CN212404776U - Structure for preventing concrete from cracking outside steel tube of arch leg steel tube of concrete filled steel tube arch bridge - Google Patents
Structure for preventing concrete from cracking outside steel tube of arch leg steel tube of concrete filled steel tube arch bridge Download PDFInfo
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- CN212404776U CN212404776U CN202022022144.0U CN202022022144U CN212404776U CN 212404776 U CN212404776 U CN 212404776U CN 202022022144 U CN202022022144 U CN 202022022144U CN 212404776 U CN212404776 U CN 212404776U
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Abstract
The utility model discloses a structure for preventing concrete from cracking outside a steel tube of an arch foot of a steel tube concrete arch bridge; the exposed arch rib section (D) consists of a conventional exposed arch rib section (B), a chord shear nail (15), a pressure bearing plate (16), a chord inner side stiffening ring (17), a pressure bearing plate stiffening rib plate (18), an annularly-installed sealing steel belt (19) and a rubber water stop (20); shear nails (15) are welded on the outer surfaces of the lowermost ends of the upper chord (1) and the lower chord (2) of the exposed arch rib section (D), the bearing plate (16), the upper chord (3) of the embedded section and the lower chord (4) of the embedded section; the utility model overcomes among the prior art because the too big shortcoming that arouses arch springing steel pipe outsourcing concrete cracking of lateral resistance between outer pipe wall of arch rib steel pipe and the concrete has the advantage that can guarantee that this kind of arched bridge arch springing department of steel pipe concrete has sufficient durability, security and life.
Description
Technical Field
The utility model relates to bridge technical field, more specifically avoid the structure of steel core concrete arch bridge arch foot arch rib steel pipe outsourcing concrete fracture more.
Background
The concrete-filled steel tube has the advantages of light weight, high strength, large bearing capacity and convenience in construction and installation, and is widely applied to three structural systems of an arch bridge, such as shown in fig. 1, 2 and 3.
In order to reliably connect the arch support and the arch rib steel tube, the conventional pre-embedded section arch rib steel tube is generally embedded into the first-cast section concrete of the arch support, then the conventional pre-embedded arch rib steel tube and the exposed arch rib steel tube are connected by using the chord member joint steel tube, and then the hinge section concrete is cast and sealed by using the arch support for solidification, as shown in fig. 4. Because the arch rib steel pipe at the arch foot bears larger axial pressure, friction side resistance is generated between the outer pipe wall of the arch rib steel pipe embedded in the arch support and concrete under the action of force, and the side resistance has stripping effect on the concrete coated outside the arch rib steel pipe.
When the temperature is suddenly reduced from the outside, because the thermal expansion coefficients of the steel and the concrete are different, a stripping effect is generated between the outer concrete of the arch rib steel tube and the outer tube wall of the arch rib steel tube, and when the stripping effect is larger than the coupling force between the concrete and the arch rib steel tube, the outer concrete of the arch base is cracked.
Once the crack is too big, water and vapor in the nature can permeate inside the concrete along the crack, make inside reinforcing bar and steel pipe corrosion, reduce structure bearing capacity, durability and life, and deep crack can destroy the wholeness of hunch seat even, changes the atress mechanism of hunch seat concrete, produces the destruction that drops of concrete even, influences structural safety.
In order to avoid the cracking of the concrete of the arch base caused by the overlarge lateral resistance between the outer pipe wall of the arch rib steel pipe and the concrete after the arch rib steel pipe is embedded into the arch base.
Therefore, a structure for solving the above problems is urgently required.
Disclosure of Invention
The utility model aims to overcome the weak point of above-mentioned background art, and propose the structure of avoiding steel pipe concrete arch bridge arch springing steel pipe outsourcing concrete cracking.
