CN116108546A - Connection design method using ultra-high performance concrete reinforced structure - Google Patents

Connection design method using ultra-high performance concrete reinforced structure Download PDF

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CN116108546A
CN116108546A CN202310308425.8A CN202310308425A CN116108546A CN 116108546 A CN116108546 A CN 116108546A CN 202310308425 A CN202310308425 A CN 202310308425A CN 116108546 A CN116108546 A CN 116108546A
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bar planting
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樊伟
孙文彪
张阳
钟正午
邵旭东
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Abstract

The invention discloses a connection design method using an ultra-high performance concrete reinforced structure, which comprises the following steps: (1) determining a material parameter; (2) Confirming the shear stress requirement of the reinforced structure and the shear stress requirement of the connecting interface; (3) Determining the arrangement space of the bar planting in the shearing direction, so that the arrangement space of the bar planting meets the shearing stress requirement that the shearing stress generated by the bar planting connecting piece is greater than or equal to the shearing stress requirement of the connecting interface; and (4) calculating the minimum bar planting depth of the bar planting connecting piece. The invention researches the bearing mechanism of the connection interface when the UHPC is used for reinforcing the RC structure, gives out the concrete flow of the design connection of the embedded ribs and the calculation and design basis of each parameter and performance through a concrete bearing capacity calculation method, has definite physical meaning in the design method and clear theoretical concept, can be widely applied to the combined interface of the ultra-high-performance concrete and the common reinforced concrete structure, has simple and definite design flow, and has good technical and economic effects.

Description

Connection design method using ultra-high performance concrete reinforced structure
Technical Field
The invention relates to the field of structural reinforcement engineering, in particular to a connection design method based on bar planting connection and using an ultra-high performance concrete reinforcement structure.
Background
Because ultra-high performance concrete (UHPC) has the characteristics of ultra-high strength, ultra-high toughness, ultra-high durability and the like. The problem that the traditional concrete material is difficult to solve in the application of the traditional concrete material on the bridge is effectively solved, and when the UHPC is applied to the girder of the bridge structure, the performances of bending resistance, shearing resistance, fatigue resistance and the like of the bridge structure can be obviously improved. In recent years, repairing damaged bridges by using UHPC is an attractive and emerging application direction, and the durability of the repaired concrete structure can be remarkably improved by coating the parts exposed in severe environments, such as bridge decks, guardrail surfaces and upright post surfaces by using UHPC, and the repaired structure also has more excellent performance because of the good mechanical property and durability of the UHPC.
The UHPC has obvious difference with the common Reinforced Concrete (RC) material performance, and in order to fully exert the material performance of the combined structure, reliable connection is needed between the UHPC and the common Reinforced Concrete (RC) material performance to ensure coordination work. The common connection types in the past mainly include: (1) Interface treatment type (roughening, grooving, etc. the interface); (2) Glue bonding type (bonding interface such as epoxy resin); (3) Shear key tooth type (interface is set into shape of key teeth engaged with each other); (4) Ductile connection connectors (metal connectors such as rebar, studs, etc. are provided at the interface).
In the push-out test according to UHPC-RC, the bar planting connection has better ductility compared with interface treatment modes such as roughening, drilling, grooving and the like. In addition, as the number of the planted bars increases, the damage of the test piece is gradually changed from interface failure to a mixed failure mode of the interface and the base material RC, and compared with other modes through roughening the joint surface, the damage mode can be accurately controlled by adjusting the planted bar design. These all demonstrate that the bar-embedded connection has obviously better ductility, more definite bearing mechanism and smaller discreteness. Therefore, under the working conditions (such as earthquake load, ship impact, vehicle impact, rolling stone impact and the like) with the requirements of large deformation and the like, the embedded bar connection has the advantages of good robustness, good ductility, clear stress, quantitative design and the like. Therefore, the bar-planting connection is extremely suitable for the connection type of the UHPC reinforcement member.
