JP4982093B2 - Joining structure and joining method near the abutment - Google Patents

Description

  The present invention relates to a joining structure and a joining method in the vicinity of an abutment portion in a bridge such as a road bridge.

For example, Patent Document 1 discloses a structure in which an expansion / contraction device is installed on an upper part of an earthwork portion in order to absorb expansion / contraction in a bridge axis direction due to a temperature change of a bridge. As shown in FIG. 16, this structure is installed on a top plate of a precast concrete (hereinafter referred to as Pca) installed on the upper end surface of the abutment 4 and the roadbed of the earthwork unit 6, and on the upper surface of the bottom plate 50. An extension floor slab 51 made of Pca, two detachable floor slabs 52a and 52b mounted on the earthworking section 6 side of the extension floor slab 51, and these detachable floor slabs 52a and 52b. 11 and the expansion / contraction device 19 for absorbing expansion and contraction in the bridge axis direction. When the bridge girder 11 expands and contracts in the bridge axis direction due to temperature change, the extended floor slab 51 and the removable floor slab 52a slide on the bottom slab 50. At the same time, the expansion and contraction device 19 expands and contracts in the direction of the bridge axis to absorb the expansion and contraction of the bridge girder 11. A continuous floor slab 53 is installed between the bridge girder 11 and the extended floor slab 51, and the continuous floor slab 53 and the extended floor slab 51 are connected via a joint 54. This is to prevent the extension floor slab 51 from kicking up due to deflection of the bridge 1 when the vehicle passes over the bridge girder 11 by rotating the joint 54 portion.
JP 2004-84280 A

  However, in the method of sliding the extended floor slab described in Patent Document 1, it is necessary to finish them accurately and smoothly so that the lower surface of the extended floor slab and the upper surface of the bottom plate can slide. Therefore, expensive Pca members have to be used as the bottom plate and the extended floor slab, and there is a problem that the material and the manufacturing cost increase.

  In addition, the installation work of Pca extended floor slab and bottom slab on site requires heavy labor for transportation, installation of the mounting base, installation work, etc., because the Pca member is heavy, and the construction cost increases. There was a problem. Then, although the method of dividing and installing the Pca member is also used, the work of connecting each divided member with a joint is performed while paying attention to ensuring the smoothness of the sliding surface, so it takes time and effort. There was a problem.

  Then, this invention is made | formed in view of said problem, The objective is to provide the joining structure and joining method of the abutment vicinity excellent in workability.

In order to achieve the above object, the joint structure in the vicinity of the abutment part of the present invention includes a bottom slab installed on the abutment of the bridge and a roadbed of the earthwork part, an extended floor slab installed on the bottom slab, and the extension floor An extension device installed on the earthwork part side of the plate, and the extension floor slid on the bottom plate in the direction of the bridge axis according to the extension of the bridge, and the extension device expands and contracts to expand the bridge. A joining structure near an abutment that absorbs expansion and contraction, wherein at least one of the bottom slab or the extended floor slab is constructed by placing a water curable material on site, At least one of the bottom slab or the extended floor slab constructed by placing is placed on a surface in contact with the other bottom slab or the extended floor slab, and the friction coefficient of the contact surface is equal to or less than a predetermined friction coefficient. Contact plate is secured integrally with the punching set water curable materials The plate material is a cement board reinforced with vinylon fiber, and a water absorption adjusting agent is formed on the surface fixed to the bottom plate or the extended floor slab, and a water absorption adjusting agent for regulating water absorption is applied. It is characterized in that is (the first invention).

  According to the joining structure in the vicinity of the abutment portion according to the present invention, in order to integrate the plate material having a surface smaller than the predetermined friction coefficient with the water curable material placed on site, at least one of the bottom plate and the extended floor slab is used. Can be constructed by placing a water curable material on site. Moreover, since at least one of the bottom slab or the extended floor slab is constructed on site, the cost is reduced as compared with the case where the PCa member is used and the workability is excellent. Is possible.

  Even when the bridge expands and contracts due to temperature changes, the extension floor slab can easily slide on the bottom slab because the friction coefficient of the plate material is small. In addition, since the extended floor slab slides easily, the expansion and contraction of the bridge is reliably transmitted to the expansion and contraction device, and the expansion and contraction of the bridge girder can be absorbed by this expansion and contraction device.

According to a second invention, in the first invention, the contact surface of the plate member has wear resistance.
According to the joining structure in the vicinity of the abutment according to the present invention, the surface of the plate on the side contacting the bottom slab or the extended floor slab has wear resistance, so that the extended floor slab can slide on the bottom slab for a long period of time. It is.

