Hollow slab bridge pavement layer structure and construction method

Abstract

This invention discloses a hollow slab bridge pavement structure and construction method, applicable to the design and construction of hollow slab bridge pavement layers. The structure is characterized by comprising three parts: bridge deck pavement, self-stressing ribs, and anchoring bars. Three self-stressing ribs are transversely arranged at L / 4, L / 2, and 3L / 4 within a span of the bridge pavement. Under the action of these three transverse self-stressing ribs, the rigid connection of the hinge joints between the hollow slabs in the bridge superstructure is strengthened, the transverse bending moment transmission of the hinge joints is increased, and the transverse stiffness of the bridge is improved, thereby extending the bridge's service life. Compared with transverse prestressing reinforcement of the bridge superstructure at the bottom of the bridge slab, self-stressing ribs have advantages such as uniform stress distribution, strong bonding with the hollow slabs, reasonable stress distribution, simple process, low cost, and environmental friendliness.

Description

Technical Field

[0001] This invention belongs to the field of bridge technology, specifically, it relates to a hollow slab bridge pavement layer structure and construction method, and more particularly to a hollow slab bridge pavement layer structure and construction method comprising three transverse self-stressing ribs. Background Technology

[0002] With the rapid development of society and the economy, people have put forward increasingly higher requirements for bridge quality. In particular, hollow slab bridges have advantages such as standardized design, prefabricated construction, fast construction speed, and low cost. However, the hinge joints between the slabs have disadvantages such as poor rigid connection performance and weak lateral bending moment transmission. In order to strengthen the lateral connection between hollow slabs, the traditional approach is to add prestressed reinforcement design to the bottom of the hollow slab bridge. However, this approach has disadvantages such as complex process, high construction difficulty, and high maintenance cost.

[0003] The present invention provides a hollow slab bridge pavement layer structure and construction method, which is applicable to the design and construction of hollow slab bridge pavement layers. The structure is characterized by comprising three parts: bridge deck pavement, self-stressing ribs, and anchor bars. Three self-stressing ribs were installed at L / 4, L / 2, and 3L / 4 within the pavement layer of one span of the bridge. The self-stressing ribs consist of a self-stressing tension plate, transverse reinforcement of the self-stressing ribs, and high-expansion concrete. After the bridge hinge joint construction was completed, the three self-stressing ribs were poured first. The self-stressing tension plate, transverse reinforcement of the self-stressing ribs, and high-expansion concrete interact to generate transverse self-stress. Under the action of the three transverse self-stressing ribs, the rigid connection of the hinge joint between the hollow slabs of the bridge superstructure was strengthened, the transverse bending moment transmission capacity of the hinge joint was improved, the transverse stiffness of the bridge was increased, and thus the service life of the bridge was extended. Compared with transverse prestressing reinforcement of the bridge superstructure at the bottom of the bridge slab, the self-stressing ribs have a uniform stress distribution, a firm bond with the hollow slab, reasonable stress distribution, simple process, low cost, and are environmentally friendly. Summary of the Invention

[0004] In order to overcome the defects of the existing technology, the present invention provides a hollow slab bridge pavement layer structure, characterized in that the structure consists of three parts: bridge deck pavement, self-stressing rib plate and anchoring bar.

[0005] The bridge deck pavement consists of longitudinal reinforcement of the pavement layer, transverse reinforcement of the pavement layer, and concrete;

[0006] The self-stressing rib is composed of a self-stressing tension plate, transverse reinforcement bars of the self-stressing rib, and high-expansion concrete.

[0007] The anchoring bars consist of bridge deck pavement anchoring bars and self-stressing plate rib anchoring bars;

[0008] The length of the bridge pavement layer is set to L, and the self-stressing ribs are arranged laterally at L / 4, L / 2, and 3L / 4 within the bridge pavement layer; wherein, the width of the self-stressing ribs at L / 4 and 3L / 4 is one-half to two-thirds of the width of the self-stressing ribs at L / 2, and the width of the self-stressing ribs at the above two locations is equal.