The utility model aims at being implemented through the following technical scheme: the structure for preventing the concrete outside the arch leg steel pipe of the concrete filled steel tube arch bridge from cracking comprises a conventional arch rib embedded section, arch abutment first-cast section concrete and arch abutment later-cast hinge section concrete;
the conventional arch rib embedded section is connected with the conventional exposed arch rib section (B) through a chord member joint steel pipe;
the conventional arch rib embedded section is formed by welding an upper chord member of the arch rib embedded section, a lower chord member of the arch rib embedded section, a radial web plate, a horizontal diagonal web member, a transverse link, a chord member end stiffening base and a base stiffening rib plate;
the embedded section upper chord member and the embedded section lower chord member are arranged in parallel and are embedded into the concrete of the arch seat cast-in-place section;
a radial web plate is vertically welded between the upper chord of the embedded section and the lower chord of the embedded section;
a horizontal diagonal web member is horizontally welded between the upper chord member of the embedded section and the lower chord member of the embedded section;
the ends of the upper chord member and the lower chord member of the embedded section are vertically provided with chord member end stiffening bases;
base stiffening rib plates are welded between the ends of the upper chord member and the lower chord member of the embedded section and the chord member end stiffening base;
a hinge shaft base is embedded in the conventional embedded section and is positioned on a bisector between an upper chord of the embedded section and a lower chord of the embedded section;
the conventional exposed arch rib section consists of an arch rib upper chord, an arch rib lower chord, a vertical web member, a radial web plate, a hinged support stay bar, a hinged support shaft and a transverse connection;
vertical web members are vertically welded between the upper chord member and the lower chord member of the segment arch rib,
a radial web plate is vertically welded between the upper chord member and the lower chord member of the segment arch rib,
a hinged support shaft is arranged in the hinged shaft base, and a hinged support stay bar is welded between the arch rib lower chord and the hinged support shaft;
the method is characterized in that: the arch rib embedded section is formed by welding the conventional arch rib embedded section and the chord rod shear nail;
the exposed arch rib section consists of a conventional exposed arch rib section, a chord shear nail, a bearing plate, a chord inner side stiffening ring, a bearing plate stiffening rib plate, an annular sealing steel belt and a rubber water stop strip;
shear nails are welded to the lowest ends of the exposed arch rib sections and the arch rib lower chords and the outer surfaces of the bearing plates, the embedded section upper chords and the embedded section lower chords;
the upper chord member and the lower chord member of the arch rib penetrate through the pressure bearing plate;
the positions, aligned with the pressure bearing plates, in the chord members of the upper chord member and the lower chord member of the arch rib are welded with chord member inner side stiffening rings;
a pressure-bearing plate stiffening rib plate is welded between the arch rib upper chord and the pressure-bearing plate;
a pressure-bearing plate stiffening rib plate is welded between the arch rib lower chord and the pressure-bearing plate; circumferential sealing steel belts are welded around the bearing plate;
and rubber water stopping strips are adhered to the inner walls of the annular sealing steel belts between the annular sealing steel belts and the upper chord members and the lower chord members of the arch ribs.
In the above technical scheme: one end of the arch rib embedded section is embedded in the concrete of the arch seat cast-in-place section in advance; the arch rib embedded section is connected with the exposed arch rib section, and the other section is connected with the bearing plate to form a whole.
In the above technical scheme: an under-arch vertical suspender is arranged between the arch rib lower chord and the main beam of the roadway; and an arch vertical upright post is arranged between the arch rib upper chord and the main beam of the roadway.
In the above technical scheme: and a transverse connection is horizontally welded between the upper chords of the adjacent arch ribs.
In the above technical scheme: a hinge shaft base is embedded in the concrete of the arch support cast-in-place section.
The utility model has the advantages of as follows: 1. the integral structure of the utility model is only that the upper chord of the existing structure is welded with the shear nail, the bearing plate, the stiffening rib plate of the bearing plate, the annularly-arranged sealing steel belt and the sticking rubber water stop strip;
2. the utility model discloses especially under the limited condition of hunch foot dimensional requirement of low-end formula arched bridge and well-end formula arched bridge, the utility model discloses can improve the resistance to compression bearing capacity of hunch seat through the bearing plate under the condition that does not increase hunch seat section size.