  According to a third invention, in the first invention, a continuous floor slab constructed by placing a water-curable material on-site between the bridge girder and the extended floor slab, the continuous floor slab and the extension floor A joint for connecting the plate, a water shielding sheet disposed on an upper surface of the continuous floor slab and the extended floor slab so as to cover a connecting portion between the continuous floor slab and the extended floor slab, and the continuous floor It further comprises a swellable waterproofing material filled between the plate and the extended floor plate, and a drainage groove provided at a predetermined position on the bottom plate.

According to the joining structure in the vicinity of the abutment portion according to the present invention, it is possible to prevent the penetration of rainwater or the like into the connection portion by covering the connection portion between the continuous floor slab and the extension floor slab with the water shielding sheet.
Moreover, it is possible to prevent the passage of rainwater or the like between the continuous floor slab and the extended floor slab by filling a swellable water blocking material between the continuous floor slab and the extended floor slab.
Furthermore, by providing a drainage groove in the upper part of the bottom slab, it is possible to drain all rainwater that has passed between the continuous slab and the extended slab. Therefore, in order to reliably prevent rainwater and the like from penetrating into the bearing, the performance of the bearing can be maintained for a long period of time, and the durability of the bridge can be improved.

In a fourth aspect based on the third aspect, the joint has a hinge structure.
According to the joint structure in the vicinity of the abutment part according to the present invention, it is possible to prevent kick-up of the extended floor slab by making the joint a hinge structure.

According to a fifth aspect, in the third aspect, the continuous floor slab is rigidly connected to the bridge girder.
According to the joining structure in the vicinity of the abutment portion according to the present invention, the continuous floor slab and the bridge girder are rigidly connected. Therefore, it is possible to prevent permeation of rainwater or the like between the continuous floor slab and the bridge girder.

The joining method in the vicinity of the abutment part of the sixth invention is the bottom plate installed on the abutment of the bridge and the roadbed of the earthwork part, the extended floor slab installed on the bottom plate, and the earthwork part side of the extension floor slab An extension device installed in the bridge, and when the bridge expands and contracts, the extended floor slab slides on the bottom plate in the direction of the bridge axis, and the expansion device expands and contracts to absorb expansion and contraction of the bridge In a nearby joining method, the bottom plate or the extended floor slab was constructed by placing a water-curable material on site and constructing the water-curable material on site. A water-curing material on which at least one of the bottom slab or the extended floor slab is placed with a plate material having a friction coefficient of a surface on the side contacting the other bottom slab or the extended floor slab not greater than a predetermined friction coefficient, and a plate installed affixing together, as the plate A cement board reinforced with vinylon fibers, which is provided with an irregularity formed on the surface fixed to the bottom plate or the extended floor slab and with a water absorption adjusting agent applied to restrict water absorption. It is characterized by using .

  According to a seventh invention, in the sixth invention, a groove installation step of providing a drainage groove at a predetermined position on the upper part of the bottom slab, and a water-curable substance is placed on-site between the bridge girder and the extended floor slab. A continuous floor slab construction step for constructing a continuous floor slab, a connecting step for connecting the continuous floor slab and the extended floor slab with a joint, and a swelling stop between the continuous floor slab and the extended floor slab. A filling step of filling a water material, and a water shielding sheet installation step of installing a water shielding sheet on the upper surface of the continuous floor slab and the extended floor slab so as to cover a connection portion between the continuous floor slab and the extension floor slab; Is further provided.

  By using the joining structure and joining method in the vicinity of the abutment of the present invention, it is possible to economically construct the bridge.

  Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the drawings. FIG. 1 is a plan view of the vicinity of an abutment to which the joining structure according to the first embodiment of the present invention is applied, FIG. 2 is a view taken along the line AA ′ in FIG. 1, and FIG. 'It is an arrow view.

  As shown in FIGS. 1 to 3, in the vicinity of the abutment 3 of the bridge 1, a bottom plate 7 placed on the upper surface of the abutment 4 and the roadbed of the earthwork unit 6, and the bottom plate side fixed to the top of the bottom plate 7 A plate member 9, an extended floor slab 13 installed on the bottom slab 7, a continuous floor slab 15 installed between the bridge girder 11 and the extended floor slab 13, an extended floor slab 13, and a lower part of the continuous floor slab 15 The floor slab side plates 17a and 17b, which are fixed to each other, and the expansion / contraction device 19 installed on the earthwork part 6 side of the extension floor slab 13 are provided. When the bridge girder 11 expands and contracts due to temperature change, for example, the continuous floor slab 15 The extension floor slab 13 slides on the bottom slab 7 in the bridge axis direction, and the expansion / contraction device 19 expands / contracts to absorb expansion / contraction of the bridge girder 11.