[0009] The height of the self-stressing rib is equal to the thickness of the bridge deck pavement;

[0010] The self-stressing plate ribs are connected to the bridge deck pavement on both longitudinal sides.

[0011] According to a preferred embodiment of the present invention, the width of the self-stressing rib at L / 4 and 3L / 4 is 1.0m-1.8m, the width of the self-stressing rib at L / 2 is 2.0m-2.4m, the rib height is 14cm-16cm, and the length of the rib is equal to the width of the bridge deck pavement.

[0012] According to another preferred embodiment of the present invention, the self-stressing tensioning plate is a steel plate with a height of 14cm-16cm, a length of 50cm-60cm, and a thickness of 10mm-12mm. The transverse reinforcement of the self-stressing plate rib is a double-row secondary steel bar with a longitudinal spacing of 10cm-16cm and a diameter of 16mm-18mm, and is perpendicularly connected to the self-stressing tensioning plate arranged on both sides of the self-stressing plate rib.

[0013] According to another preferred embodiment of the present invention, the high-expansion concrete has a grade of 40-50 MPa, and the self-stress value generated transversely by the self-stressing plate ribs after 90 days is 3.0-5.0 MPa.

[0014] According to another preferred embodiment of the present invention, the bridge deck pavement anchor bars are arranged perpendicular to the longitudinal direction of the bridge and are used to anchor the longitudinal bars of the bridge deck pavement layer, and are embedded in the top plate of the hollow slab.

[0015] The self-stressing plate rib anchor bars are arranged parallel to the longitudinal direction of the bridge and are used to anchor the transverse bars of the self-stressing plate rib. They are pre-embedded in the web of the hollow slab.

[0016] According to another preferred embodiment of the present invention, the bridge deck pavement anchor bars are no less than 4-6 per square meter of П-type grade II steel bars with a diameter of 12mm-14mm;

[0017] The self-stressing plate rib anchor bars are uniformly pre-embedded in each hollow slab web of the self-stressing plate rib at L / 4 and 3L / 4; and uniformly pre-embedded in each hollow slab web of the self-stressing plate rib at L / 2.

[0018] The self-stressing plate rib anchor bars are П-type grade II steel bars with a diameter of 16mm-18mm, and are embedded in the web of the hollow slab to a depth of not less than 30 times the diameter.

[0019] According to another preferred embodiment of the present invention, the thickness of the bridge deck pavement is 14cm-16cm, and the concrete grade is 40MPa-50MPa.

[0020] According to another preferred embodiment of the present invention, the longitudinal and transverse reinforcements of the pavement layer are double-layered grade II steel bars with a diameter of 12mm-14mm, and the longitudinal reinforcements of the pavement layer penetrate the self-stressing plate ribs longitudinally. The transverse and longitudinal spacing of the longitudinal reinforcements and transverse reinforcements of the pavement layer is 10cm-15cm.

[0021] According to another aspect of the present invention, the present invention also provides a construction method for a hollow slab bridge pavement structure, wherein the method comprises the following steps:

[0022] 1) Anchor bar pre-embedding: tensioning hollow slab steel strands, binding hollow slab steel bars, pouring ordinary concrete, and pre-embedding bridge deck pavement anchor bars and self-stressing slab rib anchor bars.

[0023] 2) Hollow core slab installation: Install hollow core slabs with a crane, pour ordinary concrete, and cure for 5 days;

[0024] 3) Binding the bridge pavement reinforcement: Bind the transverse reinforcement of the self-stressing plate rib and connect it perpendicularly to the self-stressing tension plates on both sides of the self-stressing plate rib; bind the longitudinal reinforcement of the bridge pavement layer to the transverse reinforcement of the bridge pavement layer.

[0025] 4) Casting self-stressing ribs: Fix steel formwork on both sides of the self-stressing ribs, cast high-expansion concrete, and water-cur for 7 days.

[0026] 5) Pouring bridge deck paving: Pouring ordinary concrete, polishing with a grinder and manual finishing, and covering with curing cloth for 5-7 days.

