JPH0347304A - Expasible joint device for bridge - Google Patents

Abstract

PURPOSE:To form seamless bridge by a method in which precast floor plates are placed between the ends of adjacent bridge girders set with an aperture offsetting thermal expansion or contraction and the bridge girder and the floor plate are allowed to freely deform mutually. CONSTITUTION:On a pier 1, a movable support point side of a steel girder 4 and the fixing support point side of a steel girder 5 are set at an interval L by facing them each other. A precast floor plate 6 is set between the ends of the girders 4 and 5 and expandible water-proof seals 11 and 12 are provided between the ends of precast concrete floor plates 9 and 10 integrated with the girders 4 and 5 and the ends of the floor plate 6. High-tensile bolts 19 are thrust into the large diameter holes 20 through an elastic bush of the plate 6 to connect with the girders 4 and 5, and a road layer 47 is formed. Since no aperfure is formed between the girders when the girders expand or contract, occurrence of running noise of vehicles and damage to road can be prevented.

Description

DETAILED DESCRIPTION OF THE INVENTION Field of the Invention The present invention relates to an expansion joint device for a full beam that can be suitably implemented between a plurality of girders supported on foundation structures such as bridges and piers.

BACKGROUND OF THE INVENTION In recent years, in multi-span FA beams, an expansion joint device called a joint has been installed between each girder. Each girder is configured to remain telescopically connected in its longitudinal direction.

In such prior art, the expansion joint device has a gap to allow expansion and contraction of each girder adjacent to each other in the bridge axis direction, and if such a gap exists, The problem is that the traveling vehicle generates noise, and the impact force when the vehicle passes through the gap damages the road surface and girders, causing vibrations in the vehicle and reducing the running performance. was there.

Problems to be Solved by the Invention Accordingly, an object of the present invention is to allow expansion and contraction of girders due to loads such as temperature changes and impact forces from moving vehicles in multi-span bridges, and to reduce noise and noise generated when vehicles pass. It is an object of the present invention to provide an expansion joint device for a W beam that can prevent damage to each girder due to impact force and improve the running performance of a vehicle.

3! l! SUMMARY OF THE INVENTION The present invention supports a plurality of girders via fulcrums on a base structure, and installs a precast deck of the girders on each end of adjacent girders and between the ends of the girders. This is an expansion joint device for a bridge, characterized in that it is provided so as to be freely displaceable with respect to a girder in the longitudinal direction.

According to the present invention, the precast slab is provided between the ends of adjacent girders so that they can be freely displaced relative to each other in the longitudinal direction of each girder. Even if the structure expands and contracts, it is possible to allow the expansion and contraction while ensuring that no gaps are created between the girders.

As a result, even if, for example, a vehicle runs on the girder, no impact force is generated unlike in the prior art, so damage to the girder can be prevented. Furthermore, no noise is generated due to impact, and the running performance of the vehicle is also improved.

Embodiment 1 [21 is a sectional view showing an expansion joint device for a bridge according to an embodiment of the present invention. For example, the foundation structure, pier 1
A movable fulcrum 2 and a fixed fulcrum 3 are provided adjacent to each other in the bridge axis direction. One end of a steel girder 4 having an I-shaped cross section perpendicular to the axis is supported on the movable fulcrum 2 so as to be movable along the axial direction of the bridge, and the other end of the steel girder 4 is supported in the same way as the fixed fulcrum 3. It is supported by a fixed fulcrum having a similar configuration. Further, one end of a steel girder 5, which is a girder, is supported on the fixed fulcrum 3 so as to be freely angularly displaceable around the axis of the fulcrum 3, and the other end of the steel girder 5 is a movable fulcrum having the same configuration as the movable fulcrum 2. It is supported so that it can move in the direction of the bridge axis.

Mutually opposing end surfaces 4εt of these steel girders 4 and 5.

5a are spaced apart from each other, and in order to close such gaps, a precast deck slab 6 is installed across each end 7, 8 of the steel girder 4.5.

This precast floor slab 6 is interposed between floor slabs 9 and 1o made of reinforced concrete or breast-stressed concrete, and a seal having elasticity and waterproofness is provided between these floor slabs 9 and 10 and the precast floor slab 6. Materials 11 and 12 are interposed. The deck slabs 9° 10 are arranged between adjacent steel girders in the direction perpendicular to the bridge axis, that is, the steel girders 4° 5 which are arranged parallel to each other in the direction perpendicular to the plane of the paper in FIG. There is. Each of these deck slabs 9, 10 is attached to the upper flange 13.
14 is structurally integrated.

As shown in FIG. 2, when the environmental temperature is relatively high, such as in the summer, each steel girder 4.5 expands in the bridge axis direction, and the expansion of the steel girder 4 on the movable fulcrum 2 side causes the end face 4a to In order to move to the girder 5 side, the spacing between each steel girder 4°5 is smaller than the spacing at standard temperature (for example, 15°C) Ll (L
L<L).

