm. The cement-based material does not contain coarse aggregate (with a particle size > 4.75 mm).
Preferably, a steel bar extending out of the member is pre-buried in the precast concrete member, and the steel bar is disposed at the tensile position of the node. There is no need to install the steel bar at the compressive position of the node.
More preferably, the steel bar is a ribbed steel bar.
More preferably, an end of the steel bar is bent up, a length of the steel bar penetrating into the precast concrete member is > 0.4 la, and the bending length lh of the steel bar is > 15d, and la is calculated according to Formula (2),
Formula (2) is: /fl=0.14—d, ft where la is the basic anchorage length of the tensile steel bar, mm; d is the diameter of the steel bar, mm; f is the design value of the tensile strength of the steel bar, MPa; and ft is the design value of the tensile strength of the concrete, MPa.
More preferably, the extending part of the steel bar is provided with a first tenon shoulder.
Further preferably, the length d0 of the first tenon shoulder is calculated according to Formula (3),
Formula (3) is: d0 = max{5d, 100mm}, where d is the diameter of the steel bar, mm.
Further preferably, the height Ao of the first tenon shoulder is calculated according to Formula (4),
2020100670 30 Apr 2020
Formula (4) is: h0 > 2c + d , where /¾ is the height of the first tenon shoulder, mm; d is the diameter of the steel bar, mm; and c is the thickness of the protective layer, mm.
The protective layer of the steel bar is the minimum thickness of the concrete around the steel bar set to ensure the sufficient force transmission and combined action of the steel bar and the concrete.
Preferably, the length I of the node-through steel bar in the adjacent precast concrete members is calculated according to Formula (5),
Formula (5) is: l=h+dwt+l2, where I is the length of the node-through steel bar, mm; h is the length of the steel bar in the first part of precast concrete member, mm; dwi is the gap width, mm; and /?is the length of the steel bar in the second part of precast concrete member, mm.
More preferably, the steel bar length h in the first part of precast concrete member meets the lap length requirement in ordinary concrete.
Further preferably, the steel bar length h in the first part of precast concrete member is calculated according to Formula (6),
Formula (6) is: /, > max {25t/, 400mm}, where d is the diameter of the steel bar, mm.
More preferably, the steel bar length /? in the second part of precast concrete member meets the lap length requirement in a high-performance cement-based material.
Further preferably, the steel bar length /? in the second part of precast concrete member is calculated according to Formula (7),
Formula (7) is: /2 > max{15t/, 250mm}, where d is the diameter of the steel bar, mm.
Preferably, in the adjacent precast concrete members, the second part of precast concrete member is reserved with a steel bar channel, and the steel bar channel is matched with the steel bar extending through the first part of precast concrete member.
More preferably, the steel bar channel is provided with a second tenon shoulder.
2020100670 30 Apr 2020
Further preferably, the length d0 of the second tenon shoulder is calculated according to Formula (8),
Formula (8) is: d0 = max{5d, 100mm} , where d is the diameter of the steel bar, mm.
Further preferably, the height h0 of the second tenon shoulder is calculated according to Formula (9),
Formula (9) is: h0>2c + d, where /¾ is the height of the second tenon shoulder, mm; d is the diameter of the steel bar, mm; and c is the thickness of the protective layer, mm.
More preferably, the length Z.2of the steel bar channel is calculated according to Formula (10),
Formula (10) is: L2 >l2+a0, where h is the length of the steel bar in the second part of precast concrete member calculated according to Formula (7); and a0 is the thickness of the protective layer of the node-through steel bar, mm.
More preferably, the diameter D of the steel bar channel is calculated according to Formula (H),
Formula (11) is: D>d + 2a0, where d is the diameter of the steel bar, mm; and a0 is the thickness of the protective layer of the node-through steel bar, mm.
Further preferably, a0 - 15mm .
More preferably, a stepping bar is disposed in the steel bar channel.
Preferably, the gap width dwt is calculated according to Formula (12) in the part without the tenon shoulder,
Formula (12) is: dwt = dwc,
The gap width dwt is calculated according to Formula (13) in the part with the tenon shoulder,
Formula (13) is: dwt = dwc + 2d0, where dwc is the width of the space reserved between adjacent precast concrete members, mm; and d0 is the length of the first tenon shoulder of the steel bar extending part or the second tenon shoulder of the steel bar channel, mm.
Preferably, the height of the gap is set along the entire length of the cross section.
Preferably, the flexural capacity Mcu of the gap in the concrete node structure conforms to
Formula (14),
I ^ifcbx = fyAs - fyAs + ajtb(jio - x)
Formula (14) is: j , Y , , , r ,
If < Mcu = ajcbx(h 0--) = [fyA - fyAs + ajtb(h 0 - x)](A 0 - -) where a{ is the dimensionless reduction factor; fc is the compressive strength at the gap, N-mnf2 ; b is the width of the cross section at the gap, mm; x is the height of the compressive zone of the cross section at the gap, mm; f is the design value of the tensile strength of the extending tensile steel bar of the precast concrete member, N-mm 2; As or A is the cross-sectional area of the reinforcing bar of the precast concrete member extending in the tensile zone, mm2; A't is the cross-sectional area of the reinforcing bar of the precast concrete member extending in the compressive zone, mm2; ft is the tensile strength at the gap, N- mm 2; 7z 0 is the effective height of the cross section at the gap, mm; M is the bending moment effect on the cross section at the gap, N· mm ; and Mcu is the flexural capacity of the gap, N· mm .