[0027] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0028] 1. Under the action of three transverse self-stresses generated by the self-stressing plate ribs, the rigid connection of the hinge joints between the hollow slabs in the bridge superstructure is strengthened, and the transverse bending moment transmitted by the hinge joints is improved.

[0029] 2. It improves the lateral stiffness of the bridge, thereby extending the bridge's service life;

[0030] 3. Compared with the prestressed transverse reinforcement method at the bottom of bridge slabs, the self-stressing rib has the advantages of uniform stress distribution, strong bonding with hollow slabs, simple process, low cost, and environmental friendliness. Attached Figure Description

[0031] Other features, objects, and advantages of the invention will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings.

[0032] Figure 1 This is a plan view of the present invention;

[0033] Figure 2 This is a side view of the present invention;

[0034] Figure 3 This is a cross-sectional view of section II of the present invention;

[0035] Figure 4 This is a cross-sectional view of the present invention (II I).

[0036] The relevant labels in the figure are as follows:

[0037] 1. Bridge deck pavement; 2. L / 4 self-stressing rib; 3. L / 2 self-stressing rib; 4. 3L / 4 self-stressing rib; 5. Hollow slab; 6. Longitudinal reinforcement of pavement layer; 7. Transverse reinforcement of pavement layer; 8. Anchorage reinforcement of bridge deck pavement; 9. Anchorage reinforcement of self-stressing rib; 10. Transverse reinforcement of self-stressing rib; 11. High-expansion concrete; 12. Self-stressing tension plate; 13. Concrete; 14. Web of hollow slab; 15. Hinge joint. Detailed Implementation

[0038] The following disclosure provides numerous different embodiments or examples for implementing various structures of the invention. To simplify the disclosure, components and arrangements of specific examples are described below. Furthermore, reference numerals and / or letters may be repeated in different examples. Such repetition is for simplification and clarity and does not in itself indicate a relationship between the various embodiments and / or arrangements discussed. It should be noted that the components illustrated in the drawings are not necessarily drawn to scale. Descriptions of well-known components, processing techniques, and processes are omitted to avoid unnecessarily limiting the invention.

[0039] Hollow slab bridges have advantages such as high degree of prefabrication, fast construction speed and low cost, but the hinge joints between slabs have disadvantages such as poor rigid connection performance and weak transverse bending moment transmission.

[0040] like Figure 1 As shown, in order to strengthen the lateral connection between hollow slabs, the present invention provides a hollow slab bridge pavement layer structure, which is suitable for the design and construction of hollow slab bridge pavement layers. The structure is characterized by being composed of three parts: bridge deck pavement (1), self-stressing ribs (2)(3)(4) and anchor bars (8)(9).

[0041] The bridge deck pavement (1) consists of longitudinal reinforcement (6), transverse reinforcement (7), and concrete (13).

[0042] The anchoring bars are composed of bridge deck pavement anchoring bars (8) and self-stressing plate rib anchoring bars (9).

[0043] The length of the bridge pavement layer is set to L, and the self-stressing ribs (2), (3), and (4) are respectively arranged laterally at L / 4, L / 2, and 3L / 4 in the bridge pavement layer; wherein, the width of the self-stressing ribs at L / 4 and 3L / 4 (shown as 2 and 4 in the figure) is one-half to two-thirds of the width of the self-stressing rib at L / 2, and the width of the self-stressing ribs at the above two locations is equal.

[0044] The height of the self-stressing ribs (2)(3)(4) is equal to the thickness of the bridge deck pavement (1), and the longitudinal sides of the self-stressing ribs (2)(3)(4) are connected to the bridge deck pavement (1) respectively.