Drawings
Fig. 1 is a bridge layout diagram of a through concrete filled steel tube arch bridge in the prior art.
Fig. 2 is a bridge layout diagram of a deck type concrete filled steel tube arch bridge in the prior art.
Fig. 3 is a bridge layout diagram of a concrete filled steel tube arch bridge in the prior art.
Fig. 4 is an elevation view of a conventional abutment.
Fig. 5 is a vertical view of the recommended abutment of the present invention.
Fig. 6 is an assembled view of a conventional abutment embedment.
Fig. 7 is the assembly drawing of the recommended abutment embedded part of the present invention.
Fig. 8 is a conventional arch seal hinge segment concrete.
FIG. 9 shows that the utility model discloses recommend arch seat seal hinge section concrete
FIG. 10 is a schematic view of the structure of section I-I in FIG. 9.
FIG. 11 is a schematic view of section II-II in FIG. 9. .
Fig. 12 is a schematic view of the section iii-iii in fig. 9. .
FIG. 13 is a schematic view of the section IV-IV in FIG. 9. .
Fig. 14 is a detailed structural view of portion E of fig. 13.
Fig. 15 is a schematic structural view of the pressure-bearing plate of the present invention.
Fig. 16 is a schematic structural view of the stiffening plate in the middle chord of the present invention.
Figure 17 is a hoop seal steel strip.
Fig. 18 is a diagram of a conventional abutment model.
Fig. 19 is a mechanical schematic diagram of a conventional arch abutment of the present invention.
Fig. 20 is a mechanical schematic diagram of the recommended abutment of the present invention.
In the figure: the structure comprises an arch rib upper chord 1, an arch rib lower chord 2, an arch rib embedded section upper chord 3, an arch rib embedded section lower chord 4, a vertical web member 5, a radial web 6, a hinged support stay bar 7, a hinged support shaft 8, a hinged shaft base 9, a horizontal inclined web member 10, a cross joint 11, a chord end stiffening base 12, a base stiffening rib plate 13, a chord joint steel pipe 14, a chord shear nail 15, a bearing plate 16, a chord internal stiffening plate 17, a bearing plate stiffening rib plate 18, a circumferential sealing steel strip 19, a rubber water stop strip 20, arch support first-poured section concrete 21, arch seat later-poured hinged section concrete 22, a roadway girder 23, an arch lower vertical suspender 24, an upper vertical upright post 25, a conventional arch rib embedded section A, a conventional exposed arch rib section B, an arch rib embedded section C and an exposed arch rib section D.
Detailed Description
The embodiments of the present invention will be described in detail with reference to the accompanying drawings, but they are not to be construed as limiting the invention, and are presented by way of example only, and the advantages of the invention will become more apparent and can be easily understood by description.
