KR20130131078A

KR20130131078A - The modular bridge upper part structure formed by girder module assembly

Info

Publication number: KR20130131078A
Application number: KR1020120054867A
Authority: KR
Inventors: 전중규; 윤지현
Original assignee: 코오롱글로벌 주식회사
Priority date: 2012-05-23
Filing date: 2012-05-23
Publication date: 2013-12-03

Abstract

A modular bridge upper part structure made by multiple girder module assemblies according to the present invention improves the crack and impact resistance of a modular bridge upper part structure and improves the constructability and structural stability of the modular bridge upper part structure and a bridge by filling non-shrink concrete to which reinforced fiber is added to improve cross-linking actions into a gap between factory-built girder modules; and firmly attaching the girder modules to each other.

Description

Modular bridge upper part structure formed by Girder Module assembly

The modular bridge superstructure formed by assembling a plurality of girder modules according to the present invention is firmly attached to the girder modules by assembling the girder modules prefabricated at the factory by filling with non-shrink mortar, and in particular, the non-shrink mortar. Reinforcement of cross-linking action to increase the crack resistance and impact resistance by combining the reinforcing fiber in the assembly can increase the ease of construction as well as the structural safety in constructing the upper structure of the bridge and the bridge by assembling the girder module. It is characterized by.

The upper structure of the bridge is a structure that transmits the traffic load to the main girder or the pier, which causes traffic accidents and traffic jams, and reinforcement frequently occurs. These bridge upper structures can be constructed by on-site casting, and in recent years, they are more economical, shorten air quality, and secure quality by being precast and manufactured, transported, and installed in factories.

In this way, the upper structure of the bridge is modularized, but it is important to construct the connection between the girder module when each module is installed in the factory by factory manufacturing. In the case of integral cast-place bridge superstructures, load transfer may have continuity. However, in modular top bridges, there is no load transfer continuity, so the connection part may act as a weak part. Therefore, in order to have the continuity of load transfer like the one-piece cast-in-place superstructure, the treatment of the connecting part is the most important.

In other words, in the case of modular bridge superstructures, the vertical and lateral behaviors of the vertical bridges are significantly different from the integral cast-place bridge superstructures when vertical loads are applied to the joints of each deck after construction. That is, when the vertical load is applied, in the case of the modular bridge superstructure, the vertical load is transmitted to the adjacent members by the vertical shear force and the bending of the connecting portion, and the bending rigidity of the connecting portion has a great influence on the load distribution. On the other hand, in the case of an integral site-pouring bridge superstructure, the load is distributed in the transverse direction because the length is mainly long in the longitudinal direction, but the transverse and longitudinal bending stiffnesss are constant, so it does not matter in any direction. Therefore, in the case of modular bridge superstructure, it is very important to secure the shear stiffness and the bending stiffness of these joints.

On the other hand, even in horizontal loads, the substructures on site cast bridges have little bending transmission rate due to the length of the top block, so it is not a problem. However, the modular bridge superstructures depend on the size of the module, so the continuity of the connection is very important. It works.

Conventionally, in the case of a modular bridge superstructure, general concrete or non-concrete concrete is often used to form a connection for attachment between modules, but when general concrete or non-concrete concrete is used, the initial strength is small, so before complete curing In the construction of bridge superstructures, cracks may occur due to vibrations or displacements due to vibration or traffic. Such cracks have already been cracked even if they are not subjected to re-vibration or impact, which leads to a decrease in durability of the entire bridge over time.

The present invention has been made to solve the above problems, in constructing a modular bridge superstructure, by combining the reinforcing fibers in non-concrete concrete in the connection portion to maintain a certain strength, to improve the resistance to cracks and impact resistance It is to provide a modular bridge superstructure that can improve the durability of the entire bridge by improving the.