Although the bar-planting connection of UHPC reinforced RC components has been adopted by a lot of experiments and engineering, the interface bearing capacity calculation and design of the bar-planting connection lack definite research and specification. The connection of the embedded bars which are only designed by experience has great hidden trouble for the safety burying of the subsequent engineering structure. Meanwhile, the popularization and popularization of the connection of the planted bars are also hindered.
Disclosure of Invention
The invention provides a connection design method using an ultra-high performance concrete reinforcing structure, which is used for solving the technical problems of hidden troubles in the aspects of safety, construction and the like caused by experience only in the connection mode design when the reinforced structure is subjected to bar planting connection and reinforcement by adopting UHPC at present.
In order to solve the technical problems, the invention adopts the following technical scheme:
a connection design method using an ultra-high performance concrete reinforced structure, wherein the high performance concrete and the reinforced structure are connected through a bar planting connecting piece, and the connection design method comprises the following steps:
(1) The material parameters of the ultra-high performance concrete used are determined based on the parameters of the structure being reinforced.
(2) And confirming the shearing resistance requirement of the reinforced structure, and calculating the shearing stress requirement of the connecting interface of the ultra-high performance concrete and the reinforced structure according to the shearing resistance requirement of the reinforced structure.
(3) And calculating the shearing resistance bearing capacity of the single bar planting connecting piece, and determining the bar planting arrangement distance in the shearing direction according to the shearing resistance bearing capacity of the single bar planting connecting piece and the shearing stress requirement of the connecting interface, so that the bar planting arrangement distance meets the shearing stress generated by the bar planting connecting piece and is larger than or equal to the shearing stress requirement of the connecting interface.
(4) And calculating the minimum bar planting depth of the bar planting connecting piece, so that the implantation depth of the bar planting connecting piece in the reinforced structure and the ultra-high performance concrete is larger than the minimum bar planting depth, and thus the connection design using the ultra-high performance concrete reinforced structure is completed.
As a further preferred aspect of the foregoing solution, in step (2), the shear requirement of the reinforced structure is a design load of the reinforced structure, or the shear requirement of the reinforced structure is a shear load capacity calculated according to a material and a geometric parameter of the reinforced structure.
In the above scheme, when the design load cannot be known or the shear requirement cannot be determined according to the design data, according to the materials and the geometric parameters of the reinforced structure, the shear bearing capacity is used as the shear requirement, and the shear requirement can be calculated according to the following formula:
Figure BDA0004147660610000021
wherein V is cs Is the shear bearing capacity of the reinforced structure; alpha 1 For the influence coefficient of the bending moment of the opposite sign (alpha when calculating the shear bearing capacity of a simply supported beam and a continuous Liang Jinbian fulcrum beam section) 1 =1.0; alpha when calculating the shear bearing capacity of the intermediate fulcrum beam sections of the continuous beam and the cantilever Liang Jin 1 ＝0.9)，α 2 To increase the coefficient of prestress (alpha for reinforced concrete flexural members 2 =1.0; for prestressed concrete flexural member, alpha 2 =1.25, but when the section bending moment caused by the resultant force of the reinforcing steel bars is the same as the external bending moment, or the prestressed concrete flexural member allowing the occurrence of cracks, taking α 2 ＝1.0)；α 3 For the coefficient of influence of the pressed flanges (for rectangular cross-section, take α 3 ＝1.0；For T-shaped and I-shaped cross sections, take alpha 3 =1.1); b is the width (mm) of a rectangular section or the width (mm) of a web plate with T-shaped and I-shaped sections at the position corresponding to the positive section of the inclined section shearing and pressing area; h is a 0 Taking the distance from the longitudinal tension bar combining force point to the pressed edge at the position of the inclined section shearing and pressing area corresponding to the positive section as the effective height (mm) of the section; p is the reinforcement percentage of the longitudinal tension reinforcement in the inclined section, p=100deg.C, ρ= (A) p +A s )/(bh 0 ) When P>At 2.5, p=2.5; a is that s Is the cross section area of the longitudinal tension steel bar; a is that p Is the sectional area of the longitudinal prestressed reinforcement; f (f) cu,k A standard value (MPa) of compressive strength of a concrete cube with a side length of 150 mm; ρ sv Reinforcement rate ρ of stirrups in inclined section sv ＝A sv /(s v b)；A sv The total cross-sectional area (mm) of stirrups arranged in the same cross-section in an inclined cross-section 2 )；s v Is the interval (m) of stirrups in the inclined section; f (f) sv The design value (MPa) is the tensile strength of the stirrup.