The above is calculated according to the provisions of Article 6.2.6 of the National Standard GB50010 Code for Design of Concrete Structures.
Preferably, the shear bearing capacity Vu of the gap in the concrete node structure conforms to Formula (15),
Formula (15) is:
Vu =
1.75 + 1 ftbh0, where Vu is the shear bearing capacity of the gap, N; 2 = 0.25 ; ft is the tensile strength at the gap, N-mm2 ; b is the cross section width at the gap, mm; and h 0 is the calculated height of
2020100670 30 Apr 2020 the cross section at the gap, mm.
Preferably, the shear bearing capacity of the gap is a deep bending member subjected to a concentrated load, and the gap is not provided with stirrups.
Preferably, the width of the gap in the concrete node structure conforms to Formula (16) and Formula (17), f A
Formula (16) is: ¢/, = ¢/,,. +2cL >———, \ ' Wl WC U z i 7
6.Ox πα
Formula (17) is: dwc > , where dwt is the width of the gap at the tenon shoulder, mm; dwc is the width of the space reserved between adjacent precast concrete members, mm; d0 is the width of the first tenon shoulder of the steel bar extending part or the second tenon shoulder of the steel bar channel, mm; d is the diameter of the extending steel bar of the precast concrete member, mm; f is the design value of the tensile strength of the extending steel bar of the precast concrete member, N- nvn1; and As is the cross-sectional area of the reinforcing bar of the extending steel bar of the precast concrete member in the tensile zone, mm2.
Preferably, the width of the gap enables the node-through steel bar which is in contact with a solder to fully transmit the force to the gap, thereby achieving the purpose that the two precast members are stressed together and compatibly deformed to meet the function of the node.
Preferably, dwc is calculated according to Formula (18), and d0 is calculated according to formula (19), f A
Formula (18) is: ¢/,,,,. =-----—-----,
2x 6.Ox πά
Formula (19) is: d0 = max{5d, 100mm}, where dwc is the width of the space reserved between adjacent precast concrete members, mm; f is the design value of the tensile strength of the extending steel bar of the precast concrete member, N- mm 2; As is the cross-sectional area of the reinforcing bar of the precast concrete member extending in the tensile zone, mm2; d is the diameter of the extending steel bar of the
2020100670 30 Apr 2020 precast concrete member, mm; and t70 is the width of the first tenon shoulder of the steel bar extending part or the second tenon shoulder of the steel bar channel, mm.
Preferably, for the concrete node structure connected by the cement-based material, the eccentric compressive capacity of the column can be calculated according to Formula 6.2.17 in Section 6.2 Calculation of Normal Section Bearing Capacity in the National Standard GB50010 Code for Design of Concrete Structures.
A second aspect of the present invention provides a construction method for a concrete node structure connected by a cement-based material, comprising the following steps:
1) after production of the precast concrete members, transporting and hoisting the precast concrete members to a part to be installed;
2) in the adjacent precast concrete members, enabling a steel bar penetrating through a first part of precast concrete member to extend into a steel bar channel of a second part of precast concrete member for fixing; and
3) filling the cement-based material to gaps between interfaces of the adjacent precast concrete members, so that the first part of precast concrete member and the second part of precast concrete member are connected and then cured.
Preferably, in step 1), the precast concrete members are mass-produced on site at a factory or construction site.
Preferably, in step 1), the precast concrete member is provided with a clamping groove. The clamping groove is convenient for on-site disassembly and temporary support.
More preferably, the clamping groove is provided at the mid-span or trisection-point of a horizontal member according to the span of the horizontal member. The clamping groove is used for the temporary support that needs to be erected during the fabricated construction of the connection node.
Preferably, in step 1), when being transported and hoisted to the part to be installed, the precast concrete member needs to protect the extending steel bar and maintain the structure at the connection cross section of the node, thereby avoiding the reduced connection effect caused by damage.
Preferably, in step 2), before fixing, the width of the gap needs to be reserved, and the node-through steel bar is matched with the steel bar channel. The temporary support is required to be set for fixing.
2020100670 30 Apr 2020
Preferably, in step 3), the cement-based material is welded after being filled with a welding gun. The welding gun is a 3D printed high-performance concrete material or 3D printed concrete spray head. The welding gun can stably output the fiber cement-based composite material.
More preferably, the post-filling welding is to pour and embed the fiber cement-based composite material into the steel bar channel, and then the cement-based material is casted from bottom to top according to the shape of the node at different positions in the gap.
Preferably, in step 3), the curing is concrete normal temperature wet curing. The curing prevents the cracking of a welding seam caused by self-shrinkage of a fiber cement-based solder. According to the material experiment results of the fiber cement-based solder, the temporary support can be removed after reaching 60% of the expected strength.
A third aspect of the present invention provides the use of a concrete node structure connected by a cement-based material in a combined concrete structure.
Preferably, the combined concrete structure is a concrete beam, a concrete column, or a concrete slab of a combined frame structure.