  The bottom plate side plate material 9 and the floor plate side plate materials 17a and 17b are composed of a high toughness cement board (for example, Poweron (trade name) manufactured by Kuraray Co., Ltd.) mainly composed of cement and reinforced with high-strength vinylon fibers. ing. The opposing surfaces of the bottom plate side plate material 9 and the floor plate side plate materials 17a and 17b have a small friction coefficient and wear resistance, and the other surfaces are the bottom plate 7 and the extended floor plate 13 respectively. , It is integrally fixed to the continuous floor slab 15. In addition, in order to improve adhesion with the bottom plate 7, the extended floor slab 13, and the continuous floor slab 15, an uneven portion having a height of about 1 mm and an interval of about 1 to 2 mm is formed on the other surface. In addition, a water absorption adjusting agent for regulating water absorption is applied so that the high toughness cement board does not absorb the water of the water curable material 37. Each plate member 9, 17a, 17b has a maximum thickness of about 10 mm, a bending strength of 30 Mpa or more, high toughness (maximum deflection of 25 mm or more at a span of 18 cm), and extremely light weight.

  FIG. 4 is an enlarged view of part a in FIG. As shown in FIG. 4, the connecting portion between the continuous floor slab 15 and the extended floor slab 13 includes a hinge joint 29 for connecting the continuous floor slab 15 and the extended floor slab 13, and the continuous floor slab 15 and the extended floor slab. A water shielding sheet 31 disposed so as to cover the connection portion with the plate 13, a swellable water blocking material 33 filled in the connection portion, and a drainage groove 35 provided on the bottom plate 7 below the connection portion. Is provided.

  The bottom plate 7 is provided with a mold frame that follows the outer shape of the bottom plate 7, and concrete 37 that is a water curable material is placed in the mold frame on the site, and the bottom surface of the bottom plate side plate material 9 that has uneven portions is provided. The bottom plate side plate material 9 is placed so as to be in contact with the concrete 37, and the concrete 37 and the bottom surface of the bottom plate side plate material 9 having an uneven portion are integrated. The bottom plate 7 extends from the top surface of the earthwork section 6 to the top surface of the abutment 4 and is fixed to the top surface of the abutment 4 by anchor bolts 39.

  The extended floor slab 13 is installed on the bottom slab side plate 9 so that the surface of the floor slab side plate 17a having a small coefficient of friction is on the bottom slab 7 side (that is, the lower side). Is installed along the continuous floor slab 15 side end portion in this formwork, and the concrete joint 37 is placed, and the uneven portion of the concrete 37 and the floor slab side plate material 17a is formed. It is constructed by integrating the upper surface with the menase hinge 29.

  As with the extended floor slab 13, the continuous floor slab 15 is installed on the bottom slab side plate 9 so that the surface of the floor slab side plate 17b having a small coefficient of friction is on the bottom slab 7 side, and the formwork is placed on the continuous floor slab 15 Is installed so that the menase hinge 29 protruding from the extended floor slab 13 is in this formwork, and concrete 37 is placed in this formwork, which is pre-arranged in the bridge girder 11. The rebar 41, the menase hinge 29, the concrete 37, and the upper surface of the floor slab side plate member 17b are integrated with each other, thereby being constructed between the end of the bridge girder 11 and the extended floor slab 13.

  That is, the continuous floor slab 15 and the bridge girder 11 are connected by a rigid structure via the reinforcing bar 41, and the continuous floor slab 15 and the extended floor slab 13 are connected by a hinge structure via the menase hinge 29.

  FIG. 5 is an enlarged view of part b in FIG. 4, and FIG. 6 is an enlarged view of part c in FIG. As shown in FIGS. 5 and 6, the upper and lower portions between the extended floor slab 13 and the continuous floor slab 15 reduce the impact caused by the collision when the extended floor slab 13 and the continuous floor slab 15 rotate. A shock absorbing rubber 43 is installed. In addition, the intermediate portion is filled with a swellable water stop material 33, and even if rainwater or the like penetrates between the continuous floor slab 15 and the extended floor slab 13, Is done.

