CN205580855U - Hollow slab bridge hinge joint bearing capacity test test piece - Google Patents

Abstract

The utility model relates to a specimen for testing the bearing capacity of hinge joints of hollow slab bridges. The specimen for testing comprises a first concrete beam and a second concrete beam. Steel bars are arranged inside the first concrete beam and inside the second concrete beam. The form of reinforcement and stirrup in the first concrete beam and the form of reinforcement and stirrup in the second concrete beam are the same as the form of reinforcement and stirrup in the corresponding position of the measured hollow slab bridge, and the form of reinforcement and stirrup in the first concrete beam and A hinge joint is provided between the second concrete beams, a complete concrete pavement layer is provided above the first concrete beams and the second concrete beams, the strength grade of the first concrete beams and the strength grade of the second concrete beams Both are the same strength level as the tested hollow slab girder. The test piece of the utility model is simple to manufacture, has strong operability, and is convenient for experimental research on the stress performance of hinged joints, and is small in size, which is convenient for static force and fatigue tests, and can solve the technical problem of rapid determination of hinged joints' stress performance .

Description

Test specimen for hinge joint bearing capacity of hollow slab bridge

technical field

The utility model relates to the field of bridges, in particular to a specimen for testing the hinge joint bearing capacity of a hollow slab bridge.

Background technique

Hollow slab bridge is a commonly used bridge type, which is simple in structure, convenient in construction, and widely used. Hinge joints are the key components that connect such bridges in the horizontal direction. However, engineering practice shows that hinge joints have poor durability and often suffer from leakage, whitening and falling off. Therefore, they are also weak components of this type of bridges. At present, the code does not provide a calculation method for the bearing capacity of hinge joints. Designers regard them as structural joints and think their bearing capacity is sufficient, which is contrary to reality. The key issue is how to obtain the bearing capacity value of hinge joints.

At present, the full-scale model test recorded in the paper "Research on the failure mode of hinge joints of prefabricated hollow slab bridges" and the full-scale segmental model test recorded in the paper "Research on the mechanical performance of hinge joints of hollow slab bridges" can be used. Bearing capacity of hinged joints, the test workload is large, the cost is high, and it is difficult to carry out fatigue tests to obtain the bearing capacity under fatigue load.

The representative joint shear test recorded in the paper "Experimental Research on the Shear Performance of Hollow Slab Concrete Hinge Joints" can obtain the shear bearing capacity of hinge joints. This method is small and convenient for testing, but the actual hinge joints are often in a state of combined bending and shear stress Therefore, the hinge joint shear capacity measured by this method does not represent the actual bearing capacity of the hinge joint. For example, the paper "Experimental Research on the Shear Performance of Hollow Slab Concrete Hinge Joints" and the paper "Experimental Research on the Failure Mode of Hinge Joints of Prefabricated Hollow Slab Bridges" are consistent with the size of the hinge joints and the section height of the slab. The joint test results of "Shear Performance Test Research" show that the hinge cracking load is 133kN, and the ultimate bearing capacity is 290kN, while the cracking and ultimate load obtained from the full-scale model test in the paper "Experimental Research on Hinge Joint Failure Mode of Prefabricated Hollow Slab Bridge" are respectively 70kN and 140kN. This is mainly due to the fact that the actual hinge joints are subjected to combined bending and shear stresses, rather than simply being sheared. Therefore, it is very necessary to find an economical, easy and reliable method to measure the bearing capacity of hinge joints.

Contents of the invention

The technical problem to be solved by the utility model is to provide a hollow slab bridge hinge joint bearing capacity test specimen. The hinge joint bearing capacity test specimen provided by the utility model has clear force, which is convenient for test observation and results arrangement, and is simple to manufacture.