As a further preferred aspect of the above technical solution, in step (2), the shear stress requirement of the connection interface between the ultra-high performance concrete and the reinforced structure is calculated by the following formula:
Figure BDA0004147660610000031
in the equal to or more than d For the connection interface shear stress requirement, V cs S is the shearing requirement of the reinforced structure * As the area moment above the interface, I z Is the bending moment of inertia of the combined section.
The shear stress requirement of the connecting interface is calculated by an elastic design method in the combined structure.
As a further preferred aspect of the above technical solution, in step (3), the shear load capacity of the single bar planting connector is calculated by the following formula:
V s ＝0.72A r f s the method comprises the steps of carrying out a first treatment on the surface of the Wherein V is s A is the shearing bearing capacity of a single bar planting connecting piece r Is the sectional area of a single bar planting connecting piece, f s For single bar-planting connectionTensile strength.
The interface bearing capacity connected by the planted bars can be divided into three stages according to different stress stages: a bonding stage, a reinforcing steel bar bearing stage and a friction stage. The bonding stage relies on the bonding action between the UHPC and the structure being reinforced, but the bonding effect is extremely sensitive to environmental factors, and it is difficult to precisely control the bonding strength at the interface in practical use and design. The friction phase is relatively random, and the friction strength is low, which is also not suitable for the interface design capability. Therefore, the invention adopts the steel bar bearing stage capable of precisely controlling the bearing capacity as the design bearing capacity.
As a further preferable aspect of the above technical solution, in step (4), the shear stress generated by the tendon-planting connection member is calculated by the following formula:
Figure BDA0004147660610000032
wherein τ s For shear stress generated by the bar planting connecting piece, V s Is the shearing bearing capacity s of a single bar planting connecting piece 1 Is the arrangement space of the bar planting in the shearing direction; b is the width of the connecting interface of the reinforced structure and the ultra-high performance concrete;
modulation s 1 So that τ s ≥τ d 。
Determining the arrangement spacing s of the bar planting 1 The number of the planted bars is equally determined, if the excellent mechanical property of the reinforcing material UHPC is required to be exerted, the joint surface of the reinforcing material UHPC and the raw material is required to be ensured not to be damaged before the reinforcing layer and the raw material, so that the spacing between the planted bars is required to be larger than or equal to the shearing stress requirement of a connecting interface.
As a further preferable mode of the technical scheme, the arrangement space of the planted bars is more than or equal to five times the diameter of the single planted bar connecting piece, namely s 1 Not less than 5d, wherein s 1 The arrangement distance of the bar planting in the shearing direction is d, and the diameter of the bar planting connecting piece is d. The planned arrangement space s of the planted bars 1 The structural requirements of the structure are met, so that the structure is prevented from being damaged by concrete splitting and the like in the drilling process.
As a further preferable aspect of the above technical solution, the minimum bar planting depth of the bar planting connector is calculated by the following formula:
Figure BDA0004147660610000033
wherein L is c,min The minimum depth of the planted bar is the planted bar connecting piece in the reinforced structure; l (L) u,min The minimum bar planting depth of the bar planting connecting piece in the ultra-high performance concrete; f (f) c ' the compressive strength of the cylinder being the reinforced structure, f u ' compressive Strength of ultra-high Performance concrete, f s The tensile strength of the bar planting connecting piece.