  Further, in the upper part of the bottom slab 7, below the connection part between the extended floor slab 13 and the continuous floor slab 15 and below the connection part (not shown) between the extension floor slab 13 and the expansion device 19, A drainage groove 35 is provided for discharging rainwater or the like that has passed through these connecting portions. The drainage groove 35 is connected to a predetermined drainage point, and even if rainwater or the like penetrates into the bottom plate 7, it does not flow into the support 2.

  Furthermore, the water shielding sheet 31 is disposed on the upper surface of the continuous floor slab 15 and the extended floor slab 13 so as to cover the connection portion between the continuous floor slab 15 and the extended floor slab 13 to prevent permeation of rainwater or the like into the connection portion. To do. And asphalt 5 etc. are paved on this water-impervious sheet 31, and the bridge 1 and the road are constructed.

  According to the above configuration, when the bridge girder 11 expands and contracts due to a temperature change, the floor slab side plate material 17a of the extended floor slab 13 and the floor slab side plate material 17b of the continuous floor slab 15 cross over the bottom slab side plate material 9 of the bottom plate 7. The sliding of the bridge girder 11 is absorbed by sliding in the direction.

  Here, in order for the continuous floor slab 15 and the extended floor slab 13 to slide on the bottom slab 7, the horizontal load acting on the continuous floor slab 15 and the extended floor slab 13 when the bridge girder 11 expands and contracts is It is necessary to exceed the frictional force generated between the floor slab side plates 17a and 17b. Therefore, the friction coefficient and the horizontal load were examined. First, the results of examining the friction coefficient, and then the results of examining the horizontal load are shown below.

Below, the result of having measured the friction coefficient of the high toughness cement board which comprises the baseplate side board | plate material 9 and the floor slab side board | plate materials 17a and 17b is demonstrated.
First, a plate material having a side length of 200 mm × 200 mm, 900 mm × 900 mm, and a thickness of 8 mm made of a high toughness cement board was used as one set of a movable material 21 and a fixed material 23, and four sets were prepared.

FIG. 7 is a diagram illustrating a friction coefficient measurement method according to the present embodiment, and FIG. 8 is a diagram illustrating friction coefficient measurement conditions according to the present embodiment.
Next, as shown in FIGS. 7 and 8, the movable material 21 is placed on the fixed material 23, and the weight 25 of the measurement load (9.2 kN / m ² ) is placed on the movable material 21, and the sample is placed. At a constant speed (100 mm / min), a predetermined distance (120 mm) was pulled, and the frictional force generated at that time was measured with the load cell 27. This series of measurements was performed for each set, for a total of four measurements. The static friction coefficient was obtained from the peak friction force at the beginning of movement, and the dynamic friction coefficient was obtained from the average of the friction force during the friction distance after the peak.

  FIG. 9 is a diagram illustrating a measurement result of the friction coefficient according to the present embodiment. As shown in FIG. 9, it was confirmed that the average value of the static friction coefficient between plate materials made of high toughness cement board was 0.53, and the average value of the dynamic friction coefficient was 0.41.

  Below, while calculating the horizontal load which acts on the extended floor slab 13 when the bridge girder 11 expands-contracts, the relationship between a horizontal load and a friction coefficient is demonstrated.

First, consider the extension of the bridge girder 11 when the temperature rises. The horizontal load P acting on the extended floor slab 13 due to the extension of the bridge girder 11 due to the temperature rise is expressed by equation (1).
From P = σc ・ A = E ・ ε ・ A
= E · A · ΔL / L = E · A · α · ΔT · L / L
= E · B · t · α · ΔT (1)
Here, horizontal load: P, extended floor slab dimensions: B = width, Le = length, t = thickness, cross-sectional area: A (= B × t), concrete Young's modulus: E (= 2.8 ×) 10 ⁴ N / mm ² ), bridge girder length: L, bridge girder temperature expansion / contraction amount: ΔL, temperature change: ΔT, concrete thermal expansion coefficient: α (= 1.0 × 10 ⁻⁵ ), concrete strength: σck (= 30 N / mm ² ).

The allowable compressive force Pca of the extended floor slab 13 made of concrete is expressed by equation (2).
Pca = σca · A = σca · B · t (2)
Here, the allowable compressive stress level of concrete: σca (= 1.15 × 8.5 N / mm ² ).

  If Pca = P, then equation (3) is obtained from equations (1) and (2).