As mentioned above, the present invention provides a welding construction method suitable for a fiber cement-based material of a combined concrete structure, which uses the cement-based material to connect precast members together, and is similar to the welding form in a steel structure, and called a cement-based material welding connection construction method. By designing the cement-based welding node, the present invention has the following beneficial effects:
(1) According to the welding construction method suitable for a cement-based material of a combined concrete structure provided in the present invention, compared with the conventional welding manner, the conventional welding manner is a commonly used connecting manner for the steel structure and refers to a manufacturing process of joining metals or other thermoplastic materials by means of heating, high temperature or high pressure in the connection of the steel structure. When this concept is used in the cement-based material and concrete structure, welding refers to the connecting manner of using the fiber cement-based material which can be prepared on-site as a solder in the welding seam set at the connection node of the precast concrete member. Such a manner can realize the on-site rapid construction of the precast fabricated structure, thereby giving full play to the strength and ductility advantages of the high-performance cement-based material, and ensuring the reliability and safety of the node.
(2) The welding construction method suitable for a cement-based material of a combined io
2020100670 30 Apr 2020 concrete structure provided in the present invention can make full use of the advantages of the combined concrete structure, give full play to material properties, and reduce material waste.
(3) According to the welding construction method suitable for a cement-based material of a combined concrete structure provided in the present invention, the on-site operation procedures are simple and do not have high requirements on the machinery, thereby accelerating the on-site fabrication speed of the precast structure, reducing the construction time and reducing the costs while ensuring the quality.
(4) The welding construction method suitable for a cement-based material of a combined concrete structure provided in the present invention completes the operation needing greater precision in the process of member precasting, more effectively guarantees the quality of the member, exerts the advantages of the fabricated structure, and helps to upgrade the construction industrialization.
(5) According to the welding construction method suitable for a cement-based material of a combined concrete structure provided in the present invention, the solder caulking is reserved on the precast concrete member, and the welding gun for the cement-based material is used on site to achieve node connection. The method can be applied to the precast concrete members of different characteristics, and conforms to the concept of combined concrete structure. Due to the compatibility between the cement-based materials, the interface behavior between new and old concrete is better than that of a steel-combined concrete structure, the interface treatment is simple and the method can be applied to the on-site construction of the combined concrete structure.
(6) According to the welding construction method suitable for a cement-based material of a combined concrete structure provided in the present invention, the cement-based material with high ductility mainly composed of the fiber cement-based composite material is adopted. The method overcomes the disadvantage of low tensile ductility of the traditional concrete, and can be used to optimize the structural performances of the concrete. Due to the compatibility between the cement-based materials, the structure form between the interfaces is relatively simple.
Brief Description of the Drawings
Fig. 1 illustrates a schematic structural view of a first part of precast concrete member of the present invention.
Fig. 2 illustrates a structural schematic diagram of a second part of precast concrete
2020100670 30 Apr 2020 member of the present invention.
Fig. 3 illustrates a schematic structural diagram of a connection node in Embodiment 1 of the present invention.
Fig. 4 illustrates schematic diagrams 4a, 4b and 4c of the bearing capacity calculation cross section and the stress condition at a gap of the present invention, where Fig. 4a is a schematic sectional view of a combined concrete precast member, Fig. 4b is a schematic sectional stress diagram of the combined concrete precast member under a bending state, and Fig. 4c is a schematic sectional stress diagram of the combined concrete precast member under a shearing state.
Fig. 5 is a schematic structural diagram of a connection node in Embodiment 2 of the present invention.
Fig. 6 is a schematic structural diagram of a connection node in Embodiment 3 of the present invention.
Reference signs
First part of precast concrete member
First tenon shoulder
Steel bar
Second part of precast concrete member
Second tenon shoulder
Steel bar channel
Gap
Cross section of the precast concrete member
Tensile zone
Node-through steel bar in tensile zone
Compressive zone
Steel bar in compressive zone lh Steel bar bending length \ Steel bar length in first part of precast concrete member
2020100670 30 Apr 2020
Z2 Steel bar length in second part of precast concrete member dwt Gap width dwc Width of the space reserved between adjacent precast concrete members t70 Length of the first tenon shoulder of the steel bar extending part or the second tenon shoulder of the steel bar channel d Steel bar diameter /¾ Height of first tenon shoulder or second tenon shoulder
Z_2 Length of steel bar channel
D Diameter of steel bar channel a0 Thickness of the protective layer of the node-through steel bar b Cross section width at the gap ft Tensile strength at the gap fc Compressive strength at the gap f Design value of the tensile strength of the extending tensile steel bar of the precast concrete member
As Cross-sectional area of the extending reinforcing bar of the precast concrete member in the tensile zone
A't Cross-sectional area of the extending reinforcing bar of the precast concrete member in the compressive zone x0 Height of the compressive zone of the cross section at the gap ax Dimensionless reduction factor
Detailed Description of the Preferred Embodiments
The following describes implementations of the present invention by using specific
2020100670 30 Apr 2020 embodiments. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification.
Refer to Fig. 1 to Fig. 6. It should be noted that, the structures, proportions, sizes, and the like depicted in the accompanying drawings of this specification merely serve to illustrate the disclosure of this specification to allow for reading and understanding by those skilled in the art, are not intended to limit the implementation of the present invention, and therefore do not constitute any substantial technical meaning. Any modification of a structure, alteration of a proportional relationship, or adjustment of a size shall still fall within the scope of the technical content disclosed in the present invention without affecting the effects and objectives of the present invention. Meanwhile, terms such as above, below, left, right, middle, a/an, and the like in this specification are only used for the clarity of description, and are not intended to limit the implementation scope of the present invention. Without substantially changing the technical content, an alteration or adjustment of the relative relationship of such terms shall be construed as falling within the implementation scope of the present invention.