In addition, when the environmental temperature is relatively low such as in winter, the steel girder 4
．． 5 shrinks and becomes shorter than the length of the steel girder 4°5 at standard temperature. Therefore, as shown in FIG. 3, the end surface 4a of the steel girder 4 on the movable fulcrum 2 side is displaced in the direction away from the steel girder 5, and the distance L2 (L2;・L > Even if the distance between the steel girders 4 and 5 changes to Ll and L2 in this way, the precast deck slab 6 can maintain the state in which the gap is closed.

FIG. 4 is an enlarged sectional view showing the attachment structure of the steel girders 4, 5 and the precast deck slab 6, and FIG. 5 is a plan view of the vicinity of one connection part by the precast deck slab 6 of the bridge 18. FIG. 6 is a cross-sectional view taken from the section line 2I of No. 4 (2I). The precast floor slab 6 is formed with bolt insertion holes 20 through which high-tensile bolts 19 are inserted. 20 are formed in pairs for each steel girder 4 in the direction perpendicular to the bridge axis (perpendicular to the paper surface of FIG. 4) directly above the steel girder 4, and the tops of these insertion holes 20 are made of precast Floor slab 6
It communicates with a recess 22 formed on the upper surface 21 side. The high-tensile bolt 19 inserted into the insertion hole 20 is inserted through the insertion hole 24 of the washer 23, and the steel plate 26 disposed on the lower surface 25,
Sliding plate made of resin such as Teflon (trade name) 27. The steel plate 28 made of a material such as stainless steel and the elastic member 29 made of an elastic material such as taro are inserted through the respective insertion holes 30, 31, 32, and 33 formed on the upper flange 13 of the steel girder 4. It is screwed through the insertion hole 34 with high tension nuts 35,36.

Further, a washer 37 and a spring washer 38 shown in FIG. Can be attached. A right cylindrical seal t439 having elasticity and waterproofness is inserted into the insertion hole 20, and the lower end of the sealing material 39 is formed of a back-up material 4 made of foamed material such as sponge, SrR, or FM resin.
Supported by 0. With these three sealing materials and the back-up material 40, even if the steel girder 4 and the precast deck slab 6 are displaced relative to each other, the bolt 19 can be rotated around the spring washer 38 as shown by the imaginary line 41. Even if the bolts 19 are tilted as shown in FIG.

In addition, a groove 42 is formed in the cast floor slab 6.
A back-up material 43 made of a foamed resin material such as sponge is inserted into the interior of the back-up material 43 . With this back-up material 43, as shown in FIG. 2 mentioned above,
When the steel girder 4 on the movable fulcrum 2 side is displaced and the interval becomes r:I interval L1, which is smaller than the interval at standard temperature, the sealing material 11° 12 presses the back-up material 43 and closes the recess. By allowing such deformation of the sealing material 11, 12, which partially fits into the groove 43, by the back-up material 43, the sealing material 11 is precast as shown by the phantom line 44 in FIG. The sealing material 11 is compressed by the end surface 45 of the floor slab 6 and the end surface 46 of the floor slab 9, and this clamping force prevents the sealing material 11 from being compressed and destroyed, and also prevents the upward expansion indicated by the virtual line 44. Due to the deformation, the road surface layer 47 is pressed upward and the precast t-
The road surface layer 47 is prevented from peeling off from the floor slab 6 and the floor slab 9.

This road surface layer 47 has a surface layer 48 made of a relatively low-rigid material such as asphalt, and a base layer 49 that is relatively rigid relative to the surface layer 48. The road surface layer 47 composed of such a surface layer 48 and a base layer 49 is laid over an area including at least the precast floor slab 6. These surfaces 48 and the base layer 49 can allow for misalignment between the mutually opposing surfaces 50, 51, and such a configuration allows the surface layer 48, which is made of a relatively low stiffness material such as asphalt, to Even if large deformations occur due to temperature changes, deformation of the road surface 52 can be minimized, and the occurrence of cracks and the like can be prevented.

The precast deck slab 6 that is dimensioned to the steel girder 4 in this manner is also attached to the steel girder 5 using the same structure, and corresponding parts will be omitted with the suffix a and their explanation will be omitted.

Metal stoppers 53, 54; 53a, 54a are fixed to the upper flange 13.14 of each steel girder 4.5. The stoppers 53, 54 are spaced apart from the steel plate 26, sliding plate 27, steel plate 28, and elastic member 29 by δ/2. Similarly, regarding the stoppers 53a and 54a fixed to the upper 7 flange 14 of the steel girder 5, the steel plate 26a
, the sliding plate 27a, the steel plate 28a, and the elastic member 29a with an interval of δ/'2. Therefore, the precast deck slab 6 can be displaced by a distance δ with respect to the steel girder 4.5, and the precast deck slab 6 can be displaced by a distance δ.
is displaced in the bridge axis direction (left-right direction in Fig. 4), and further displacement with respect to the steel girder 4 is not allowed when the steel plate 26, sliding plate 27, steel plate 28, and elastic member 29 are in contact with each other. With respect to the center line 11 of the spacing between each steel girder 4°5, the center axis 12 perpendicular to the full axis of the precast deck slab 6 can be displaced left and right within the range of δ/'2, and therefore 8
The precast floor slab 6 will not deviate from the central axis 11 of the gap in the bridge axis direction, that is, in the left-right direction in FIG. 4, for more than 72 seconds.