After the diameters of the bar planting connecting pieces and the arrangement intervals of the bar planting are determined, the minimum bar planting depth is further determined. When the depth of the planted bar is insufficient, the planted bar connecting piece can be pulled out or the concrete is split and damaged in the loading process. The depth of implantation of the proposed bar planting connector in the reinforced structure and UHPC is respectively greater than L c,min And L u,min 。
Compared with the prior art, the invention has the advantages that:
according to the invention, on one hand, the shearing resistance of the bar planting reinforcement is determined as the design bearing capacity, compared with other documents and data, the interface bonding effect and the like are taken as the design bearing capacity, the bar planting reinforcement bearing capacity has more excellent deformation capacity, more controllable calculation basis and reliable connection strength, and on the other hand, the invention also determines the calculation method of the shearing resistance of the bar planting connecting piece, and the calculation method and the design method have definite physical meaning, so that industrial designers can quickly calculate the required bar planting quantity, and meanwhile, the invention also defines the calculation method of the minimum bar planting distance and the minimum bar planting depth, so that the bar planting connection is prevented from splitting damage caused by unsatisfied construction requirements, and the embedded depth of the reinforcement can be quickly obtained by industrial personnel.
In summary, the invention researches the bearing mechanism of the connection interface when the UHPC is used for reinforcing the RC structure, gives out the concrete flow of the connection of the planted bar design and the calculation and design basis of each parameter and performance through a concrete bearing capacity calculation method, has definite physical meaning in the design method and clear theoretical concept, and can be widely applied to the combined interface of the ultra-high performance concrete and the common reinforced concrete structure, and the integral flow is convenient for the relevant technical personnel to develop calculation and design analysis.
Drawings
FIG. 1 is a schematic perspective view of the ultra-high performance concrete of example 1 in a solid connection with a structure to be reinforced;
FIG. 2 is a schematic diagram showing the front-view connection of the ultra-high performance concrete of example 1 to the structure to be reinforced;
fig. 3 is a schematic side view of the ultra-high performance concrete of example 1 in cross section with the reinforced structure.
Detailed Description
The present invention will be described in further detail with reference to specific examples.
Example 1:
in the embodiment, the reinforced concrete beam is reinforced by using ultra-high performance concrete, and the reinforced concrete beam are connected through the embedded bars, wherein the connection relationship is shown in fig. 1-3 (in the figure, 1 is an RC beam, 2 is UHPC, and 3 is an embedded bar connecting piece, and the perspective method is adopted in fig. 1 to better reflect the relationship of all components). The RC beam has the concrete cube strength of 25.6MPa, the internal steel bar strength of 556MPa, the stirrup diameter of 8mm, the tension longitudinal bar diameter of 12mm, the compression steel bar diameter of 10mm and the beam bottom concrete protection layer thickness of 25mm. The net span of the beam is 3000mm, the distance between loading points is 300mm, the cross section of the RC beam is 250mm high and 150mm wide, and a UHPC plate with the thickness of 50mm is required to be arranged at the bottom of the beam for reinforcement according to the original design requirement, wherein the compression strength of the UHPC is 204MPa. The connection design method using the ultra-high performance concrete reinforced structure of the embodiment comprises the following steps:
(1) The steel bar of HRB400 is used as the bar planting connecting piece, the tensile strength is 400MPa, and the diameter is 10mm.
(2) Calculating the shear requirement V of the reinforced RC beam according to the following cs ：
Figure BDA0004147660610000051
The meanings and values of the parameters in the formula are shown in Table 1.
Table 1: meaning and value of each parameter in RC beam shearing demand calculation
Parameters (parameters) Meaning of Value taking Unit (B)
α 1 Different number bending moment influence coefficient 1.00 /
α 2 Coefficient of prestress increase 1.00 /
α 3 Coefficient of influence of the pressed flange 1.00 /
b Cross-sectional width 150.00 mm
h 0 Effective height of cross section 225.00 mm
A s Cross-sectional area of tension bar 339.29 mm 2
P Longitudinal tension reinforcement bar arrangement rate 1.01 ％
f cu ,k Compressive strength of concrete cube 25.60 MPa
s v Stirrup spacing 125.00 mm
d Diameter of stirrup 8.00 mm
f sv Stirrup strength 574.00 MPa
A sv Diagonal section stirrup reinforcement area 100.53 mm 2
ρ sv Oblique section stirrup reinforcement ratio 0.54％ /
V cs Oblique section shear capacity of concrete beam 96.70 kN
(3) The connection interface shear stress requirement τd for UHPC and RC is calculated according to the following formula:
Figure BDA0004147660610000052
wherein τ d For the connection interface shear stress requirement, V cs S is the shearing requirement of the reinforced structure * As the area moment above the interface, I z Is the bending moment of inertia of the combined section.