The modular bridge upper structure formed by assembling a plurality of girder modules as a means for solving the above problems is a modular bridge upper structure consisting of a plurality of girder modules and non-concrete concrete filled between the girder module, Girder module, water 130 to 180 kg / m ³ , cement 500 to 700 kg / m ³ , blast furnace slag fine powder 150 to 250 kg / m ³ , silica fume 80 to 130 kg / m ³ , fine aggregate 400 to 500 kg / m ³ , coarse aggregate 700 to It is blended including 800kg / m ³ , characterized in that to formulate the reinforcing fiber to 0.05 to 0.25vol% relative to the total volume,

The non-condensed concrete, water 130 to 180 kg / m ³ , cement 500 to 700 kg / m ³ , blast furnace slag fine powder 150 to 250 kg / m ³ , silica fume 80 to 130 kg / m ³ , fine aggregate 400 to 500 kg / m ³ , coarse aggregate 700 to 800 kg / m ³ , the expansion material 40 to 70 kg / m ³ , including the shrinkage reducing agent 15 to 25 kg / m ³ , including the reinforcing fiber is characterized in that the formulation to 0.05 to 0.25 vol% relative to the total volume.

Modular bridge superstructure formed by the assembly of a plurality of girder module according to the present invention by assembling between the girder module made in the factory by filling the non-contraction concrete, while firmly attaching between the girder module, By preventing deformation of the modular bridge upper structure formed by assembly, there is an advantage that can facilitate construction and safety of construction.

In addition, the compressive strength of the connecting portion formed by the non-contraction concrete between the girder module and the girder module is expressed by more than 120MPa has the advantage of improving the workability of the modular bridge upper structure by reducing its own weight, cross section.

In addition, it is possible to reduce the length, reinforcing bars, and joint reinforcing bars formed by the non-shrink concrete between the girder module and the girder module, and by strengthening the crosslinking action by compounding the reinforcing fibers to increase the crack resistance and the impact resistance. There is an advantage that can double the structural safety of the modular bridge upper structure formed by the assembly of the girder module.

1 is an exploded perspective view showing a modular bridge superstructure formed by assembling a plurality of girder modules according to the present invention;
2 is a schematic diagram showing a modular bridge for assembling a pier to a modular bridge superstructure formed by assembling a plurality of girder modules according to the present invention,
3 is an exploded perspective view showing a junction block allowing longitudinal connection between girder modules;
Figure 4 is a schematic diagram showing a state in which the reinforcing fibers are dispersed in the cement paste,
Figure 5 is a schematic diagram showing a state in which the reinforcing fibers entangled in the air entanglement device, Figure 6 is a photograph of the reinforcing fibers of one configuration of the present invention,
Figure 7 is an enlarged photograph of one end of the reinforcing fiber of Figure 6,
8 is an enlarged photograph of the surface of the reinforcing fiber of FIG.

In order to achieve the above object, the modular bridge superstructure formed by the assembly of a plurality of girder module of the present invention is a modular bridge superstructure consisting of a plurality of girder modules and non-concrete concrete filled between the girder module. In the girder module, water 130 to 180kg / m ³ , cement 500 to 700kg / m ³ , blast furnace slag fine powder 150 to 250kg / m ³ , silica fume 80 to 130kg / m ³ , fine aggregate 400 to 500kg / m ³ , Coarse aggregates including 700 to 800kg / m ³ , including, but is characterized in that the blending reinforcing fibers 0.05 to 0.25 vol% of the total volume, the non-condensed concrete, water 130 to 180 kg / m ³ , cement 500 to 700 kg / m ³ , blast furnace slag fine powder 150-250kg / m ³ , silica fume 80-130kg / m ³ , fine aggregate 400-500kg / m ³ , coarse aggregate 700-800kg / m ³ , expander 40-70kg / m ³ , shrinkage reducing agent the ship comprises a 15 to 25kg / m ³ But, it is characterized in that the reinforcing fiber blending 0.05 to 0.25vol% compared to the total volume.

The connection portion between the girder module formed by this and the girder module formed by the non-contraction concrete is reasonable to allow the compressive strength to be expressed over 120 MPa. Such high strength is to reduce the cross section of the girder module and the connection portion, to reduce the amount of rebar, and to improve the durability by minimizing the length of the overlap in the connection portion.

The reinforcing fiber is composed of hydrophilic fibers, characterized in that the coating layer is formed on the surface by a hydrophobic surfactant. Thus, the present invention is added to the reinforcing fibers but made of hydrophilic fibers to generate a strong bonding force with the cement to improve the resistance to cracking by crosslinking action, too strong bonding force by coating the surface of the reinforcing fibers with a hydrophobic surfactant It is characterized by improving the impact resistance by solving the problem of fiber cutting.