[0045] The self-stressing plate ribs (2)(3)(4) are composed of a self-stressing tension plate (12), a self-stressing plate rib transverse reinforcement (10), and high-expansion concrete (11). After the bridge hinge joint is constructed, three self-stressing plate ribs are poured. The self-stressing tension plate (12), the self-stressing plate rib transverse reinforcement (10), and the high-expansion concrete (11) in the self-stressing plate rib interact to generate transverse self-stress. Under the action of the three transverse self-stressing plate ribs, the transverse bending moment transmitted by the hinge joint of the bridge superstructure is improved, the transverse stiffness of the bridge is increased, and thus the service life of the bridge is extended.

[0046] like Figure 2-4 The self-stressing plate ribs (2)(3)(4) shown are composed of a self-stressing tension plate (12), a self-stressing plate rib transverse reinforcement (10), and high-expansion concrete (11).

[0047] The L / 4 self-stressing rib (2) and the 3L / 4 self-stressing rib (4) have a width of 1.0m-1.8m, with preferred widths of 1.0m, 1.2m, 1.5m, and 1.8m. The L / 2 self-stressing rib (3) has a width of 2.0m-2.4m, with preferred widths of 2.0m and 2.4m. The rib height is 10cm-16cm, with preferred heights of 10cm, 15cm, and 16cm. The length of the rib is equal to the width of the bridge deck pavement (1).

[0048] The self-stressing tension plate (12) shown has the following dimensions: height 14cm-16cm, preferably 14cm, 15cm, or 16cm; length 50cm-60cm, preferably 50cm or 60cm; and a steel plate thickness 10mm-12mm, preferably 10mm or 12mm. The longitudinal spacing of the transverse reinforcing bars (10) of the self-stressing plate ribs is 10cm-16cm, preferably 12cm or 15cm. It is equipped with double rows of secondary reinforcing bars with a diameter of 16mm-18mm, which are perpendicularly connected to the self-stressing tension plates (12) arranged on both sides of the self-stressing plate ribs (2), (3), and (4).

[0049] The high-expansion concrete (11) shown has a grade of 40 MPa-50 MPa, with preferred grades being 40 MPa and 50 MPa. The self-stress values ​​generated laterally by the 90-day self-stress plate ribs (2), (3), and (4) are 3.0 MPa-5.0 MPa, with preferred self-stress values ​​being 3.0 MPa, 4.0 MPa, and 5.0 MPa.

[0050] To enhance the overall structural integrity of the bridge pavement and hollow slab, bridge deck pavement anchor bars and self-stressing slab rib anchor bars were installed. To ensure the anchoring effect of the self-stressing slab ribs, the anchoring position and anchoring length of the rib anchor bars were specified.

[0051] The anchoring bars shown are composed of bridge deck pavement anchoring bars (8) and self-stressing plate rib anchoring bars (9). The bridge deck pavement anchoring bars (8) are arranged perpendicular to the longitudinal direction of the bridge and are used to anchor the longitudinal reinforcement (6) of the pavement layer. They are embedded in the top plate of the hollow slab (5). The self-stressing plate rib anchoring bars (9) are arranged parallel to the longitudinal direction of the bridge and are used to anchor the transverse reinforcement (10) of the self-stressing plate rib. They are embedded in the web (14) of the hollow slab.

[0052] The bridge deck pavement anchor bars (8) shown are provided with no less than 4-6 per square meter, and are П-type secondary steel bars with a diameter of 12mm-14mm, preferably 12mm or 14mm; the self-stressing plate rib anchor bars (9) are evenly embedded in each hollow slab web (14) in L / 4 self-stressing plate rib (2) and 3L / 4 self-stressing plate rib (4), and 4 are evenly embedded in each hollow slab web (14) in L / 2 self-stressing plate rib (3). The self-stressing plate rib anchor bars (9) are П-type secondary steel bars with a diameter of 16mm-18mm, preferably 16mm or 18mm, and are embedded in the hollow slab web (14) to a depth of not less than 30 times the diameter.

[0053] The bridge deck pavement (1) shown consists of longitudinal reinforcement (6), transverse reinforcement (7), and concrete (13). The thickness of the bridge deck pavement (1) is 14cm-16cm, with preferred thicknesses of 14cm, 15cm, and 16cm. The concrete (13) has a grade of 40MPa-50MPa, with preferred grades of 40MPa and 50MPa.