Calculate the obtainable tau d ＝0.50MPa。
(4) The shearing bearing capacity V of the single bar planting connecting piece is calculated according to the following formula s ：
V s ＝0.72A r f s The method comprises the steps of carrying out a first treatment on the surface of the Wherein V is s A is the shearing bearing capacity of a single bar planting connecting piece r Is the sectional area of a single bar planting connecting piece, f s Is the tensile strength of a single bar planting connecting piece.
Calculate the available V s ＝22.62kN。
(5) The arrangement space s of the quasi-planting bars 1 The shear stress tau generated by the bar planting connecting piece is calculated according to the following formula and is 250mm s ：
Figure BDA0004147660610000061
Wherein τ s For shear stress generated by the bar planting connecting piece, V s Is the shearing bearing capacity s of a single bar planting connecting piece 1 Is the arrangement space of the bar planting in the shearing direction; b is the width of the interface between the reinforced structure and the ultra-high performance concrete.
Calculated τ s =0.6 MPa, at which time τ s Greater than tau d Therefore, the number of the planted bars meets the requirement, such as the spacing s of the planted bars which is planned in the step 1 If the requirement of shear stress is not met, the planned arrangement interval value of the planted bars needs to be adjusted.
(6) Calculating the minimum bar planting depth L of the bar planting connecting piece in the UHPC according to the following formula u,min Minimum bar planting depth L of bar planting connecting piece in RC beam c,min ：
Figure BDA0004147660610000062
Wherein L is c,min The minimum depth of the planted bar is the planted bar connecting piece in the reinforced structure; l (L) u,min The minimum bar planting depth of the bar planting connecting piece in the ultra-high performance concrete; f's' c For the compressive strength of the cylinder of the structure to be reinforced, f' u Is the compressive strength of the ultra-high performance concrete, f s The tensile strength of the bar planting connecting piece.
Calculating to obtain the minimum bar planting depth L of the bar planting connecting piece in the RC beam c,min =60.93 mm; minimum bar planting depth of bar planting connecting piece in UHPC is L u,min =13.89 mm; therefore, considering the design and construction convenience, the depths of the bar planting in the RC beam and the UHPC can be designed as follows: 90mm and 50mm.
(7) Checking the arrangement space of the bar planting, and calculating the known arrangement space s of the bar planting in the step (5) 1 So that the shearing stress generated by the bar planting connecting piece meets the shearing stress requirement of the connecting interface, and meanwhile, the bar is plantedThe arrangement spacing is 250mm, and is far greater than the minimum bar planting spacing and requires five times of the bar planting connecting piece diameter 50mm (namely 5d, if the requirements are not met, the arrangement spacing of the bar planting is required to be adjusted to meet all the requirements), and the designed bar planting depth also meets the requirement of the minimum bar planting depth, so that the design parameters meet the design requirements.
The above description is merely a preferred embodiment of the present invention, and the scope of the present invention is not limited to the above examples. Modifications and variations which would be obvious to those skilled in the art without departing from the spirit of the invention are also considered to be within the scope of the invention.