σca · B · t = E · B · t · α · ΔT (3)
When this equation (3) is modified and a predetermined numerical value is substituted, the temperature change amount ΔT becomes the equation (4).
ΔT = σca / (E · α)
= 1.15 × 8.5 / (2.8 × 10 × 1.0 × 10 ⁻⁵ )
= +34.9 ° C ……… (4)
Here, since the temperature variation ΔT assumed in the design is ± 25 ° C. at the maximum, it was confirmed that the horizontal load P does not exceed the allowable compressive stress Pca of the extended floor slab 13 due to the temperature rise.

Next, the horizontal load P and the frictional resistance F of the extended floor slab 13 are compared.
The frictional resistance F of the extended floor slab 13 is expressed by equation (5).
F = μa · W = μ · γ · B · Le · t (5)
Here, friction resistance: F (= μ × W), extension floor slab weight: W (= γ × B × Le × t), concrete unit volume weight: γ (= 24.5 kN / m ³ ), friction during extension Coefficient: μa.
The condition for the function of the sliding surface is expressed by equation (6).
P> F (6)
Substituting Equations (1) and (5) into Equation (6) yields Equation (7).
E · B · t · α · ΔT> μa · γ · B · Le · t (7)
Here, the condition to be satisfied by the expansion coefficient of friction μa is obtained by modifying equation (7) into equation (8).
μa <E · α · ΔT / (γ · Le) (8)
Substituting a predetermined value into this equation (8) yields equation (9).
μa <2.8 × 10 ⁴ × 1.0 × 10 ⁻⁵ × ΔT / (24.5 × 10 ⁻⁶ × 6500) = 1.758 · ΔT (9)
Here, the length Le of the extended floor slab is 6.5 m in total including a distance 1.5 m from the bridge girder 11 to prevent the kick-up and the menase hinge 29 and a distance 5.0 m for noise and vibration reduction. .
Therefore, the friction coefficient μa at the time of expansion of the floor slab side plate material 17a and the bottom slab side plate material 9, and the floor slab side plate material 17b and the bottom slab side plate material 9 when the bridge girder 11 is extended is calculated in consideration of the temperature change amount ΔT.

  As described above, since the coefficient of friction of the high toughness cement board used in the present embodiment is 0.53, the extended floor slab 13 has ΔT = 0.53 / 1.758 = + 0.3 from the equation (9). It means to slide above ℃. Therefore, it was confirmed that the extension floor slab 13 secured a sufficient sliding surface on the extension side due to the extension of the bridge girder 11 due to a rise in temperature.

Next, the time of contraction of the bridge girder 11 when the temperature falls will be examined. As described above, the horizontal load P acting on the extended floor slab 13 by the contraction of the bridge girder 11 due to the temperature drop is expressed by the equation (1).
P = E ・ B ・ t ・ α ・ ΔT (1)
The allowable tensile force Pta of the menase hinge 29 made of reinforcing steel is expressed by the equation (10).
Pta = 2 × n × σsa × As (10)
Here, rebar allowable stress: σsa (= 1.15 × 140N / mm 2), rebar sectional ^{area: As (D16 → 198.6mm 2)} , rebar arrangement number: a n (250 pitch, n = B / 0.25, the number of reinforcing bars of the menase hinge).
If Pta = P, then equation (11) is obtained from equations (1) and (10).
2 × n × σsa × As = E · B · t · α · ΔT (11)
When this equation (11) is modified and a predetermined numerical value is substituted, the temperature change amount ΔT becomes the equation (12).
ΔT = 2 × n × σsa × As / (E · B · t · α)
= 2 · σsa · As / (250 · E · t · α)
= -3.05 ° C ......... (12)
Therefore, the tension of the menase hinge 29 becomes critical when the temperature drops. Therefore, the allowable tensile force Pta and the frictional resistance F of the extended floor slab 13 are compared.

The condition for the sliding surface to function is given by equation (13).
Pta> F (13)
If the expressions (1) and (10) are substituted into the expression (13), the expression (14) is obtained.
2 × n × σsa × As> μb · γ · B · Le · t (14)
Here, the friction coefficient at the time of contraction: μb.

Then, the condition to be satisfied by the contraction coefficient of friction μb is obtained by modifying equation (14) into equation (15).
μb <2 × n × σsa × As / (γ · B · Le · t) (15)
Substituting a predetermined value into this equation (15) yields equation (16).
μb <2 · σsa · As / (0.25 · γ · Le · t)
= 2 × 1.15 × 140 × 198.6 / (0.25 × 24.5 × 6.5 × 0.3 × 1000) = 5.354 (16)
Therefore, when the bridge girder 11 is contracted, the floor slab side plate material 17a, the bottom slab side plate material 9, and the floor slab side plate material 17b and the bottom slab side plate material 9 are designed to have a friction coefficient μb smaller than 5.354.