[0054] The longitudinal reinforcement (6) and transverse reinforcement (7) of the pavement layer shown are double-layered grade II steel bars with a diameter of 12mm-14mm, preferably 12mm and 14mm. Simultaneously, the longitudinal reinforcement (6) of the pavement layer longitudinally penetrates the self-stressing plate ribs (2)(3)(4). The transverse and longitudinal spacing of the longitudinal reinforcement (6) and transverse reinforcement (7) of the pavement layer is 10cm-15cm, preferably 10cm, 12cm, and 15cm.

[0055] It should be noted that the dimensions and shapes of the specific components and structures described above in this invention were obtained through extensive experiments and tests during actual construction, rather than being subjectively or arbitrarily set. They are the result of a great deal of labor by the inventors and have specific practical applications and value.

[0056] The present invention also provides, for example Figure 1-4 The method for constructing a hollow slab bridge pavement structure, as shown, includes the following steps:

[0057] 1) Anchor bar pre-embedding: tension the hollow slab steel strands, tie the hollow slab steel bars, pour the hollow slab concrete, and pre-embedding the bridge deck pavement anchor bars (8) and self-stressing plate rib anchor bars (9).

[0058] 2) Hollow slab installation: The hollow slab is installed by crane, the hinge joint (15) concrete is poured, and it is cured for 5 days;

[0059] 3) Binding the bridge pavement reinforcement: Bind the transverse reinforcement (10) of the self-stressing plate rib and connect it perpendicularly to the self-stressing tension plate (12) on both sides of the self-stressing plate rib (2)(3)(4), and bind the longitudinal reinforcement (6) of the pavement layer and the transverse reinforcement (7) of the pavement layer.

[0060] 4) Casting self-stressing ribs (2)(3)(4): Fix steel formwork on both sides of the self-stressing ribs, cast high expansion concrete (11), and water-cured for 7 days.

[0061] 5) Pouring bridge deck pavement (1): Pouring bridge deck pavement concrete (13), polishing machine and manual finishing, covering with curing cloth for 5-7 days.

[0062] While exemplary embodiments and their advantages have been described in detail, it should be understood that various changes, substitutions, and modifications can be made to these embodiments without departing from the spirit of the invention and the scope of protection defined by the appended claims. For other examples, those skilled in the art should readily understand that the order of process steps can be varied while remaining within the scope of the invention.

[0063] Furthermore, the scope of this invention is not limited to the processes, mechanisms, manufacturing methods, material compositions, means, methods, and steps of the specific embodiments described in the specification. From the disclosure of this invention, those skilled in the art will readily understand that any existing or future processes, mechanisms, manufacturing methods, material compositions, means, methods, or steps that perform substantially the same function or obtain substantially the same results as the corresponding embodiments described in this invention can be applied according to this invention. Therefore, the appended claims are intended to include these processes, mechanisms, manufacturing methods, material compositions, means, methods, or steps within their scope of protection.

Claims

1. A hollow slab bridge pavement layer structure, characterized in that, The structure consists of three parts: bridge deck pavement, self-stressing rib plate, and anchoring bars. The bridge deck pavement consists of longitudinal reinforcement of the pavement layer, transverse reinforcement of the pavement layer, and concrete; The self-stressing rib is composed of a self-stressing tension plate, transverse reinforcement bars of the self-stressing rib, and high-expansion concrete. The anchoring bars consist of bridge deck pavement anchoring bars and self-stressing plate rib anchoring bars; The length of the bridge pavement layer is set to L, and the self-stressing ribs are arranged laterally at L / 4, L / 2, and 3L / 4 within the bridge pavement layer; wherein, the width of the self-stressing ribs at L / 4 and 3L / 4 is one-half to two-thirds of the width of the self-stressing ribs at L / 2, and the width of the self-stressing ribs at the above two locations is equal. The height of the self-stressing rib is equal to the thickness of the bridge deck pavement; The self-stressing plate ribs are connected to the bridge deck pavement on both longitudinal sides.