The technical principle of the utility model: the research shows that the force transmission of the hinge joint has obvious locality, that is, when the concentrated load acts on the longitudinal beam, the hinge joint on both sides of the longitudinal beam bears the largest force, and the other hinge joints bear less force, and the hinge joint The stress of the seam is mainly concentrated in the position corresponding to the load, and the other positions are relatively small. Therefore, the hinge joint and longitudinal beam at the local position where the load acts can be taken out, and a smaller section along the longitudinal direction of the measured hollow slab bridge span can be taken to study the mechanical performance of the hinge joint. The hinge joint is mainly affected by shear force and bending moment, and the bending moment effect is related to the torsional stiffness of the longitudinal beam. Therefore, an ordinary rectangular beam can be used to replace the cross-section of the original longitudinal beam, so that its bending stiffness is the same as that of the original longitudinal beam. The stiffness is the same, which is equivalent to setting a hinge joint connection in the ordinary beam span, and the stress state of the hinge joint is consistent with the stress state of the bridge. The method has a moderate volume and is convenient for carrying out fatigue tests, and can simulate the situation of unequal rigidity of the longitudinal beams on both sides of the hinge joint by changing the cross-section of the beams on both sides of the hinge joint.

In order to solve the above technical problems, the utility model provides a hollow slab bridge hinge joint bearing capacity test specimen, wherein the test specimen includes the first concrete beam simulating the hollow slab girder of the tested hollow slab bridge and the hollow concrete beam of the simulated hollow slab bridge to be tested. For the second concrete beam of the slab beam, a hinge joint is provided between the first concrete beam and the second concrete beam, and a complete concrete pavement layer is jointly arranged above the first concrete beam and the second concrete beam, Both the inside of the first concrete beam and the inside of the second concrete beam are provided with reinforcing bars, the type, quantity and form of the configuration of the reinforcement in the first concrete beam connected to the hinge joint and the reinforcement in the joint of the hinge joint in the second concrete beam The type, quantity and form of configuration are the same as the configuration type, quantity and form of steel bars at the corresponding positions of the hollow slab girders on both sides of the hinge joint of the measured hollow slab bridge. The strength grade of the first concrete beam and the strength grade of the second concrete beam They are the same as the strength grades of the hollow slab beams on both sides of the hinge joint of the tested hollow slab bridge.

The vertical distance between the horizontal steel bars arranged horizontally in the hollow slab girder of the tested hollow slab bridge is d, the length of the first concrete beam is l ₁ , the width of the first concrete beam is b ₁ , and the length of the first concrete beam is The height is h ₁ , the length of the second concrete beam is l ₂ , the width of the first concrete beam is b ₂ , the height of the second concrete beam is h ₂ , the height of the hinged joint is h _sk , and the upper opening of the hinged joint is The width of the concrete pavement is b _sk , the thickness of the concrete pavement above the first concrete beam is h _c1 , the thickness of the concrete pavement above the second concrete beam is h _c2 , and the height of the joint is h _sk , the width of the upper opening of the hinge joint is b _sk , the widths of the hollow slab girders on both sides of the hinge joint of the measured hollow slab bridge are D ₁ and D ₂ respectively, and the height of the hinge joint of the measured hollow slab bridge is h _s , The width of the upper opening of the hinge of the tested hollow slab bridge is b _s .

where l ₁ =D ₁ +20 cm, QUOTE , n takes an integer greater than 1; l ₂ =D ₂ +20cm, QUOTE , n takes an integer greater than 1, b ₁ = b ₂ , h _sk = h _s , b _sk = b _s .

The subscripts in the above formulas and symbols are only used as subscripts to distinguish them, and do not represent other practical meanings.

The first concrete beam is provided with a transverse prestressed tendon pipe, the second concrete beam is provided with a transverse prestressed tendon pipe, and the hinge joint is provided with a transverse prestressed tendon pipe.

The prestressed tendon pipe is provided with prestressed beams.

The lower surface of the first concrete beam is provided with a steel backing plate, and the steel backing plate is close to the hinge joint, and two steel backing plates are arranged on the concrete pavement layer on the upper surface of the second concrete beam, and one of the steel backing plates is It is set close to the hinge joint, and another steel backing plate is set away from the hinge joint. A loading block is set above the two steel backing plates, and the shear bearing capacity is applied to the loading block.

Two steel backing plates are arranged on the upper surface of the concrete paving layer, and the two steel backing plates are respectively located on both sides of the hinge joint, and the two steel backing plates are arranged symmetrically about the center line of the hinge joint, and above the two steel backing plates A loading block is provided on which a bending load is applied.