Meanwhile, the present invention also provides a modular bridge formed by assembling a bridge and a modular bridge superstructure formed by assembling a plurality of girder modules mentioned above.

Hereinafter, preferred embodiments of the present invention will be described with reference to the drawings.

1 is an exploded perspective view showing a modular bridge superstructure formed by the assembly of a plurality of girder module according to the present invention, Figure 2 is a modular bridge superstructure formed by the assembly of a plurality of girder module according to the present invention. Figure 3 is an exploded perspective view showing a modular bridge for assembling the bridge to the bridge, Figure 3 is an exploded perspective view showing a joining block to enable longitudinal connection between the girder module, Figure 4 is a schematic view showing a state in which the reinforcing fibers are dispersed in the cement paste. 5 is a schematic view showing a state in which a reinforcing fiber is entangled in an air entanglement apparatus, FIG. 6 is a photograph of a reinforcing fiber of one configuration of the present invention, and FIG. 7 is an enlarged image of one end of the reinforcing fiber of FIG. 6. FIG. 8 is an enlarged photograph of the surface of the reinforcing fiber of FIG. 6.

Modular bridge superstructure of the present invention is formed by assembling a plurality of girder module 10 as shown in Figure 1, the girder module 10 is a "T" shaped cross-sectional shape as shown in FIG. It is configured to be assembled on site by factory manufacturing. The side of the girder module 10 is formed with a groove (not shown in the figure), the groove between the girder module 10 is filled with non-condensed concrete 20 to hold the girder module 10 and It is to prevent deformation of the modular bridge upper structure formed by the assembly of (10). The girder module 10 has a support (not shown) on the side, so that the upper load of the girder module 10 is distributed by the support.

The girder module 10, water 130 to 180 kg / m ³ , cement 500 to 700 kg / m ³ , blast furnace slag fine powder 150 to 250 kg / m ³ , silica fume 80 to 130 kg / m ³ , fine aggregate 400 to 500 kg / m ³ , Coarse aggregate including 700 to 800kg / m ³ , including, characterized in that the blending of 0.05 to 0.25 vol% of the reinforcing fibers relative to the total volume. In addition, the girder module may be further blended with Omega 2000 100 to 110kg / m ³ as a multifunctional admixture. By this combination, it is reasonable that the girder module reduces its cross-section by reducing its cross-section by causing its compressive strength to be expressed above 120 MPa.

In addition, the non-condensed concrete 20 is water 130 to 180 kg / m ³ , cement 500 to 700 kg / m ³ , blast furnace slag fine powder 150 to 250 kg / m ³ , silica fume 80 to 130 kg / m ³ , fine aggregate 400 to 500 kg / m ³ , coarse aggregates 700 to 800kg / m ³ , the expansion material 40 to 70kg / m ³ , including shrinkage reducing agent 15 to 25kg / m ³ , including the reinforcing fibers, characterized in that 0.05 to 0.25vol% blended to the total volume do. In this case, the girder module may be further blended with Omega 2000 100 to 110kg / m ³ as a multifunctional admixture. That is, the non-contraction concrete 20 is blended with reinforcing fibers to prevent shrinkage of the cured body by the expansion material and shrinkage reducing agent, and also by combining the reinforcing fibers to prevent cracking by shrinkage control as well as the characteristics to be described below. By improving the impact properties it is possible to reduce the fatigue that can occur in the modular bridge upper structure.

In addition, it is reasonable that the non-shrink concrete 20 has a strength of 120 MPa or more by such a combination. That is, the strength of 120MPa or more is expressed in the connection portion between the girder module 10 to facilitate the distribution of the force for the vertical load and the horizontal load.

Aggregate in the present invention may be generally used for concrete, may be composed of fine aggregate and coarse aggregate. As the fine aggregate, those having a particle diameter of 0.15 to 2.5 mm, an absolute dry density of 2.5 g / cm 3 or more, an absorption rate of 3% or less, and a stability of 10% or less can be used as the fine aggregate.

As the coarse aggregate, those having a particle diameter of 2.5 to 40 mm, an absolute condition density of 2.5 g / cm 3 or more, an absorption rate of 3% or less, a stability of 10% or less, and a wear rate of 40% or less may be used as the coarse aggregate.