As shown in Figs. 1-6, the present invention provides a concrete node structure connected by a cement-based material, which comprises a plurality of precast concrete members, the gaps between the interfaces of the adjacent precast concrete members are filled with the cement-based material, and the cement-based material is a fiber cement-based composite material.
In a preferred embodiment, the precast concrete member is selected from one of a precast concrete beam, a precast concrete column, or a precast concrete slab.
In a preferred embodiment, the gap interface of the precast concrete member is subjected to roughening treatment. The roughening treatment is selected from one of brushing treatment or tooth slot treatment. A cutter for the brushing treatment cut scratches on a smooth contact surface of the member, so as to achieve the purpose of increasing the roughness of the concrete at the connection position of the node. In the tooth slot treatment, concave-convex regular tooth slots are preset on the smooth contact surface of the member, and the tooth slot treatment is completed when the member is poured. A single tooth length of the tooth slot is > 50 mm.
In a preferred embodiment, the fiber cement-based composite material comprises the following formulated components in parts by weight: 317-319 parts of cement; 317-319 parts of fly ash; 153-155 parts of sand; 0.2-0.4 part of expansive agent; 6.3-6.5 parts of water reducing agent; 12.6-12.8 parts of fiber; and 216-218 parts of water.
Further, the fiber cement-based composite material comprises the following formulated
2020100670 30 Apr 2020 components in parts by weight: 318 parts of cement; 318 parts of fly ash; 154 parts of sand; 0.3 part of expansive agent; 6.4 parts of water reducing agent; 12.7 parts of fiber; and 217 parts of water.
In a preferred embodiment, the tensile strength/of the cement-based material is > 10 MPa, preferably f= 10 MPa.
In a preferred embodiment, the compressive strength / of the cement-based material is > 30 MPa, preferably fc= 30 MPa.
Specifically, the cement is PO42.5 Portland cement. The fly ash is Class F fly ash. The sand is natural sand. The expansive agent is a UEA expansive agent. The UEA expansive agent is a U-type expensive agent for concrete. The water reducing agent is a polycarboxylic acid water reducing agent. The fiber is PE fiber. The PE fiber is polyethylene fiber.
In a preferred embodiment, the ductility of the cement-based material conforms to Formula (1), Formula (1) is: Ad>8%, where/W is the deformation/total length of the tensile part of a specimen when the concrete tensile specimen reaches the bearing capacity limit.
In a preferred embodiment, the particle size of the cement-based material is < 4.75 mm. The cement-based material does not contain coarse aggregate (with a particle size > 4.75 mm).
In a preferred embodiment, a steel bar extending out of the member is pre-buried in the precast concrete member, and the steel bar is disposed at the tensile position of the node. There is no need to install the steel bar at the compressive position of the node. The steel bar is a ribbed steel bar. The steel bar can achieve the purpose of transmitting the tension.
Further, an end of the steel bar is bent up, a length of the steel bar penetrating into the precast concrete member is > 0.4 la, the bending length lh of the steel bar is > 15d, and la is calculated according to Formula (2), Formula (2) is: la = 0.14—d, ft where la is the basic anchorage length of the tensile steel bar, mm; d is the diameter of the steel bar, mm; f is the design value of the tensile strength of the steel bar, MPa; and ft is the design value of the tensile strength of the concrete, MPa.
Further, the extending part of the steel bar is provided with a first tenon shoulder. The first tenon shoulder lengthens the width of the welding seam of the node-through steel bar to ensure better bonding between the steel bar and the solder.
The length d0 of the first tenon shoulder is calculated according to Formula (3), Formula
2020100670 30 Apr 2020 (3) is: i70 = max{5<7,100mm} , where d is the diameter of the steel bar, mm.
The height h0 of the first tenon shoulder is calculated according to Formula (4), Formula (4) is: h0 > 2c+ d , where h0 is the height of the first tenon shoulder, mm; d is the diameter of the steel bar, mm; and c is the thickness of the protective layer, mm.
The protective layer of the steel bar is the minimum thickness of the concrete around the steel bar set to ensure the sufficient force transmission and combined action of the steel bar and the concrete.
In a preferred embodiment, the length of the node-through steel bar in the adjacent precast concrete members is calculated according to Formula (5), Formula (5) is: l=h+dwt+h, where I is the length of the node-through steel bar, mm; h is the length of the steel bar in the first part of precast concrete member, mm; dwi is the gap width, mm; and h is the length of the steel bar in the second part of precast concrete member, mm.
Further, the steel bar length h in the first part of precast concrete member meets the lap length requirement in ordinary concrete.
Specifically, the steel bar length h in the first part of precast concrete member is calculated according to Formula (6), Formula (6) is: \ > max{25d, 400mm}, where d is the diameter of the steel bar, mm.
Further, the steel bar length in the second part of precast concrete member meets the lap length requirement in a high-performance cement-based material.
Specifically, the steel bar length l2 in the second part of precast concrete member is calculated according to Formula (7), Formula (7) is: Z2 > max{15<7,250mm}, where d is the diameter of the steel bar, mm.