A steel backing plate is arranged on the concrete pavement layer directly above the hinge joint, and the steel backing plate is applied with a bending-shear composite action bearing capacity.

The test piece of the utility model is simple to manufacture, has strong operability, and is convenient for experimental research on the force performance of hinged joints. Compared with the prior art, the utility model has the following advantages: firstly, the stress of the test piece for hinge bearing capacity provided by the utility model is clear, which is convenient for test observation and result arrangement, and is simple to manufacture; It is small in size, convenient for static and fatigue tests, and can solve the technical problem of rapid determination of the mechanical performance of hinged joints.

Description of drawings

Fig. 1 is the schematic diagram of the utility model test specimen;

Fig. 2 is A-A sectional view of Fig. 1;

Fig. 3 is the B-B sectional view of Fig. 1;

Figure 4 is a schematic diagram of the pure shear of the test specimen;

Figure 5 is a schematic diagram of pure bending of the test specimen;

Fig. 6 is the schematic diagram of the combined bending and shearing action of the test specimen;

Fig. 7 embodiment one first concrete beam and the second concrete beam reinforcement elevation view;

Fig. 8 is a C-C sectional view of Fig. 7;

Fig. 9 embodiment one hinged seam and pavement reinforcement elevation view;

Fig. 10 is a D-D sectional view of Fig. 9;

The reinforcement elevation view of the test piece of Fig. 11 embodiment one;

Fig. 12 is the E-E sectional view of Fig. 11;

Fig. 13 is the reinforcement detailed drawing of embodiment one test specimen;

Fig. 14 is the schematic structural view of the steel plate used in the testing process of the test specimen in embodiment one;

The cross-sectional view of the old double-hole hollow slab bridge of Fig. 15 embodiment two.

detailed description

In order to make the purpose, technical solutions and beneficial effects of the utility model clearer, the following will further describe the implementation of the utility model in detail in conjunction with the accompanying drawings.

As shown in Figure 1, a kind of hollow slab bridge hinge joint bearing capacity test specimen described in the utility model, wherein the test specimen comprises the first concrete beam 1 of simulating the hollow slab girder of the hollow slab bridge to be tested and the simulated hollow slab girder to be tested. For the second concrete beam 2 of the hollow slab girder of the board bridge, a hinge joint 3 is provided between the first concrete beam 1 and the second concrete beam 2, and the top of the first concrete beam 1 and the top of the second concrete beam 2 are jointly set There is a complete concrete pavement layer 4, steel bars are provided in the first concrete beam 1 and the second concrete beam 2, the configuration type, quantity and The configuration type, quantity and form of the steel bars at the connection between the form and the hinge joint 3 in the second concrete beam 2 are respectively the same as the configuration type, quantity and form of the steel bars at the corresponding positions of the hollow slab beams on both sides of the hinge joint of the measured hollow slab bridge, The strength grades of the first concrete beam 1 and the second concrete beam 2 are respectively the same as the strength grades of the hollow slab beams on both sides of the hinge joint of the tested hollow slab bridge.

If there is a transverse prestress at the position of the hinge joint 1 to be tested, a transverse prestressing tendon pipe 7 is arranged in the first concrete beam 1 , and a transverse prestressing tendon pipe 7 is arranged in the first concrete beam 2 .

As shown in Fig. 7 and Fig. 8, the first concrete beam 1 and the second concrete beam 2 are both composed of longitudinal tensile reinforcement 8, longitudinal compression reinforcement 10, and waist reinforcement 9, wherein the longitudinal compression reinforcement 10 is arranged at the top, The longitudinal tension reinforcement 8 is arranged at the bottom, and the waist bar 9 is located between the longitudinal tension reinforcement 8 and the longitudinal compression reinforcement 10 . As shown in Figure 9 and Figure 10, the reinforcement at the connection between the first concrete beam 1 and the hinge joint 3 and the reinforcement at the connection between the second concrete beam 2 and the hinge joint 3 are constructed at the junction of the upper part of the beam and the hinge joint Reinforcement 11, beam lapping rebar 12, hinge joint bottom reinforcement 13, opposite tie reinforcement 14, and structural reinforcement 15 at the junction of the lower part of the beam and the hinge joint, as shown in Fig. 11, Fig. 12 and Fig. 13, the test specimen as a whole Reinforcement also requires inner stirrups 16, outer stirrups 17, longitudinal paving reinforcements 18, horizontal paving reinforcements 19, and intersecting joint reinforcements 20 to form an integral reinforcement cage to ensure the reinforcement form of the test specimens. , structure and overall strength match the tested hollow slab bridge.