  As described above, the friction coefficient 5.354 at the time of contraction calculated from the equation (16) is much larger than the friction coefficient 0.53 of the high toughness cement board used in the present embodiment. It was confirmed that the extended floor slab 13 secured a sufficient sliding surface on the tension side without becoming critical.

  As described above, it was confirmed that the coefficient of friction 0.53 between the high toughness cement boards is a value that ensures a sufficient sliding surface without hindering the function of the extended floor slab 13 when the temperature changes.

  In order for the continuous floor slab 15 and the extended floor slab 13 to slide over a long period of time, it is necessary that the bottom plate side plate material 9 and the floor plate side plate materials 17a and 17b have high wear resistance. Then, the result measured about the abrasion property of the high toughness cement board similarly to the above using a several measuring method is demonstrated below.

First, measurement results by the falling sand method and the abrasive paper method are shown.
First, two plate materials each having a side length of 50 mm × 50 mm, 110 mm × 110 mm and a thickness of 7 mm made of a high-toughness cement board, which is a material of the bottom plate side plate material 9 and the floor plate side plate material 17, were used as test specimens. For comparison, an asbestos cement board having the same size and a thickness of 8 mm was also used.
In the case of the falling sand method, the test was performed on one surface (surface without uneven processing) of the plate material in accordance with JIS-A-5209 “ceramic tile” 7.8 abrasion test.
In the case of the abrasive paper method, according to JIS-A-1453 “Abrasion test method for building materials and building components (abrasive paper method)”, 500 revolutions on one surface of the plate (surface without uneven processing) A wear test was performed, and the specimen mass was measured every 100 rotations during the rotation, and the total wear loss was determined for each rotation.

FIG. 10 is a diagram showing a wear test result according to the present embodiment. FIG. 11 is a diagram showing the relationship between the test rotation speed and the cumulative wear loss in the polishing paper method according to the present embodiment. FIG. 12 shows the test rotation speed in the polishing paper method according to this embodiment and every 100 rotations. It is a figure which shows the relationship with the amount of wear loss.
As shown in FIG. 10, the wear loss of the plate material by the drop method was as small as 2 mg. Moreover, as shown in FIG.10 and FIG.11, the abrasion loss of the board | plate material by an abrasive paper method was 775 mg, and there was little abrasion loss compared with the asbestos-cement board.
And as shown in FIG. 12, the abrasion loss of the board | plate material for every 100 rotations was always few compared with the asbestos-cement board.

Next, the measurement result by the rotating disk machine method is shown.
First, three plate materials each having a length of 300 mm × 300 mm and a thickness of 8 mm made of a high-toughness cement board are used as specimens.
The abrasion test was performed in accordance with ASTM method C (rotary disk machine) of ASTM-C-779 “Abrasion resistance test method for horizontal concrete surface”. In this wear test, a 30 cm diameter disc was rotated at 9 rpm by a geared motor at the top of the testing machine, and three 6 cm diameter wear wheels attached to this disc were rotated at 210 rpm. A material (No. 60 carborundum) is continuously sprayed in an amount of 4 to 6 g / min, and the upper surface of the specimen is worn in a donut shape at a surface pressure of 108 g / cm ² .
For the measurement of the amount of wear, tips for fixing the legs of the measurement plate were attached to the four corners of the specimen, and the depth from the upper surface of the measurement plate installed on the specimen to the upper surface of the specimen was digitally measured for 24 points on the wear surface. It measured with the gauge (1 / 1000mm). The measurement interval of the wear amount was performed at wear times of 0 minutes, 15 minutes, 30 minutes, and 60 minutes, and the wear depth at each time was shown as an average value of 24 points.

  FIG. 13 is a diagram showing a result of the wear test of the plate material according to the present embodiment, and FIG. 14 is a diagram showing a relationship between the elapsed time and the wear amount according to the present embodiment. Moreover, FIG. 15 is a figure which shows the wear test result of general concrete as a comparison of the amount of wear which concerns on this embodiment.

  As shown in FIG.13 and FIG.14, the average value of the abrasion amount of the board | plate material after progress for 60 minutes was 0.503 mm. Further, as shown in FIG. 15, the amount of wear of the plate material was small in all measurement times compared with general crushed concrete (use of Ome sandstone crushed stone and Oigawa fine sand).

  As described above, it was confirmed that the amount of wear of the plate material made of the high toughness cement board is small and has high wear resistance.