With the above configuration, at standard temperature, the
), the central axes of the bolts 19, 19a are located at the center of the insertion holes 20, 20a, and in this state, as shown in No. 811m (2), tensile stress is generated in the steel girder 4. Teya)? When each bolt 19.19a is displaced by a distance l larger than δ/2 in the P1 direction, each bolt 19.19a is inserted into the insertion hole 20,2.
Inside Oa, the sealing material 11.12 is pressed and tilted by the rear corner C which is horizontally displaced by δ/2 from the state shown in Fig. 811Z (1), and the sealing material 11.12 has the width B in the standard state shown in Fig. 8 (1). δ
/2 spread to the added width, each end face 45, 46:45
A and 46a maintain a continuous road surface without any gaps. In addition, as shown in 8t21(3), compressive stress is generated in the steel girder 4 during summer, etc.
When the steel girder 4 extends by a distance δ toward the steel girder 5 side, that is, in the direction of arrow P2 with respect to the standard state shown in 1), each bolt 19.19=1 is inclined outward to each other by δ/2. This allows the generation of compressive stress on the floor slab 6. Further, the sealing material 11.12 is compressed to a width obtained by subtracting δ/2 from the width B in the standard state, and therefore the end surfaces 45, 46
; No gap is created between 45a and 46a.

In this way, even if the steel girder 4 on the movable side is displaced in the bridge axis direction due to the influence of temperature changes, no tensile stress or compressive stress is generated in the precast deck slab 6 due to the displacement.

FIG. 9 is an enlarged sectional view of a part of another embodiment of the present invention, and No. 10I21 is a plan view thereof. In the embodiment described above, the head of the bolt 19 is supported by a rectangular seat *23 in the recess 22, but in another embodiment of the present invention, a right cylindrical shape is provided in the precast floor slab 6. recess 63
A spring washer 64 that can be fitted into the recess 63 may be used, thereby further increasing the permissible displacement of the precast deck 6 with respect to the steel girder 4°5. It becomes possible.

As still another embodiment of the present invention, as shown in No. 11121, a steel plate 65 made of a material such as stainless steel is bonded to a precast deck slab 6 using an adhesive, and a steel girder 65 is bonded to a precast deck slab 6 using an adhesive.
An elastic member 66 is bonded to the upper flange 13, and a steel plate 6 made of a material such as stainless steel is attached to the elastic member 66.
7 may be bonded to create slippage between mutually opposing surfaces 68,69 of each steel plate 65,67.

As another embodiment of the present invention, as shown in FIG. 12, compression coil springs 90 and 91 having approximately equal spring force are embedded in the sealing material 11 and 12, and compressive force is applied to the precast floor slab 6 from both sides. may be made to act.

Effects of the Invention As described above, according to the present invention, the deck slab is provided on each end of the adjacent girder so that it can be freely displaced with respect to each girder.
Even if the girders are displaced relative to each other, it is possible to cover the distance between each end of the girders, so even if several girders are arranged in the direction of the bridge axis, for example, the gap between each girder can be covered. The slabs can be connected continuously without creating any gaps, making it possible to create a seamless bridge.

As a result, even if a car or other vehicle runs on the vR beam, no impact force will be generated when passing between the girders, and this will not cause large noise. Damage can also be prevented.

[Brief explanation of drawings]

The first is a cross-sectional view of one embodiment of the present invention, the second is a cross-sectional view showing the steel girder 4 shown in FIG. 1 displaced toward the steel girder 5, and the third is the cross-sectional view shown in FIG. FIG.
5I21 is a simplified plan view of the vicinity of the connection part by the precast deck 6 of the bridge 18, and FIG. 6 is the section line of FIG. 4 - - 7 is a bottom view as seen from the side indicated by the arrow (■) in FIG. 4, and FIG. 8 is a simplified diagram for explaining the operation of the embodiment shown in FIGS. 1 to 7. cross-sectional view, 9th Ui
! 1012I is a plan view thereof, FIG. 11 is an enlarged sectional view of still another embodiment of the present invention, and FIG. 12 is a sectional view of still another embodiment of the present invention. FIG.

Claims (1)

[Claims] A plurality of girders are supported on the foundation structure via fulcrums, and on each end of adjacent girders, the precast slab can be freely displaced between the ends of the girders in the longitudinal direction of the girder. An expansion joint device for a bridge, characterized in that it is installed in a bridge.