In a preferred embodiment, in the adjacent precast concrete members, the second part of precast concrete member is reserved with a steel bar channel, and the steel bar channel is matched with the steel bar extending through the first part of precast concrete member. That is to say, the position and number of the steel bar channels correspond to the through-node steel bars one by one, and the through-node steel bars extending through the first part of precast concrete member can be completely embedded.
Further, the steel bar channel is provided with a second tenon shoulder.
2020100670 30 Apr 2020
The length d0 of the second tenon shoulder is calculated according to Formula (8), Formula (8) is: d0 - max{5i7, 100mm}, where d is the diameter of the steel bar, mm.
The height h0 of the second tenon shoulder is calculated according to Formula (9), Formula (9) is: h0>2c + d , where h0 is the height of the second tenon shoulder, mm; d is the diameter of the steel bar, mm; and c is the thickness of the protective layer, mm.
Further, the length L2 of the steel bar channel is calculated according to Formula (10), Formula (10) is: L2 >l2+a0, where h is the length of the steel bar in the second part of precast concrete member calculated according to Formula (7); and a0 is the thickness of the protective layer of the node-through steel bar, mm.
Further, the diameter D of the steel bar channel is calculated according to Formula (11), Formula (11) is: D> d + 2a0, where d is the diameter of the steel bar, mm; and a0 is the thickness of the protective layer of the node-through steel bar, mm. Preferably, a0 - 15mm .
Further, a stepping bar is disposed in the steel bar channel. The steeping bar prevents the influence on the anchoring effect caused by the falling of the node-through steel bar under gravity.
In a preferred embodiment, the gap width dwt is calculated according to Formula (12) in the part without the tenon shoulder, and Formula (12) is: dwt=dwc. The gap width dwt is calculated according to Formula (13) in the part with the tenon shoulder, Formula (13) is: = + 2ό/0, where dwc is the width of the space reserved between adjacent precast concrete members, mm; and d0 is the length of the first tenon shoulder of the steel bar extending part or the second tenon shoulder of the steel bar channel, mm.
In a preferred embodiment, the height of the gap is set along the entire length of the cross section.
Embodiment 1
The precast concrete members are produced on site at a factory or a construction site. As shown in Fig. 3, the first part of precast concrete member (see Fig. 1) and the second part of precast concrete member (see Fig. 2) are both precast concrete beam members. The precast concrete members are transported and hoisted to the part to be installed, and the steel bar penetrating through the first part of precast concrete member is enabled to extend into the steel bar channel of the second part of precast concrete member for fixing. The cement-based material is filled into the gaps between the interfaces of adjacent precast concrete members, so that the first part of precast concrete member and the second part of precast concrete member are connected and cured, and form concrete beam-beam node sample 1 #.
The beam cross-sectional dimensions of the first part of precast concrete member and the second part of precast concrete member are hx b = 500 minx 200mm . The node is subjected to a bending moment and a shear force, and the stress form of the cross section bending moment is shown in Fig. 4. Fig. 4(a) is a schematic diagram of a cross-sectional structure. Fig. 4(b) is a calculation diagram for the flexural capacity of the cross section, and Fig. 4(c) is a calculation simplified diagram for the flexural capacity of the cross section. The concrete strength grade of the precast members is C30 (fc = 14.37V· mm~2,f = 1.437V·mm1), longitudinal node-through ribbed steel bars are disposed in the tensile zone and compressive zone respectively, and for the two steel bars, the diameter is 20 mm, and the strength grade is HRB400 (f = 3607V· mm2). The cement-based solder uses the fiber-reinforced cement-based composite material. The tensile strength of the selected material is f = \0 N mm1, the compressive strength is /=30 TV·mm1, the design tensile strength is fti = 6.07V· mm2, the design compressive strength is fcX = 14.37V·mm :, and the calculation of the carrying capacity and stress distribution of the welding seam is shown in Fig. 4.
The lengths of the first and second tenon shoulders are calculated by Formulas (3) and (8): d0 - max {5d, 100mm} = 100mm.
The heights of the first and second tenon shoulders are calculated by Formulas (4) and (9): h0 > 2c + d = 70mm .
The node gap width is calculated by Formulas (16) and (18):
Figure AU2020100670A4_D0001
Figure AU2020100670A4_D0002
The length h of the steel bar in the first part of precast concrete member is calculated by
Formula (6):
/ > max {25d, 400mm} = 500mm;
2020100670 30 Apr 2020
The length l2 of the steel bar in the second part of precast concrete member is calculated by Formula (7):
l2 > max[l 5<7,250mm} = 300mm;
The length of the node-through steel bar is calculated by Formula (5): I = /j +dwt + l2 = 500 + 600 + 300 = 1400mm; the length of the steel bar channel is calculated by Formula (10): L2 > l2 + a0 = 325mm;
The diameter of the steel bar channel is calculated by Formula (11): D>d + 2a0 - 70mm
The flexural capacity Mcu of the node is calculated by Formula (14):
x 202 it x 202
1,0x 14.3x 200x x = 360x------x 2 - 360x------x 2 + 6.0x 200x (465 - x)
4 x = 137.44mm
Mu = 1,0x 14.3x 200x 137.44x (465 -137.44/ 2) = 155.77kN-m
The shear bearing capacity Vu of the node is calculated by Formula (15):
75 = — ftbh0 = 1.4x 6.Ox 200x 465 = 7.8 lx 105 N
Embodiment 2
The precast concrete members are produced on site at a factory or a construction site. As shown in Fig. 5, the first part of precast concrete member (see Fig. 1) is a precast concrete column member and the second part of precast concrete member (see Fig. 2) is a precast concrete beam member. The steel bars extend from the tensile sides of the precast concrete members. The precast concrete members are transported and hoisted to the part to be installed, and the steel bar penetrating through the first part of precast concrete member is enabled to extend into the steel bar channel of the second part of precast concrete member for fixing. The cement-based material is filled into the gaps between the interfaces of adjacent precast concrete members, so that the first part of precast concrete member and the second part of precast concrete member are connected and cured, and form concrete beam-column node sample 2 #.