The vertical spacing of the horizontal steel bars arranged horizontally in the hollow slab girder of the measured hollow slab bridge is d, the length of the first concrete beam 1 is l ₁ , the width of the first concrete beam 1 is b ₁ , and the first concrete The height of the beam 1 is h ₁ , the length of the second concrete beam 2 is l ₂ , the width of the first concrete beam 2 is b ₂ , the height of the second concrete beam 2 is h ₂ , and the height of the hinge joint 3 is h _sk , the width of the upper opening of the joint 3 is b _sk , the thickness of the concrete pavement 4 above the first concrete beam 1 is h _c1 , and the thickness of the concrete pavement 4 above the second concrete beam 2 is h _c2 , the height of the hinge joint 3 is h _sk , the width of the upper opening of the hinge joint 3 is b _sk , and the widths of the hollow slab girders on both sides of the hinge joint 3 of the measured hollow slab bridge are D ₁ and D ₂ respectively , the height of the hinge joint 3 of the measured hollow slab bridge is h _s , and the width of the upper opening of the hinge joint 3 of the measured hollow slab bridge is b _s .

where l ₁ =D ₁ +20 cm, QUOTE , n takes an integer greater than 1; l ₂ =D ₂ +20cm, QUOTE , n takes an integer greater than 1, b ₁ = b ₂ , h _sk = h _s , b _sk = b _s .

The subscripts in the above formulas and symbols are only used as subscripts to distinguish them, and do not represent other practical meanings.

A method for manufacturing a specimen for testing the hinge joint bearing capacity of a hollow slab bridge mainly includes the following steps:

Step 1: Calculate the load design values of the two hollow slab girders adjacent to the hinge joint 3 of the tested hollow slab bridge according to the principle of load lateral distribution, and take the calculated maximum value (generally not exceeding 70kN) as the test specimen The load design value of the test piece is determined according to the "Code for Design of Concrete Structures". It is matched with the reinforcement inside the hollow slab girder of the measured hollow slab bridge and goes deep into the concrete pavement layer 4, and the contact point between the first concrete beam 1 and the hinge joint 3 is determined according to the reinforcement of the hollow slab beams on both sides of the hinge joint 3 of the measured hollow slab bridge The form of the structural reinforcement and the form of the structural reinforcement at the contact between the second concrete beam 2 and the hinge joint 3, and make the corresponding reinforcement, and determine the reinforcement of the two according to the measured hollow slab bridge hinge joint and pavement reinforcement.

Step 2: After processing the steel bars, the steel cages of the first concrete beam 1 and the steel cages of the second concrete beam 2 are bound respectively.

Step 3: Assemble the formwork, pour the first concrete beam 1 and the second concrete beam 2 respectively according to the design requirements, and maintain them to the design strength.

Step 4: Fabricate and install hinge 3 steel bars.

The fifth step: making paving steel bars and installing them on the upper surface of the first concrete beam 1 and the upper surface of the second concrete beam 2 respectively.

Step 6: Assemble the formwork, pour hinge joints and a complete concrete pavement layer 4 according to the design requirements.

If there is transverse prestress at the position of the hinge joint 3 to be tested, the prestressing tendon pipe 7 is reserved during the manufacture of the reinforcement cage of the first concrete beam 1, the reinforcement cage of the second concrete beam 2, and the reinforcement cage of the hinge joint 3.

If there is a transverse prestress at the position of the tested hinge joint 3, after the test specimen is cured to the specified design strength, the prestressed beam is passed into the prestressed tendon pipe 7, and the prestressed beam is stretched to the design value.