  According to the joint structure in the vicinity of the abutment part 3 of the present embodiment described above, the bottom slab side plate material 9 and the floor slab side plate materials 17a and 17b having a surface smaller than a predetermined friction coefficient are integrated with the concrete placed on site. Therefore, the bottom plate 7, the extended floor slab 13 and the continuous floor slab 15 can be constructed on site. Further, since the bottom plate 7, the extended floor slab 13 and the continuous floor slab 15 are constructed on site, the workability is excellent compared with the case of using the PCa member, and the cost is reduced, which is economical. Construction is possible. Furthermore, even if the bridge girder 11 expands and contracts due to a temperature change, the extended floor slab 13 and the continuous floor slab 15 can easily slide because the friction coefficients of the bottom plate side plate material 9 and the floor plate side plate materials 17a, 17b are small. Since the extended floor slab 13 and the continuous floor slab 15 slide easily, the expansion and contraction of the bridge girder 11 is reliably transmitted to the expansion and contraction device 19 and the expansion and contraction device 19 can absorb the expansion and contraction of the bridge girder 11. .

  Further, according to the joint structure in the vicinity of the abutment portion 3 of the present embodiment, the joint 29 can be prevented from being kicked up by the hinge structure.

  And according to the joining structure near the abutment part 3 of this embodiment, since the surface with a small coefficient of friction of the bottom plate side plate member 9 and the floor plate side plate members 17a and 17b also has wear resistance, It becomes possible for the floor slab 15 to slide reliably on the bottom slab 7 over a long period of time. Further, it is possible to calculate a friction coefficient in consideration of a horizontal load due to expansion and contraction of the bridge girder 11. Furthermore, since an accurate friction coefficient is calculated, the continuous floor slab 15 can be reliably slid.

  Furthermore, according to the joint structure in the vicinity of the abutment part 3 of the present embodiment, the connection portion between the continuous floor slab 15 and the extended floor slab 13 is covered with the water shielding sheet 31, thereby preventing the penetration of rainwater and the like into the connection portion. Is possible. Then, by filling the swellable water blocking material 33 between the continuous floor slab 15 and the extended floor slab 13, it is possible to prevent the passage of rainwater or the like between the continuous floor slab 15 and the extended floor slab 13. It is. Further, by providing the drainage groove 35 on the upper portion of the bottom slab 7, it is possible to drain all rainwater and the like that have passed between the continuous floor slab 15 and the extended floor slab 13 to a predetermined location. And since the continuous floor slab 15 and the bridge girder 11 are rigidly connected, it is possible to prevent permeation of rainwater or the like between the continuous floor slab 15 and the bridge girder 11. Therefore, in order to reliably prevent rainwater and the like from penetrating into the support 2, the performance of the support 2 can be maintained for a long time, and the durability of the bridge 1 can be improved.

  In the present embodiment, both the bottom slab 7 and the extended floor slab 13 are cast on-site, and the bottom slab side plate 9 and the floor slab side plate 17 are fixed to the upper side of the bottom slab 7 and the lower side of the extended floor slab 13, respectively. Although the method of sliding the plate side plate material 17 with respect to the bottom plate side plate material 9 has been described, the present invention is not limited to this, and only the bottom plate 7 is placed on-site and the plate material is fixed to the upper portion of the bottom plate 7 to extend the floor. The plate uses a PCa member to slide the extended floor slab with respect to the bottom plate side plate material 9, or the bottom plate uses the PCa member to place only the extended floor slab on-site and place the plate below the extended floor slab. Alternatively, the floor plate side plate 17 may be slid with respect to the bottom plate.