2. The hollow slab bridge pavement layer structure according to claim 1, wherein, The width of the self-stressing plate ribs at L / 4 and 3L / 4 is 1.0m-1.8m, the width of the self-stressing plate ribs at L / 2 is 2.0m-2.4m, the height of the plate ribs is 14cm-16cm, and the length of the plate ribs is equal to the width of the bridge deck pavement.

3. The hollow slab bridge pavement layer structure according to claim 1 or 2, wherein, The self-stressing tension plate is a steel plate with a height of 14cm-16cm, a length of 50cm-60cm, and a thickness of 10mm-12mm. The transverse reinforcement of the self-stressing plate rib is a double-row arrangement of secondary steel bars with a longitudinal spacing of 10cm-16cm and a diameter of 16mm-18mm, and is perpendicularly connected to the self-stressing tension plate arranged on both sides of the self-stressing plate rib.

4. The hollow slab bridge pavement layer structure according to claim 1 or 2, wherein, The high-expansion concrete has a grade of 40-50 MPa, and the self-stress value generated laterally by the self-stressing plate ribs after 90 days is 3.0-5.0 MPa.

5. The hollow slab bridge pavement layer structure according to claim 1 or 2, wherein, The bridge deck pavement anchor bars are arranged perpendicular to the longitudinal direction of the bridge and are used to anchor the longitudinal bars of the bridge deck pavement layer. They are embedded in the top plate of the hollow slab. The self-stressing plate rib anchor bars are arranged parallel to the longitudinal direction of the bridge and are used to anchor the transverse bars of the self-stressing plate rib. They are pre-embedded in the web of the hollow slab.

6. The hollow slab bridge pavement layer structure according to claim 5, wherein, The bridge deck pavement anchor bars are no less than 4-6 per square meter, and are П-type grade II steel bars with a diameter of 12mm-14mm; The self-stressing plate rib anchor bars are uniformly pre-embedded in each hollow slab web of the self-stressing plate rib at L / 4 and 3L / 4; and uniformly pre-embedded in each hollow slab web of the self-stressing plate rib at L / 2. The self-stressing plate rib anchor bars are П-type grade II steel bars with a diameter of 16mm-18mm, and are embedded in the web of the hollow slab to a depth of not less than 30 times the diameter.

7. The hollow slab bridge pavement layer structure according to claim 1, wherein, The bridge deck pavement is 14cm-16cm thick, and the concrete grade is 40MPa-50MPa.

8. The hollow slab bridge pavement layer structure according to claim 1, wherein, The longitudinal and transverse reinforcement bars of the pavement layer are double-layered grade II steel bars with a diameter of 12mm-14mm. The longitudinal reinforcement bars of the pavement layer penetrate the self-stressing plate ribs longitudinally. The transverse and longitudinal spacing of the longitudinal and transverse reinforcement bars of the pavement layer is 10cm-15cm.

9. The construction method for the hollow slab bridge pavement layer structure according to any one of claims 1-8, wherein, The method includes the following steps: 1) Anchor bar pre-embedding: tensioning hollow slab steel strands, binding hollow slab steel bars, pouring ordinary concrete, and pre-embedding bridge deck pavement anchor bars and self-stressing slab rib anchor bars. 2) Hollow core slab installation: Install hollow core slabs with a crane, pour ordinary concrete, and cure for 5 days; 3) Binding the bridge pavement reinforcement: Bind the transverse reinforcement of the self-stressing plate rib and connect it perpendicularly to the self-stressing tension plates on both sides of the self-stressing plate rib; bind the longitudinal reinforcement of the bridge pavement layer to the transverse reinforcement of the bridge pavement layer. 4) Casting self-stressing ribs: Fix steel formwork on both sides of the self-stressing ribs, cast high-expansion concrete, and water-cur for 7 days. 5) Pouring bridge deck paving: Pouring ordinary concrete, polishing with a grinder and manual finishing, and covering with curing cloth for 5-7 days.

Images