Embodiment one:

What this embodiment provides is a 10m hollow slab bridge, and its design is consistent with the standard drawing of the first-level simply supported 10m hollow slab girder bridge of the new specification of the Ministry of Communications 2008 general set of drawings.

The specific production includes the following steps:

(1) Determine the reinforcement of the first concrete beam 1, the second concrete beam 2, the hinge joint 3 and the concrete pavement layer 4 and the strength grade of the concrete.

According to the standard drawing of the first-class simply supported 10m hollow slab girder bridge of the new specification of the 2008 general set of drawings of the Ministry of Communications, the height h ₁ of the first concrete beam 1 is 600mm, the width b ₁ of the first concrete beam 1 is 300mm, and the first concrete beam 1 The length l ₁ of the second concrete beam 2 is 1495mm, the height h ₂ of the second concrete beam 2 is 600mm, the width b ₂ of the second concrete beam 2 is 300mm, the length l ₂ of the second concrete beam 2 is 1495mm, and the width D of the hollow slab bridge is 990mm, the thickness of the concrete paving layer 4 is h _c2 is 100mm, and the gap between the first concrete beam 1 and the second concrete beam 2 below the joint 3 is 10mm wide. Among them, 1495mm>990mm+100mm meets its requirements. The strength of the first concrete beam 1 is C40, the strength of the second concrete beam 2 is C40, the strength of the concrete paving layer 4 is C40, and the strength of the hinge joint 3 is C50.

According to the "General Code for Design of Highway Bridges and Culverts", the hinge joint bearing capacity test belongs to the local load effect test, and the vehicle load should be applied, and the overload effect is not considered in the checking calculation. The most unfavorable working condition (that is, the maximum value) is a wheel load directly above the hinge joint. Its value is 70kN, and the reinforcement of the test specimen is calculated.

(2) Fabrication of the first concrete beam 1 and the second concrete beam 2

Respectively bind the reinforcement cage of the first concrete beam 1 and the reinforcement cage of the second concrete beam 2, assemble the formwork and pour concrete, and cure to C40, wherein the first concrete beam 1 and the second concrete beam 2 are provided with prestressing test The prestressed pipeline used 7.

(3) Fabrication of hinged joint 3 and concrete pavement layer 4

Respectively install pavement reinforcing bars on the upper surface of the first concrete beam 1 and the upper surface of the second concrete beam 2, and install hinged reinforcing bars in the hinged joints. Assemble the formwork and pour the concrete, curing to C40.

If test specimens are used to test the influence of transverse prestress on the hinge joint of hollow slab bridge or there is prestressed steel beam at the hinge joint of the tested, then the prestressed beam can be worn in the reserved corrugated prestressed pipe 7, and then stretched to design value.

A method for testing a hollow slab bridge hinge joint bearing capacity test piece mainly includes the following steps:

Step 1: As shown in Figure 14, make two steel plates and multiple screws, wherein the width of the steel plate is b ₃ =b ₁ +10 cm (b ₁ =b ₂ ), the length of the steel plate is 1 meter to 2 meters, and the steel plate The thickness of the steel plate is not less than 10 mm. There are multiple bolt holes on the steel plate. The diameter of the bolt hole and the distance between the bolt hole and the edge are determined by the "Code for Design of Steel Structures". 20 cm to 50 cm.

Step 2: Fix the test piece. In order to prevent the hinge seam from being damaged during the lifting of the test piece, place steel plates on the bottom and top surfaces of the test piece with the test piece hinge seam as the center, and then use screws to thread them respectively. Through the bolt hole connection, clamping and fixing.

Step 3: Use lifting equipment to lift the test specimen to the test position.

Step 4: According to different test purposes, conduct pure shear loading test, pure bending loading test, and combined bending-shear loading test on the test specimens.

Step 5: Calculation of the bearing capacity of the real bridge. The ratio of the bearing capacity of the hinged joints measured by the test member to the bearing capacity of the tested actual bridge is α. α is related to b ₁ and b ₂ , b ₁ =b ₂ QUOTE When max(5D ₁ , 5D ₂ ), α=1; 300mm QUOTE When b ₁ =b ₂ <max(5D ₁ , 5D ₂ ), α=0.2~1.