The column cross-sectional dimension of the first part of precast concrete member is //x/? = 400/77/77 x 400/77/77 and the beam cross-sectional dimension of the second part of precast concrete member is h*b = 500mmx 200mm . The node is subjected to a negative bending moment and a shear force, and the stress form of the cross section bending moment is shown in Fig. 4. Fig.
4(a) is a schematic diagram of a cross-sectional structure. Fig. 4(b) is a calculation diagram for the flexural capacity of the cross section, and Fig. 4 (c) is a calculation simplified diagram for the flexural capacity of the cross section. The concrete strength grade of the precast members is C30 (fc = 14.37V· mwT2, ft = 1.437V· mwT2), only the ribbed steel bars as the longitudinal node-through steel bars are disposed in the tensile zone, and for the two steel bars, the diameter is 20 mm, and the strength grade is HRB400 (f = 3607V· mm2). The cement-based solder uses the fiber-reinforced cement-based composite material. The tensile strength of the selected material is f=\0N-mm2, the compressive strength is fc =30 TV· mm-2, the design tensile strength is fti = 6.0N-mm2, and the design compressive strength is fcl = 14.37V · mm2.
The lengths of the first and second tenon shoulders are calculated by Formulas (3) and (8): d0 - max {5d, 100mm} = 100mm.
The heights of the first and second tenon shoulders are calculated by Formulas (4) and (9): h0>2c + d = 70mm .
The node gap width is calculated by Formulas (16) and (18):
Figure AU2020100670A4_D0003
Figure AU2020100670A4_D0004
The length h of the steel bar in the first part of precast concrete member is calculated by Formula (6):
Zj > max {25d, 400mm} = 500mm;
The length £? of the steel bar in the second part of precast concrete member is calculated by Formula (7):
Z2 > max{15i7,250mm} = 300mm;
The length of the node-through steel bar is calculated by Formula (5): I = Zj +dwt + l2 = 500 + 600 + 300 = 1400mm; the length of the steel bar channel is calculated by Formula (10): L2 > Z2 + a0 = 325mm;
The diameter of the steel bar channel is calculated by Formula (11): D>d + 2a0 - 70mm
2020100670 30 Apr 2020
The flexural capacity Mcu of the node is calculated by Formula (14):
π x 202 .Ox 14.3x 200x x = 360x ----—x 2 + 6.0x 200x (465 - x) x = 193.15mm
Mu = l.Ox 14.3x 200x 193.15x (465-193.15/2) = 203.52UV· m
The shear bearing capacity Vu of the node is calculated by Formula (15):
75 = — ftbh0 = 1.4x 6.Ox 200x 465 = 7.8 lx 105 N
Embodiment 3
The precast concrete members are produced on site at a factory or a construction site. As shown in Fig. 6, the first part of precast concrete member (see Fig. 1) and the second part of precast concrete member (see Fig. 2) are both precast concrete column members. The precast concrete members are transported and hoisted to the part to be installed, and the steel bar penetrating through the first part of precast concrete member is enabled to extend into the steel bar channel of the second part of precast concrete member for fixing. The cement-based material is filled into the gaps between the interfaces of adjacent precast concrete members, so that the first part of precast concrete member and the second part of precast concrete member are connected and cured, and form concrete column-column node sample 3 #, which bears an axial pressure.
The column cross-sectional dimensions of the first part of precast concrete member and the second part of precast concrete member are hxb = 400mmx 400mm . The node is subjected to the axial pressure. The concrete strength grade of the precast members is C30 (fc = ]4.3N mm2 .f = 1.437V· mm2), longitudinal node-through ribbed steel bars are disposed on both sides of the members, and for the two steel bars, the diameter is 20 mm, and the strength grade is HRB400 ( f = 36QN-mm1 ). The higher-performance cement-based solder uses the fiber-reinforced cement-based composite material. The tensile strength of the selected material is /z=10 TV-mm-2 , the compressive strength is fc =30 N-mm1 , the design tensile strength is fa = 6.07V· mm-2, and the design compressive strength is fcX = 14.37V· mm-2.
The calculation method for the node compressive capacity is the same as that of the eccentric compressive member of ordinary reinforced concrete, and is calculated according to Formula 6.2.17 in Section 6.2 Calculation of Normal Section Bearing Capacity of the national standard GB50010 Code for Design of Concrete Structures.
2020100670 30 Apr 2020
Embodiment 4
The cement-based material welding node samples 1 #, 2 # and 3 # in Embodiments 1, 2, and 3 are subjected to performance tests, and the test data is shown in Table 1 below.