Referring to FIGS. 1-20: the structure for preventing the concrete outside the steel tube of the arch foot of the concrete-filled steel tube arch bridge from cracking comprises a conventional arch rib embedded section A, a conventional exposed arch rib section B, a chord member joint steel tube 14, arch support first-cast section concrete 21 and arch support later-cast hinge section concrete 22;
the conventional arch rib embedded section A is connected with the conventional exposed arch rib section B through the chord member joint steel pipe 14;
the conventional arch rib embedded section A is formed by welding an arch rib embedded section upper chord 3, an arch rib embedded section lower chord 4, a radial web 6, a horizontal inclined web member 10, a cross joint 11, a chord end stiffening base 12 and a base stiffening rib plate 13;
the embedded section upper chord 3 and the embedded section lower chord 4 are arranged in parallel and are embedded into the arch seat cast-in-place section concrete 21;
a radial web 6 is vertically welded between the embedded section upper chord 3 and the embedded section lower chord 4;
a horizontal diagonal web member 10 is horizontally welded between the embedded section upper chord 3 and the embedded section lower chord 4;
the end heads of the embedded section upper chord 3 and the embedded section lower chord 4 are vertically provided with a chord end stiffening base 12;
base stiffening rib plates 13 are welded between the ends of the embedded section upper chord 3 and the embedded section lower chord 4 and the chord end stiffening base 12;
a hinge shaft base 9 is embedded in the conventional embedded section A, and the hinge shaft base 9 is positioned on a bisector between the embedded section upper chord 3 and the embedded section lower chord 4;
the conventional exposed arch rib section B consists of an arch rib upper chord 1, an arch rib lower chord 2, a vertical web member 5, a radial web 6, a hinged support stay bar 7, a hinged support shaft 8 and a transverse connection 11;
a vertical web member 5 is vertically welded between the upper chord member 1 of the segment arch rib and the lower chord member 2 of the arch rib,
a radial web plate 6 is vertically welded between the upper chord member 1 of the segment arch rib and the lower chord member 2 of the arch rib,
a hinged support shaft 8 is arranged in the hinged shaft base 9, and a hinged support stay bar 7 is welded between the arch rib lower chord 2 and the hinged support shaft 8;
the arch rib embedded section C is formed by welding the conventional arch rib embedded section A and the chord rod shear nail 15;
the exposed arch rib section D consists of a conventional exposed arch rib section B, a chord shear nail 15, a pressure-bearing plate 16, a chord inner side stiffening ring 17, a pressure-bearing plate stiffening rib plate 18, an annular sealing steel belt 19 and a rubber water stop 20;
shear nails 15 are welded to the lowest ends of the upper chord 1 and the lower chord 2 of the exposed arch rib section D and the outer surfaces of the bearing plate 16, the upper chord 3 of the embedded section and the lower chord 4 of the embedded section;
the arch rib upper chord 1 and the arch rib lower chord 2 both penetrate through the pressure bearing plate 16;
the chord inner side stiffening rings 17 are welded in the chord positions of the upper chord 1 and the lower chord 2 of the arch rib, which are aligned with the pressure bearing plates 16;
a pressure-bearing plate stiffening rib plate 18 is welded between the arch rib upper chord 1 and the pressure-bearing plate 16;
a pressure-bearing plate stiffening rib plate 18 is welded between the arch rib lower chord 2 and the pressure-bearing plate 16; circumferential sealing steel belts 19 are welded around the pressure bearing plate 16;
and rubber water stopping strips 20 are adhered to the inner walls of the annular sealing steel strips 19 between the annular sealing steel strips 19 and the upper chord members 1 and the lower chord members 2 of the arch ribs.
One end of the arch rib embedded section C is embedded in the concrete 21 of the arch seat cast-in-place section in advance; the arch rib embedded section C is connected with the exposed arch rib section D through a chord member joint steel pipe 14; one end of the arch abutment post-cast hinge section concrete 22 is connected with the arch abutment first-cast section concrete 21, and the other section is connected with the bearing plate 16 to form a whole.
An under-arch vertical suspender 24 is arranged between the arch rib lower chord 2 and the main beam 23 of the roadway; an arch vertical upright post 25 is arranged between the arch rib upper chord member 1 and the main beam 23 of the roadway.
A cross joint 11 is horizontally welded between the adjacent upper chords 1 of the arch ribs; a hinge shaft base 9 is embedded in the arch center first-pouring section concrete 21.
The utility model discloses still include following specific working process:
the first part
The main stressed components of the arch bridge are arch ribs which mainly bear axial force. The arch rib steel pipe must bury in the hunch seat, and transmit the axial force to concrete hunch seat and basis safely.
The conventional method in the past is to directly embed an embedded section upper chord 3, an embedded section lower chord 4, a radial web 6, a horizontal inclined web 10, a cross joint 11, a chord rod end stiffening base 12 and a base stiffening rib plate 13 into an arch seat first-cast section concrete 21, as shown in fig. 6, the friction side resistance of the pipe wall of an arch rib steel pipe and the concrete and the end resistance of the arch rib end stiffening base are mainly relied on to transmit force, and the force transmission path is as follows: chord steel pipe wall → arch rib end stiffening base.