It is a top view near the abutment to which the joining structure concerning a first embodiment of the present invention is applied. It is an A-A 'arrow line view of FIG. It is a B-B 'arrow line view of FIG. It is the a section enlarged view of FIG. It is the b section enlarged view of FIG. It is the c section enlarged view of FIG. It is a figure which shows the measurement condition of the friction coefficient which concerns on this embodiment. It is a figure which shows the measurement conditions of the friction coefficient which concerns on this embodiment. It is a figure which shows the measurement result of the friction coefficient which concerns on this embodiment. It is a figure which shows the abrasion test result which concerns on this embodiment. It is a figure which shows the relationship between the test rotation speed in the abrasive paper method which concerns on this embodiment, and cumulative wear reduction. It is a figure which shows the relationship between the test rotation speed in the abrasive paper method which concerns on this embodiment, and the abrasion loss for every 100 rotations. It is a figure which shows the abrasion test result of the board | plate material which concerns on this embodiment. It is a figure which shows the relationship between the elapsed time which concerns on this embodiment, and the amount of wear. It is a figure which shows the wear test result of general concrete as a comparison of the amount of wear which concerns on this embodiment. It is a figure which shows the junction structure of the conventional abutment part vicinity.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Bridge 2 Support 3 Abutment part 4 Abutment 5 Asphalt 6 Earthworking part 7 Bottom plate 9 Bottom plate side plate material 11 Bridge girder 13 Extension floor plate 15 Continuous floor plate 17 Floor plate side plate material 19 Telescopic device 21 Movable material 23 Fixed material 25 Weight 27 Load cell 29 Menase hinge 31 Water-blocking sheet 33 Swellable waterproofing material 35 Drainage groove 37 Concrete 39 Anchor bolt 41 Reinforcement 43 Buffer rubber 50 Bottom plate 51 Removable floor slab 52 Removable floor slab 53 Continuous floor slab 54 Joint

Claims (7)

The bridge comprises a bottom slab installed on the abutment of the bridge and the roadbed of the earthwork section, an extended floor slab installed on the bottom slab, and a telescopic device installed on the earthwork part side of the extension floor slab, The extension floor slab slides in the direction of the bridge axis on the bottom slab according to the expansion and contraction of the bridge plate, and the expansion structure expands and contracts to absorb the expansion and contraction of the bridge,
At least one of the bottom slab or the extended floor slab is constructed by placing a water curable material on site,
At least one of the bottom slab or the extended floor slab constructed by placing a water curable material on the site is a friction coefficient of the contact surface on the surface in contact with the other bottom slab or the extended floor slab. A plate material having a predetermined coefficient of friction or less is fixed integrally with the placed water curable substance ,
The plate material is a cement board reinforced with vinylon fibers, and an uneven portion is formed on a surface fixed to the bottom plate or the extended floor slab and a water absorption adjusting agent for regulating water absorption is applied. junction structure in the vicinity of abutment part, characterized in that is.   The joint structure in the vicinity of the abutment part according to claim 1, wherein the contact surface of the plate member has wear resistance. A continuous floor slab constructed by placing a water curable material on site between the bridge girder and the extended floor slab;
A joint for connecting the continuous floor slab and the extended floor slab;
A water shielding sheet disposed on an upper surface of the continuous floor slab and the extended floor slab so as to cover a connection portion between the continuous floor slab and the extended floor slab;
A swellable waterstop material filled between the continuous floor slab and the extended floor slab;
The joint structure near an abutment according to claim 1, further comprising a drainage groove provided at a predetermined position of the upper part of the bottom plate.   The joint structure according to claim 3, wherein the joint has a hinge structure.   The joint structure near an abutment according to claim 3, wherein the continuous floor slab is rigidly connected to the bridge girder. The bridge comprises a bottom slab installed on the abutment of the bridge and the roadbed of the earthwork section, an extended floor slab installed on the bottom slab, and a telescopic device installed on the earthwork part side of the extension floor slab, When extending and contracting, the extension floor slab slides on the bottom slab in the direction of the bridge axis, and in the joining method in the vicinity of the abutment part where the expansion and contraction device expands and contracts to absorb expansion and contraction of the bridge,
A placing step of constructing at least one of the bottom plate or the extended floor slab by placing a water-curable material on site; and
At least one of the bottom slab or the extended floor slab constructed by placing a water curable material on the site, the friction coefficient of the surface in contact with the other bottom slab or the extended floor slab is a predetermined friction coefficient. A plate material installation step of fixing the plate material which is the following integrally with the placed water curable substance ,
The plate material is a cement board reinforced with vinylon fiber, and a water absorption adjusting agent for regulating water absorption is applied to the bottom plate or the surface fixed to the extended floor slab and the water absorption is regulated. A joining method in the vicinity of the abutment part, characterized by using the above. A groove installation step for providing a drainage groove at a predetermined position on the bottom plate;
A continuous floor slab construction step of constructing a continuous floor slab by placing a water-curable material on-site between the bridge girder and the extended floor slab;
A connecting step of connecting the continuous floor slab and the extended floor slab with a joint;
A filling step of filling a swellable water blocking material between the continuous floor slab and the extended floor slab;
A water shielding sheet installation step of installing a water shielding sheet on an upper surface of the continuous floor slab and the extended floor slab so as to cover a connection portion between the continuous floor slab and the extended floor slab. Item 7. A method of joining near an abutment according to item 6.

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