The blast furnace slag fine powder mentioned above can use what pulverized the granulated thing by quenching the slag discharged from a blast furnace. Further, the blast furnace slag fine powder has a density of 2.8 g / cm 3 or more, and a specific surface area of 4,000 to 10,000 g / cm 3 and preferably 4,000 to 8,000 g / cm 3 according to the KS F 2563 standard. The above-mentioned blast furnace slag powder is not hydrophobic in itself, but has a characteristic of hydrating slowly by stimulating alkalinity in cement, improving workability and long-term strength of concrete, and dense structure to improve water tightness and chemical resistance.

Meanwhile, in the present invention, an expansion material is blended into the non-shrinkable concrete, which is one component, and the calcium sulfa aluminite-based (CSA) -based expander may be used as the expander. It can be composed of minerals comprising 3Al ₂ O ₃ ○ CaSO ₄ .

In addition, the shrinkage reducing agent is preferably a shrinkage reducing agent including an ether compound and urea, the composition of which comprises an ether compound, urea, antifoaming agent and water to control various shrinkages before and after curing, workability It is reasonable to be able to prevent premature strength drop without deterioration. That is, it is possible to prevent the occurrence of cracks due to the repeated load of the vehicle, etc. in the initial stage of curing after the construction of the connection between the girder module 10 by preventing the early strength decrease.

Wherein the ether compound is characterized in that the polyoxyalkylene alkyl ether and glycol ether, the compounding ratio is 10 to 40% by weight of polyoxyalkylene alkyl ether, 10 to 30% by weight of glycol ether, 5 to 20% by weight of urea It comprises 0.05 to 2% by weight of an antifoaming agent, the balance is preferably made of water.

The polyoxyalkylene alkyl ether is a kind of surfactant, which reduces capillary tension when evaporating moisture in cement paste voids, thereby reducing internal shrinkage in concrete after hardening, thus adding 10 wt% or more. Is required. However, when the amount of the polyoxyalkylene alkyl ether added exceeds 40% by weight, the strength of the cured product due to the mortar may be drastically lowered due to the generation of excess air, so the content is appropriately limited to 10 to 40% by weight.

The glycol ether has a function of helping to control dry shrinkage by reducing capillary tension of cement paste by polyoxyalkylene alkyl ether. That is, by adding polyoxyalkylene alkyl ether, the shrinkage reduction rate due to dry shrinkage can be reduced to some extent. However, when blending polyoxyalkylene alkyl ether more than a predetermined amount, the compressive strength decreases due to excessive air amount. By adding glycol ether to the polyoxyalkylene alkyl ether, it is possible to increase the shrinkage reduction rate while preventing the lowering of the compressive strength. The glycol ether is required to add 10% by weight or more. However, if the content exceeds 30% by weight, the strength of the cured product may be drastically lowered due to the excessive amount of air, so the content of glycol ether is limited to 10 to 30% by weight.

It is not necessary to limit the kind of the glycol ether, but preferably dipropylene glycol dimethyl ether (DMFDG), propylene glycol monopropyl ether (PEG), ethylene glycol monoisopropyl ether (IPG), ethylene glycol monoisobutyl One kind or a mixture of two or more kinds selected from the group consisting of ethers (IBGs) may be used.

With this combination, as mentioned above, the dry shrinkage of the cured body by the non-contractable concrete 20 can be controlled, but the plastic shrinkage and self-shrinkage of the initial curing can not be controlled based on this configuration, and the initial strength is lowered. Since it can not be prevented, the urea is further formulated in a configuration that complements this function.

The urea is a moisturizer that reacts with water to control self-shrinkage by preventing the excess water from evaporating and drying the remaining excess water reacting with the cement in the hydration reaction, in particular plastic shrinkage by drying the cement paste surface Of course, the initial strength can be prevented from being lowered by the use of the ether compound. In order to achieve the plastic shrinkage control, the self-shrinkage control and the initial strength enhancement effect, the urea is required to be added at least 5% by weight. However, if it exceeds 20% by weight, the long-term strength may decrease due to excessive moisturizing. Therefore, limiting the proper amount of urea to 5 to 20% by weight can control plastic shrinkage and self-shrinkage while preventing initial strength and long-term strength drop. To ensure that

The urea does not need to be limited in kind, but preferably one or two or more selected from the group consisting of form urea, hydroxyethyl urea, and urea-d-glucolic acid may be used.