Claims (7)

1. The connection design method for the ultra-high performance concrete reinforced structure is characterized in that the high performance concrete and the reinforced structure are connected through a bar planting connecting piece, and the connection design method comprises the following steps:
(1) Determining material parameters of the ultra-high performance concrete according to the parameters of the reinforced structure;
(2) Confirming the shearing resistance requirement of the reinforced structure, and calculating the shearing stress requirement of a connecting interface of the ultra-high performance concrete and the reinforced structure according to the shearing resistance requirement of the reinforced structure;
(3) Calculating the shearing resistance bearing capacity of a single bar planting connecting piece, and determining the bar planting arrangement distance in the shearing direction according to the shearing resistance bearing capacity of the single bar planting connecting piece and the shearing stress requirement of the connecting interface, so that the bar planting arrangement distance meets the shearing stress generated by the bar planting connecting piece and is greater than or equal to the shearing stress requirement of the connecting interface;
(4) And calculating the minimum bar planting depth of the bar planting connecting piece, so that the implantation depth of the bar planting connecting piece in the reinforced structure and the ultra-high performance concrete is larger than the minimum bar planting depth, and thus the connection design using the ultra-high performance concrete reinforced structure is completed.
2. The method of claim 1, wherein in the step (2), the shearing resistance requirement of the reinforced structure is a design load of the reinforced structure or the shearing resistance requirement of the reinforced structure is a shearing resistance bearing capacity calculated according to a material and a geometric parameter of the reinforced structure.
3. The method of claim 1, wherein in step (2), the shear stress requirement of the interface between the ultra-high performance concrete and the reinforced structure is calculated by the following formula:
Figure FDA0004147660600000011
wherein τ d For the connection interface shear stress requirement, V cs S is the shearing requirement of the reinforced structure * As the area moment above the interface, I z Is the bending moment of inertia of the combined section.
4. The method of claim 1, wherein in step (3), the shear capacity of the single bar-embedded connector is calculated by the following formula:
V s ＝0.72A r f s the method comprises the steps of carrying out a first treatment on the surface of the Wherein V is s A is the shearing bearing capacity of a single bar planting connecting piece r Is the sectional area of a single bar planting connecting piece, f s Is the tensile strength of a single bar planting connecting piece.
5. The method of claim 1, wherein in step (4), the shear stress generated by the bar-planting connector is calculated by the following formula:
Figure FDA0004147660600000012
wherein τ s For shear stress generated by the bar planting connecting piece, V s Is the shearing bearing capacity s of a single bar planting connecting piece 1 In the shearing directionThe arrangement space of the bar planting; b is the width of the interface between the reinforced structure and the ultra-high performance concrete;
modulation s 1 So that τ s ≥τ d 。
6. The connection design method using ultra-high performance concrete reinforcing structure according to claim 1, wherein the arrangement pitch of the planted bars is equal to or more than five times the diameter of a single planted bar connector, i.e. s 1 Not less than 5d, wherein s 1 The arrangement distance of the bar planting in the shearing direction is d, and the diameter of the bar planting connecting piece is d.
7. The connection design method using ultra-high performance concrete reinforcing structures according to any one of claims 1 to 6, wherein the minimum tendon placement depth of the tendon placement connector is calculated by the following formula:
Figure FDA0004147660600000021
wherein L is c,min The minimum depth of the planted bar is the planted bar connecting piece in the reinforced structure; l (L) u,min The minimum bar planting depth of the bar planting connecting piece in the ultra-high performance concrete; f's' c For the compressive strength of the cylinder of the structure to be reinforced, f' u Is the compressive strength of the ultra-high performance concrete, f s The tensile strength of the bar planting connecting piece. />
CN202310308425.8A 2023-03-27 2023-03-27 Connection design method using ultra-high performance concrete reinforced structure Pending CN116108546A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117290914A (en) * 2023-10-27 2023-12-26 湘潭大学 Stud connecting steel-UHPC interface shearing bearing capacity calculation method considering interface friction effect

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117290914A (en) * 2023-10-27 2023-12-26 湘潭大学 Stud connecting steel-UHPC interface shearing bearing capacity calculation method considering interface friction effect
CN117290914B (en) * 2023-10-27 2024-03-29 湘潭大学 Stud connecting steel-UHPC interface shearing bearing capacity calculation method considering interface friction effect

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