The mechanical principle of the conventional method is shown in fig. 19, under the action of axial force (N) and bending moment (M), bending moment (W) between the upper chord and the lower chord is resisted by the arch rib, and the upper chord bears the axial force
The lower chord bearing the axial force
The end resistance and the side resistance of the upper chord of the embedded section are respectively R11And R21The end resistance and the side resistance of the lower chord of the embedded section are respectively R12And R22Wherein the axial force N ═ R1+ R2, R1 ═ R11+R12),R2＝(R21+R22)。
Since the end resistance is far from the intersection surface, the end resistance must be sufficiently deformed to exert the end resistance to fully exert the end resistance. The side wall of the arch rib can generate overlarge sliding deformation to obtain larger end resistance, once the concrete outside the steel pipe of the arch rib is not strongly restrained, an annular crack vertical to the axis of the steel pipe can be generated, and therefore the bearing capacity, the durability and the service life of the structure are reduced.
A second part:
for preventing the crack of rib steel pipe outsourcing concrete from appearing, the utility model provides a new biography power route improves the hunch seat atress, avoids the outsourcing concrete fracture of the pre-buried rib steel pipe of hunch foot.
The design for avoiding the cracking of the concrete coated outside of the embedded arch rib steel pipe of the arch foot of the steel pipe concrete arch bridge mainly comprises three main components, namely a bearing plate on an interface of an arch support and an arch rib, the arch rib steel pipe embedded into the arch support and an arch rib end stiffening base embedded into the arch support.
The mechanics principle of the utility model is as shown in fig. 20, the arch rib is under the action of axial force (N) and bending moment (M), the bending moment between the upper chord and the lower chord is (W), the upper chord bears the axial force
The lower chord bearing the axial force
The end resistance and the side resistance of the upper chord of the embedded section are respectively R11And R21Of lower chords of pre-buried sectionsThe end resistance and the side resistance are respectively R12And R22The pressure bearing plate bears pressure R3, wherein the axial force N is R1+ R2+ R3, and R1 is (R1)1+R12),R2＝(R21+R22)。
And a third part:
the utility model discloses the biography power route of axial force of arch rib steel pipe in the hunch seat does: the bearing plate → the chord steel pipe wall → the chord wall shear pin → the arch rib end stiffening base. The utility model discloses the more traditional power component that passes of hunch seat power component (chord member steel pipe wall → arch rib end stiffening base) is on the basis, has increased two kinds of power components that pass of shear force nail of bearing plate chord member wall.
The two parts of the outer wall of the steel pipe and the stiffening base of the arch rib end in the traditional arch support are stressed and adjusted to be the two parts of the pressure-bearing plate, the outer wall of the steel pipe and the stiffening base of the arch rib end.
The bearing plate is composed of a bearing plate 16, a chord inner side stiffening ring 17, a bearing plate stiffening rib plate 18, an annularly-installed sealing steel belt 19 and a rubber water stop 20, the arch rib steel pipe is composed of an embedded section upper chord 3, an embedded section lower chord 4, a radial web 6, a horizontal diagonal web member 10 and a cross connection 11, an arch rib end stiffening base is composed of 12 and 13, and a chord wall shear nail is a component 15.
According to the deformation coordination principle, after the bearing plates 16 share part of the chord axial force, the stress transmitted to the outer wall of the steel pipe with the arch rib in the arch base and the end part of the arch rib is reduced, meanwhile, the shear nails are additionally arranged on the outer wall of the pre-embedded arch rib chord to increase the contact area between the concrete and the periphery of the outer wall of the steel pipe, the side resistance along the periphery of the chord wall is further reduced, and the arch base cracking caused by the overlarge side resistance along the periphery of the chord wall is blocked.
The utility model discloses the scheme utilizes the bearing plate to exert the advantage of concrete pressurized, reduces to transmit the axial force in the hunch seat to reduce the side resistance of arch rib steel pipe wall and concrete, block the direct reason for luring of the fracture of outsourcing concrete, ensure that hunch foot department steel pipe outsourcing concrete does not ftracture.