On the other hand, the antifoaming agent is preferably blended at least 0.5% by weight in order to control the amount of excess air due to the use of a surfactant, and at 2% by weight or more may cause a problem of deterioration in workability due to the decrease in fluidity, the appropriate mixing ratio is 0.5 It is reasonable to limit it to -2 weight%.

In the case of the above-mentioned defoamer, there is no need to limit the kind thereof, but in general, a fatty alcohol defoamer may be used.

In particular, in the present invention, it is reasonable that the girder module 10 and the non-contraction concrete 20 are each blended with 0.05 to 0.25 vol% of the total volume. The reason for this limitation is that when the content is less than 0.05 vol%, the reinforcing fibers have little effect of strengthening the toughness and impact resistance in the cement paste, and when the content exceeds 0.25 vol%, the economic efficiency is lowered and the formation of cement paste is hindered. Therefore, there is a problem in that the strength is rather low, it is preferable to limit in this way.

In addition, the present invention is added to the reinforcing fibers but made of hydrophilic fibers to generate a strong bonding force with the cement to improve the crack resistance by the crosslinking action, by coating the surface of the reinforcing fibers with a hydrophobic surfactant too strong binding force It is characterized by improving the impact resistance by solving the problem of fiber cutting. In other words, reinforcing fibers composed of hydrophilic fibers are added to increase toughness by increasing hydrogen bonding force with cement paste. If the hydrogen bonding force is too large, deformation occurs due to repeated external impacts such as vehicle load in cement paste. It may be disadvantageous in terms of impact resistance due to too much bonding force at the time of bonding, and the surface of the reinforcing fiber composed of hydrophilic fibers is coated with a hydrophobic surfactant to lipophilic the surface to inherent elasticity of the reinforcing fiber. This is to enhance the impact resistance by causing the pull to occur when deformation occurs due to a certain impact while showing as it is.

In addition, in the present invention, as mentioned above, the hydrophilic fiber is composed of reinforcing fibers to improve crack resistance, and the surface of the reinforcing fibers composed of hydrophilic fibers is reinforced with impact resistance by strengthening the impact resistance and the reinforcing fibers composed of the hydrophilic fibers. Also in the construction of hydrophilic fibers, polyamide fibers having a large diameter are used to strengthen the crosslinking action, and at the same time, the impact resistance is enhanced by using small aramid fibers. That is, as shown in Figure 4 is composed of a reinforcing fiber (100a) consisting of a large diameter polyamide fiber and a reinforcing fiber (100b) consisting of a small diameter aramid fiber is composed of a reinforcing fiber (100a) consisting of a polyamide fiber In order to strengthen the toughness by increasing the tensile strength by increasing the diameter, increasing the diameter of the entire reinforcing fiber may cause deterioration of adhesion force, such as forming a double layer of cement mortar. In the case of the fiber, the diameter is increased to increase the resistance to toughness. In the case of the reinforcing fiber 100b made of the aramid fiber, the elasticity is excellent even though the diameter is small, so that the impact resistance can be improved. That is, even in the reinforcing fibers, the reinforcing fibers 100a composed of polyamide fibers having a large diameter enhance toughness, and the reinforcing fibers 100b composed of aramid fibers having a small diameter reinforce impact resistance. It is desirable to have a hybrid function in the shrinkage concrete 20.

The diameter of the reinforcing fibers can be up to 0.01mm ~ 20mm, more preferably limited to 0.05mm ~ 10mm. If it is less than 0.01 mm, it is difficult for each reinforcing fiber to exhibit toughness and impact resistance as a function to act in the cement paste, and if the diameter exceeds 20 mm, as mentioned above, the double layer in the cement paste. This is a structural disadvantage. In other words, the diameter of the reinforcing fibers (100a) consisting of polyamide within the diameter of 0.01mm ~ 20mm is larger than the reinforcing fibers (100b) consisting of aramid, it is preferable to mix and mix the respective reinforcing fibers.