It can be seen from Table 1 that the bearing capacity of the cement-based welding concrete node provided in the present invention can reach more than 90% of an ordinary cast-in-place concrete node, and the result of the bearing capacity of the node calculated according to the control method provided in the present invention is relatively safe.
Table 1 Test parameters of the cement-based material welding node samples
Sample Flexural capacity Shear bearing capacity Compressive capacity Condition of the cement-based welding seam
Ratio 1 Ratio 2 Ratio 1 Ratio 2 Ratio 1 Ratio 2
#1 1.1 0.95 1.15 0.91 - - A large amount of small cracks exist in the tensile part of the beam, but normal use of the member is not affected
#2 1.1 0.92 1.2 0.93 - - Small cracks exist in the tensile part of the node
#3 - - - - 1.05 0.9 The node is pressed mainly, and no cracking phenomenon occurs
* Ratio 1 is the ratio of the test value of the cement-based node constructed by the present invention to the value obtained by the calculation method of the present invention
Ratio 2 is the ratio of the test value of the cement-based node constructed by the present invention to the test value of the ordinary cast-in-place concrete member
Therefore, the present invention effectively overcomes various shortcomings in the prior art and has high industrial utilization value.
The foregoing embodiments merely exemplify the principles and effects of the present invention, but are not intended to limit the present invention. A person skilled in the art can modify or change the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or changes made by those of ordinary skill in the art without departing from the spirit and technical ideas disclosed by the present invention should fall within the scope of the claims of the present invention.

Claims (3)

  1. . A concrete node structure connected by a cement-based material, comprising a plurality of precast < concrete members, wherein a gap between interfaces of adjacent precast concrete members are filled with the cement-based material, and the cement-based material is a fiber cement-based composite material.
    !. The concrete node structure connected by a cement-based material according to claim 1, wherein the fiber cement-based composite material comprises the following formulated components in parts by weight:
    317-319 parts of cement;
    317-319 parts of fly ash;
    153-155 parts of sand;
    0.2-0.4 part of expansive agent;
    6.3-6.5 parts of water reducing agent;
    12.6-12.8 parts of fiber; and
    216-218 parts of water.
    ·. The concrete node structure connected by a cement-based material according to claim 1, wherein a ductility of the cement-based material conforms to Formula (1),
    Formula (2) is : Ad > 8%, wherein Ad is the deformation/ total length of a tensile part of a specimen when a concrete tensile specimen reaches a bearing capacity limit.
    4. The concrete node structure connected by a cement-based material according to claim 1, wherein a steel bar extending out of the member is pre-buried in the precast concrete members, and the steel bar is disposed at a tensile position of the node; the steel bar includes any one or more of the following conditions:
    Al) an end of the steel bar is bent up, a length of the steel bar penetrating into the precast concrete member is > 0.4 la, and the bending length lh of the steel bar is > 15d, and la is calculated according to Formula (2),
    Formula (2) is: la = 0.14—d, wherein la is a basic anchorage length of a tensile steel bar, mm; d is a diameter of the steel bar, mm; fy is a design value of a tensile strength of the steel bar, MPa; and ft is a design value of < a tensile strength of the concrete, MPa;
    A2) an extending part of the steel bar is provided with a first tenon shoulder; a length d0 of the first tenon shoulder is calculated according to Formula (3),
    Formula (3) is: d0 = max{5c/, 100mm} , wherein d is a diameter of the steel bar, mm;
    a height h0 of the first tenon shoulder is calculated according to Formula (4),
    Formula (4) is: h0>2c + d , h0 is the height of the first tenon shoulder, mm; d is the diameter of the steel bar, mm; and c is a thickness of a protective layer, mm.
    i. The concrete node structure connected by a cement-based material according to claim 1, wherein a length of a node-through steel bar in the adjacent precast concrete members is calculated according to Formula (5),
    Formula (5) is: l=h+ dwt+ h, wherein I is the length of the node-through steel bar, mm; /7 is a length of the steel bar in a first part of the precast concrete member, mm; dwt is a gap width, mm; and I2 is a length of the steel bar in a second part of the precast concrete member, mm.
    6. The concrete node structure connected by a cement-based material according to claim 1, wherein in the adjacent precast concrete members, a second part of the precast concrete member is reserved with a steel bar channel, and the steel bar channel is matched with a steel bar extending through a first part of the precast concrete member; the steel bar channel includes any one or more of the following conditions:
    Bl) the steel bar channel is provided with a second tenon shoulder; a length d0 of the second tenon shoulder is calculated according to Formula (8),
    Formula (8) is: d0 = max{5d, 100mm} , wherein d is a diameter of the steel bar, mm; a height h0 of the second tenon shoulder is
    2020100670 30 Apr 2020 calculated according to Formula (9), Formula (9) is: h0 >2c + d , wherein h0 is the height of the second tenon shoulder, mm; d is the diameter of the steel bar, mm; and c is a thickness of a protective layer, mm.
    B2) a length Z2 of the steel bar channel is calculated according to Formula (10),
    Formula (10) is: L2 >l2+a0, wherein h is a length of the steel bar in the second part of the precast concrete member calculated according to Formula (7); and a0 is a thickness of a protective layer of a node-through steel bar, mm.