The utility model discloses an assembling process: the method comprises the following steps: firstly, processing an arch springing arch rib embedded section C according to a conventional method, wherein the arch rib embedded section is composed of an embedded section upper chord 3, an embedded section lower chord 4, a radial web 6, a horizontal inclined web member 10, a cross link 11, a chord end stiffening base 12, a base stiffening rib plate 13 and chord shear nails 15 through welding;
step two: positioning the arch rib embedded section C and the hinge shaft base 9, binding arch abutment reinforcing steel bars, and pouring the arch abutment first-pouring section concrete 21 as shown in figure 7;
step three: installing an exposed arch rib section D; and (3) placing the hinged support shaft 8 of the exposed arch rib section in the hinged shaft base, and adjusting the inclination angle of the arch rib.
Step four: after the inclination angle of the exposed arch rib section is adjusted, chord joint steel pipes 14 are welded between the chords 1 and 3 and between the chords 2 and 4;
step five: a rubber water stop strip 20 is adhered to the inner wall of the annular sealing steel strip 19 between the upper chord 1 and the lower chord 2 of the arch rib;
step six: and binding the steel bars in the seal hinge concrete, and pouring seal hinge section concrete 22 after the arch center is poured, as shown by the shadow filling part in fig. 9.
Step seven: depending on the type of bridge, an under-arch vertical boom 24 is provided between the under-arch chord 2 and the roadway main beam 23 in the bridge type shown in fig. 1. In the bridge type shown in fig. 2 and 3, an arch vertical pillar 25 is provided between the arch rib upper chord 1 and the roadway main beam 23.
The above-mentioned parts not described in detail are prior art.
Claims (5)
1. The structure for avoiding the cracking of the concrete outside the steel tube of the arch foot of the concrete-filled steel tube arch bridge comprises a conventional arch rib embedded section (A), a conventional exposed arch rib section (B), a chord member joint steel tube (14), arch seat first-cast section concrete (21) and arch seat later-cast hinge section concrete (22);
the conventional arch rib embedded section (A) is connected with the conventional exposed arch rib section (B) through a chord member joint steel pipe (14);
the conventional arch rib embedded section (A) is formed by welding an arch rib embedded section upper chord (3), an arch rib embedded section lower chord (4), a radial web (6), a horizontal diagonal web member (10), a cross-bar (11), a chord end stiffening base (12) and a base stiffening rib plate (13);
the embedded section upper chord (3) and the embedded section lower chord (4) are arranged in parallel and are embedded into the arch seat first-cast section concrete (21);
a radial web plate (6) is vertically welded between the embedded section upper chord (3) and the embedded section lower chord (4);
a horizontal diagonal web member (10) is horizontally welded between the embedded section upper chord member (3) and the embedded section lower chord member (4);
the end heads of the embedded section upper chord (3) and the embedded section lower chord (4) are vertically provided with a chord end stiffening base (12);
base stiffening rib plates (13) are welded between the ends of the embedded section upper chord (3) and the embedded section lower chord (4) and the chord end stiffening base (12);
a hinge shaft base (9) is embedded in the conventional arch rib embedded section (A), and the hinge shaft base (9) is positioned on a bisector between the embedded section upper chord (3) and the embedded section lower chord (4);
the conventional exposed arch rib section (B) consists of an arch rib upper chord (1), an arch rib lower chord (2), a vertical web member (5), a radial web plate (6), a hinged support stay bar (7), a hinged support shaft (8) and a transverse connection (11);
a vertical web member (5) is vertically welded between the arch rib upper chord member (1) and the arch rib lower chord member (2),
a radial web plate (6) is vertically welded between the upper chord (1) and the lower chord (2) of the arch rib,
a hinged support shaft (8) is arranged in the hinged shaft base (9), and a hinged support stay bar (7) is welded between the arch rib lower chord (2) and the hinged support shaft (8);