In addition, the reinforcing fiber is preferably limited to the length of 5 to 200mm, less than 5mm, the reinforcing fiber is insignificant to express the effect of strengthening toughness and impact resistance, on the contrary, the reinforcing fiber is 200mm If exceeded, agglomeration may occur between the reinforcing fibers and thus dispersibility may be lowered.

Meanwhile, the hydrophobic surfactant may be selected from polyoxyethylene stearyl ether derivative (POLYOXYETHYLENE STEARYL ETHER DERIVATIVES), sorbitan fatty acid ester derivative (SORBITAN FATTY ACID ESTER DERIVATIVES) and polyoxyethylene oleyl amine derivative (POLYOXYETHYLENE OLEYLAMINE DERIVATIVES) It is preferable to use a mixture, and the hydrophobic surfactant forming the coating layer 120 is preferably HLB value is limited to 3 to 10. Here, the HLB value is a value indicating the characteristic of the surfactant, and is a value given according to the balance of a hydrophilic group and a lipophilic group in the molecules of the surfactant. This value represents the polarity of the molecules in the arbitrary range of 0.1-40. The larger the hydrophilicity, the higher the HLB value. On the contrary, the larger the lipophilic value, the smaller the HLB value. If the HLB value is less than 3, the hydrophilic group has too little hydrophilic group to reduce adhesion to the reinforcing fiber composed of hydrophilic fibers, and if the HLB value is more than 10, excessive hydrophilic groups cause strong hydrogen bonding with cement. Since there is a problem of lowering the impact property, it is preferable to limit the hydrophobic surfactant HLB value to 3 to 10 in the present invention.

Coating layer 120 composed of such a hydrophobic surfactant is preferably 0.5 to 2% by weight relative to the total weight of the reinforcing fiber, less than 0.5% by weight lipophilic is too small to solve the problem of fiber cutting, 2% by weight If exceeded, the hydrogen bond with the cement paste is inhibited so much that it is rather disadvantageous in terms of toughness and impact resistance.

On the other hand, the reinforcing fiber is composed of a plurality of filaments (S), as shown in Figure 4 is formed on each end of the filament is attached to the attachment portion 110 is composed of cement composed of sand, cement, etc. based on the attachment portion By enhancing adhesion with the paste 10, the toughness can be enhanced based on the structural shape of the reinforcing fiber itself.

In addition, as shown in FIG. 5, the reinforcing fibers formed by the plurality of filaments S form a plurality of loops R on their surfaces by air entanglement, and the loops R adhere to the cement paste. By improving the performance it will eventually enhance the toughness in the non-contraction concrete (20).

Here, "air entanglement" refers to entanglement between the filaments (S) by supplying a mother composed of a plurality of filaments (S) in the air entanglement apparatus as shown in FIG.

The loops formed on the surface of the reinforcing fiber increase the contact area with the cement paste and can play the role of the anchor as the reinforcing fiber as a whole, and can improve the physical properties based on the physical structure because the friction property is increased. In addition, as shown in Figure 7 is an example in which the attachment portion is configured in a shape that the filament is unwinded by the cutting surface. This naturally occurs loosen when combined with the cement paste, which increases the contact surface with the cement paste during curing and acts like an anchor. Cement paste is introduced between the filaments, and the inflow increases the contact surface area with the cement paste in each filament, thereby increasing the physical properties of the cured body by the girder module 10 and the non-contraction concrete 20.

On the other hand, the reinforcing fiber is advantageous in adhesion and dispersibility that the loop (R) having a size of 0.01 ~ 20㎜ on the surface is formed of 100 ~ 1,000,000 per 1m length of the reinforcing fiber.

Single filament fineness (mono fineness) of the filament for manufacturing in the form of such air entanglement is 0.5 ~ 10 denier, the total fineness of the reinforcing fibers is preferably 100 ~ 5,000 denier. However, low mono fineness is advantageous. This is because the entanglement is loose when the mono fineness is too thick, and is easily released when blended.

Meanwhile, the present invention also provides a modular bridge upper structure formed by assembling a plurality of girder modules as described above and a modular bridge by assembling a bridge. That is, construct the pier 30 first, carry the precast girder module 10 and place it on the upper portion of the pier 30 and apply pre / post tension, and mentioned above between the girder modules 10. The modular bridge is completed by filling one non-contraction concrete 20. Of course, in the long span, when the longitudinal connection between the girder module 10 can be connected using the above-mentioned junction block 40.