The subscripts in the above formulas and symbols are only used as subscripts to distinguish them, and do not represent other practical meanings.

During the specific test, the following operations are mainly carried out:

When the bearing capacity of the test specimen is measured in a pure shear state, a steel backing plate 5 is set on the lower surface of the first concrete beam 1, and the steel backing plate 5 is close to the hinge joint 3, and on the upper surface of the second concrete beam 2 Two steel backing plates 5 are arranged on the concrete pavement layer 4, and one of the steel backing plates 5 is set close to the hinge joint 3, and the other steel backing plate 5 is set away from the hinge joint 3, and the upper part of the two steel backing plates 5 is set There is a loading block 6, and the loading block 6 is loaded with shear bearing capacity, the test phenomenon is observed and the test data is recorded.

When the test specimen is tested for bearing capacity under pure bending state, the loading mode shown in Figure 5 is selected, and two steel backing plates 5 are set on the upper surface of the concrete pavement layer 4, and the two steel backing plates 5 are respectively located at On both sides of the hinge joint 3, two steel backing plates 5 are arranged symmetrically with respect to the center line of the hinge joint 3, and a loading block 6 is arranged above the two steel backing plates 5, and the bending bearing capacity is applied to the center of the loading block 6, and the observation test phenomenon and record the test data.

When the bearing capacity of the test specimen is measured under the state of bending composite action, the loading mode shown in Figure 6 is selected, and a steel backing plate 6 is set on the concrete pavement layer 4 directly above the hinge joint 3, and the steel backing plate 6 is applied Bending and shearing capacity, observe the test phenomenon and record the test data.

Embodiment two:

This embodiment is a widened hollow slab bridge with a span of 10m. It is composed of new and old hollow slab girders with different rigidities. The standard diagram of the slab girder bridge is consistent, and its torsional stiffness is 6.93×10 ¹⁰ . The hollow slab girder of the old bridge is a double-hole plate, as shown in Figure 15, and its torsional stiffness is 4.93×10 ¹⁰ . The difference from Example 1 is that the torsional rigidity of the new and old hollow slab girders is different, so when testing the bearing capacity of the hinge joint between the old and new hollow slab bridges, the resistance of the first concrete beam 1 and the second concrete beam 2 in the designed test components The bending stiffness is different, among which the first concrete beam 1 represents the old hollow slab beam on the side of the hinge joint of the tested hollow slab bridge, its width b ₁ is 300 mm, and its height h ₁ is 943 mm; the second concrete beam 2 represents the tested hollow slab bridge The new hollow slab girder _on the other side of the hinge has a width b2 of 300mm and a height h2 of _1056mm . The remaining operation steps are the same as those in Embodiment 1.

Embodiment three:

The structure of the hollow slab bridge of this embodiment is basically the same as that of the first embodiment, the difference is that the concentrated load loaded during the test of this embodiment is based on the test methods of pure shear, pure bending or combined bending and shearing. to change the loading position. At the same time, two displacement meters can be arranged on the left side of the bottom surface of the second concrete beam 2 to observe the mechanical performance of the hinge joint under the action of concentrated load and the vertical relative displacement of the beams on both sides of the hinge joint.

The above are only typical embodiments of the utility model, and the implementation of the utility model is not limited thereto.

In summary, the test specimen and manufacturing method of the hollow slab bridge hinge joint bearing capacity provided by the utility model can realize the test determination of the hinge joint bearing capacity conveniently, and the experiment shows that the hinge joint bearing capacity measured by this method is smaller than that of the full-size model The obtained hinge joint bearing capacity is about 0.2~1 times that of the full-scale model, and the specific value should be determined through a large number of experimental regressions, but this does not affect its use in engineering practice, and the measured results have a certain degree of application in engineering practice degree of surplus. At the same time, the utility model can also be used for the research on the stress performance of the hinge joint, which can conveniently study the corresponding relationship between the hinge joint stress performance and the concentrated load, and the corresponding relationship between the relative displacement of the two sides of the hinge joint and the hinge joint stress characteristics.