    B3) a diameter D of the steel bar channel is calculated according to Formula (11),
    Formula (11) is: D>d + 2a0, wherein d is a diameter of the steel bar, mm; and a0 is a thickness of a protective layer of a node-through steel bar, mm.
    '. The concrete node structure connected by a cement-based material according to claim 1, wherein a gap width dwt in the part without the tenon shoulder is calculated according to Formula (12), Formula (12) is: dwt=dwc·, the gap width dwt in the part with the tenon shoulder is calculated according to Formula (13), Formula (13) is: dwt- dwc + 2d0, wherein dwc is a width of a space reserved between adjacent precast concrete members, mm; and d0 is a length of a first tenon shoulder of a steel bar extending part or a second tenon shoulder of a steel bar channel, mm.
    8. The concrete node structure connected by a cement-based material according to claim 1, wherein a flexural capacity Mcu of a gap in the concrete node structure conforms to Formula (14),
    I = fyAs - fyAs + aJfVis - X)
    Formula (14) is: j , Y , , , Y , \\M Meu = ajcbx(ho--) = UyA- fyA, + ajtb(h0-x)](h0--) wherein αγ is a dimensionless reduction factor; fc is a compressive strength at the gap,
    2020100670 30 Apr 2020
    N- mm 2; b is a width of a cross section at the gap, mm; x is a height of a compressive zone of the cross section at the gap, mm; f is a design value of a tensile strength of an extending tensile steel bar of the precast concrete member, N mnf2 ; As or A is a cross-sectional area of a reinforcing bar of the precast concrete member extending in a tensile zone, mm2; A't is a cross-sectional area of the reinforcing bar of the precast concrete member extending in a compressive zone, mm2; ft is a tensile strength at the gap, N mm 2; h 0 is an effective height of the cross section at the gap, mm; M is a bending moment effect on the cross section at the gap, N- mm ; and Mcu is the flexural capacity of the gap, N-mnr, a shear bearing capacity Vu of the gap in the concrete node structure conforms to Formula (15),
    Formula (15) is:
    Vu =
    1.75
    2 + 1 ftbh0, wherein Vu is the shear bearing capacity of the gap, N ; 2 = 0.25 ; ft is the tensile strength at the gap, N-mm 2; b is the width of the cross section at the gap, mm; and h 0 is the calculated height of the cross section at the gap, mm;
    a width of the gap in the concrete node structure conforms to Formula (16) and Formula (17), f A
    Formula (16) is: ¢/, = ¢/,,. +2cL >———, \ ' Wl WC U z i 7
    6.Ox πα
    Formula (17) is: dwc> , wherein dwt is a width of a gap at a tenon shoulder, mm; dwc is a width of a space reserved between adjacent precast concrete members, mm; d0 is a width of a first tenon shoulder of a steel bar extending part or a second tenon shoulder of a steel bar channel, mm; d is a diameter of an extending steel bar of the precast concrete member, mm; f is the design value of the tensile strength of the extending steel bar of the precast concrete member, N mm 2; and As is the cross-sectional area of the reinforcing bar of the extending steel bar of the precast concrete member in the tensile zone, mm2.
    2020100670 30 Apr 2020
    ·. A construction method for the concrete node structure connected by a cement-based material according to any one of claims 1-8, comprising the following steps:
    1) after production of the precast concrete members, transporting and hoisting the precast concrete members to a part to be installed;
  2. 2) in the adjacent precast concrete members, enabling a steel bar penetrating through a first part of the precast concrete member to extend into a steel bar channel of a second part of the precast concrete member for fixing; and
  3. 3) filling the gap between interfaces of the adjacent precast concrete members with the cement-based material, so that the first part of the precast concrete member and the second part of the precast concrete member are connected and then cured.
    0. Use of the concrete node structure connected by a cement-based material according to any one of claims 1-8 in a combined concrete structure.
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CN116768579A (en) * 2023-08-25 2023-09-19 山东高速德建集团有限公司 Anti-cracking concrete for assembled building and preparation method thereof
CN117107920A (en) * 2023-09-26 2023-11-24 中国建筑科学研究院有限公司 Connecting node of compartment type combined shear wall and floor slab and construction method thereof
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CN204804057U (en) * 2015-06-05 2015-11-25 中国十七冶集团有限公司 Beam column connecting device of prefabricated frame
CN206829378U (en) * 2017-04-25 2018-01-02 华南理工大学 A kind of connecting structure of prefabricated regeneration monolith beam
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CN108035437A (en) * 2018-01-24 2018-05-15 西安建筑科技大学 A kind of prefabricated node of the high-strength high concrete assembled frame of ductility and connection method
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CN116768579B (en) * 2023-08-25 2023-10-17 山东高速德建集团有限公司 Anti-cracking concrete for assembled building and preparation method thereof
CN117107920A (en) * 2023-09-26 2023-11-24 中国建筑科学研究院有限公司 Connecting node of compartment type combined shear wall and floor slab and construction method thereof
CN117107920B (en) * 2023-09-26 2024-03-26 中国建筑科学研究院有限公司 Connecting node of compartment type combined shear wall and floor slab and construction method thereof
CN118013174A (en) * 2024-04-09 2024-05-10 安徽吾兴新材料有限公司 Method for calculating anchoring length of reinforced concrete straight anchoring member provided with high-strength steel bars

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