It will be apparent to those skilled in the art that various modifications and variations can be made in the present invention without departing from the spirit or scope of the invention. Therefore, the technical scope of the present invention should not be limited to the contents described in the detailed description of the specification, but should be defined by the claims.

10: girder module 20: non-contraction concrete
100: reinforcing fiber 100a: reinforcing fiber composed of polyamide fiber
100b: reinforcing fiber composed of aramid fiber
110: attachment portion
120: coating layer

Claims

In the modular bridge upper structure consisting of a plurality of girder modules and non-condensed concrete filled between the girder module,
The girder module,
Water 130-180kg / m ³ , cement 500-700kg / m ³ , blast furnace slag fine powder 150-250kg / m ³ , silica fume 80-130kg / m ³ , fine aggregate 400-500kg / m ³ , coarse aggregate 700-800kg / m ³ It is blended, including, characterized in that the blending of the reinforcing fiber to 0.05 to 0.25vol% relative to the total volume,
The non-contraction concrete,
Water 130-180kg / m ³ , cement 500-700kg / m ³ , blast furnace slag fine powder 150-250kg / m ³ , silica fume 80-130kg / m ³ , fine aggregate 400-500kg / m ³ , coarse aggregate 700-800kg / m ³ , 40 to 70 kg / m ³ inflating material, including the shrinkage reducing agent 15 to 25 kg / m ³ , but by reinforcing the plurality of girder module, characterized in that the blending of the reinforcing fiber to 0.05 to 0.25 vol% of the total volume Modular bridge superstructure formed.

The method of claim 1,
The girder module and the non-shrink concrete are modular bridge upper structure formed by the assembly of a plurality of girder module characterized in that the compressive strength is expressed by more than 120MPa.

The method of claim 1,
The reinforcing fiber is a modular bridge superstructure formed by assembling a plurality of girder modules characterized in that the coating layer is formed on the surface by a hydrophobic surfactant is composed of hydrophilic fibers.

The method of claim 1,
The reinforcing fiber has a length of 5 to 200mm, a diameter of 0.01 to 20mm, a modular bridge upper structure formed by assembling a plurality of girder modules, characterized in that composed of polyamide.

The method of claim 1,
The reinforcing fibers may be further mixed with the reinforcing fibers composed of aramid, the reinforcing fibers composed of polyamide is formed by the assembly of a plurality of girder module characterized in that the diameter is larger than the reinforcing fibers composed of arimid Bridge superstructure.

The method of claim 3,
The hydrophobic surfactant is a modular bridge top formed by assembling a plurality of girder modules, characterized in that selected from polyoxyethylene stearyl ether derivatives, sorbitan fatty acid ester derivatives, polyoxyethylene oleyl amine derivatives or a mixture thereof. structure.

The method of claim 3,
The hydrophobic surfactant is a modular bridge superstructure formed by the assembly of a plurality of girder module, characterized in that the HLB value 3 to 10.

The method of claim 1,
The reinforcing fiber is composed of a plurality of filaments, a modular bridge upper structure formed by the assembly of a plurality of girder module, characterized in that formed by the air entanglement.

The method of claim 8,
Air-entangled reinforcing fiber is a modular bridge upper structure formed by the assembly of a plurality of girder module, characterized in that the fineness of each filament is 0.5 ~ 10 denier.

The method of claim 8,
Modular bridge upper structure formed by the assembly of a plurality of girder module, characterized in that the total fineness of the air-entangled reinforcing fiber is 100 ~ 5,000 denier.

The method of claim 8,
Modular bridge superstructure formed by the assembly of a plurality of girder module, characterized in that the loop of the size of 0.01 ~ 20㎜ on the surface of the air-reinforced reinforcing fiber is formed 100 ~ 1,000,000 per 1m of the reinforcing fiber length.

The method of claim 8,
Modular bridge upper structure formed by the assembly of a plurality of girder module characterized in that the air entangled is formed at both ends of the air-entangled reinforcing fiber is attached.

A modular bridge assembling a modular bridge superstructure and pier formed by assembling a plurality of girder modules according to any one of claims 1 to 12.