Claims (6)

1. A hollow slab bridge hinge joint bearing capacity test specimen, wherein the test specimen comprises the first concrete beam simulating the measured hollow slab bridge hollow slab girder and the second concrete beam simulating the measured hollow slab bridge hollow slab girder, It is characterized in that: a hinge joint is provided between the first concrete beam and the second concrete beam, and a complete concrete paving layer is provided above the first concrete beam and the second concrete beam, and the first concrete beam Both the inside and the second concrete beam are provided with reinforced bars, the arrangement type, quantity and form of the reinforcement in the first concrete beam and the hinge joint connection and the configuration type, quantity and form of the reinforcement in the second concrete beam and the hinge joint connection. The quantity and form are the same as the configuration type, quantity and form of steel bars at the corresponding positions of the hollow slab beams on both sides of the hinge joint of the measured hollow slab bridge. The strength grades of the first concrete beam and the second concrete beam are respectively the same as those of the tested The strength grades of the hollow slab girders on both sides of the hinge joint of the hollow slab bridge are the same; The vertical distance between the horizontal steel bars arranged horizontally in the hollow slab girder of the tested hollow slab bridge is d, the length of the first concrete beam is l ₁ , the width of the first concrete beam is b ₁ , and the length of the first concrete beam is The height is h ₁ , the length of the second concrete beam is l ₂ , the width of the first concrete beam is b ₂ , the height of the second concrete beam is h ₂ , the height of the hinged joint is h _sk , and the upper opening of the hinged joint is The width of the concrete pavement is b _sk , the thickness of the concrete pavement above the first concrete beam is h _c1 , the thickness of the concrete pavement above the second concrete beam is h _c2 , and the height of the joint is h _sk , the width of the upper opening of the hinge joint is b _sk , the widths of the hollow slab girders on both sides of the hinge joint of the measured hollow slab bridge are D ₁ and D ₂ respectively, and the height of the hinge joint of the measured hollow slab bridge is h _s , The width of the upper opening of the hinge joint of the measured hollow slab bridge is b _s ; where l ₁ =D ₁ +20 cm, , n takes an integer greater than 1; l ₂ =D ₂ +20cm, , n takes an integer greater than 1, b ₁ = b ₂ , h _sk = h _s , b _sk = b _s ; The subscripts in the above formulas and symbols are only used as subscripts to distinguish them, and do not represent other practical meanings. 2. according to the said a kind of hollow slab bridge hinge joint bearing capacity test specimen of claim 1, it is characterized in that: said first concrete beam is provided with transverse prestressed tendon pipeline, said second concrete beam is provided with Transverse prestressed tendon pipes, the transverse prestressed tendon pipes are arranged in the hinge. 3. A hollow slab bridge hinge joint bearing capacity test specimen according to claim 2, characterized in that: said prestressed tendon pipe is provided with prestressed beams. 4. A hollow slab bridge hinge joint bearing capacity test specimen according to claim 1, characterized in that: a steel backing plate is arranged on the lower surface of the first concrete beam, and the steel backing plate is close to the hinge joint. Two steel backing plates are arranged on the concrete pavement layer on the upper surface of the second concrete beam, and one of the steel backing plates is set close to the hinge joint, and the other steel backing plate is set away from the hinge joint, and above the two steel backing plates is set Loading blocks on which the shear capacity is applied. 5. A kind of hollow slab bridge hinge joint bearing capacity test specimen according to claim 1, it is characterized in that: the upper surface of described concrete pavement layer is provided with two steel backing plates, and two steel backing plates are respectively located at the hinge On both sides of the seam, two steel backing plates are arranged symmetrically about the center line of the hinge joint, and a loading block is arranged above the two steel backing plates, and the bending bearing capacity is applied to the loading block. 6. A test specimen for bearing capacity of a hollow slab bridge hinge joint according to claim 1, characterized in that: a steel backing plate is arranged on the concrete pavement directly above the hinge joint, and a bending shear is applied on the steel backing plate Composite bearing capacity.