the method is characterized in that: the arch rib embedded section (C) is formed by welding the conventional arch rib embedded section (A) and the chord rod shear nail (15);
the exposed arch rib section (D) consists of a conventional exposed arch rib section (B), a chord shear nail (15), a pressure bearing plate (16), a chord inner side stiffening ring (17), a pressure bearing plate stiffening rib plate (18), a circumferential sealing steel belt (19) and a rubber water stop (20);
shear nails (15) are welded on the outer surfaces of the lowermost ends of the upper chord (1) and the lower chord (2) of the exposed arch rib section (D), the bearing plate (16), the upper chord (3) of the embedded section and the lower chord (4) of the embedded section;
the upper chord (1) and the lower chord (2) of the arch rib penetrate through the pressure bearing plate (16);
chord inner side stiffening rings (17) are welded in positions, aligned with the pressure bearing plates (16), in the chords of the upper chord (1) and the lower chord (2) of the arch rib;
a pressure-bearing plate stiffening rib plate (18) is welded between the arch rib upper chord (1) and the pressure-bearing plate (16);
a pressure-bearing plate stiffening rib plate (18) is welded between the arch rib lower chord (2) and the pressure-bearing plate (16); circumferential sealing steel belts (19) are welded around the pressure bearing plate (16);
and rubber water stopping strips (20) are adhered to the inner walls of the annular sealing steel strips (19) between the annular sealing steel strips (19) and the upper chord members (1) and the lower chord members (2) of the arch ribs.
2. The structure for avoiding the cracking of the concrete outside the steel tube of the arch springing of the concrete filled steel tube arch bridge according to claim 1, wherein: one end of the arch rib embedded section (C) is embedded in the concrete (21) of the arch seat cast-in-place section in advance; the arch rib embedded section (C) is connected with the exposed arch rib section (D) through a chord member joint steel pipe (14); one end of the concrete (22) at the hinge section poured behind the arch abutment is connected with the concrete (21) at the first pouring section of the arch abutment, and the other section of the concrete is connected with the bearing plate (16) to form a whole.
3. The structure for avoiding the cracking of the concrete outside the steel tube of the arch springing of the concrete filled steel tube arch bridge according to claim 1, wherein: an under-arch vertical suspender (24) is arranged between the arch rib lower chord (2) and the main beam (23) of the roadway; an arch vertical upright post (25) is arranged between the arch rib upper chord (1) and the main beam (23) of the roadway.
4. The structure for avoiding the cracking of the concrete outside the steel tube of the arch springing of the concrete filled steel tube arch bridge according to claim 1, wherein: and a cross joint (11) is horizontally welded between the upper chords (1) of the adjacent segment arch ribs.
5. The structure for avoiding the cracking of the concrete outside the steel tube of the arch springing of the concrete filled steel tube arch bridge according to claim 1, wherein: a hinge shaft base (9) is embedded in the arch center first-pouring section concrete (21).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022022144.0U CN212404776U (en) | 2020-09-16 | 2020-09-16 | Structure for preventing concrete from cracking outside steel tube of arch leg steel tube of concrete filled steel tube arch bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022022144.0U CN212404776U (en) | 2020-09-16 | 2020-09-16 | Structure for preventing concrete from cracking outside steel tube of arch leg steel tube of concrete filled steel tube arch bridge |
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| CN212404776U true CN212404776U (en) | 2021-01-26 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114250690A (en) * | 2022-01-25 | 2022-03-29 | 山东省交通规划设计院集团有限公司 | Steel-concrete combined arch support suitable for concrete-filled steel tube arch bridge |
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2020
- 2020-09-16 CN CN202022022144.0U patent/CN212404776U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114250690A (en) * | 2022-01-25 | 2022-03-29 | 山东省交通规划设计院集团有限公司 | Steel-concrete combined arch support suitable for concrete-filled steel tube arch bridge |
| CN114250690B (en) * | 2022-01-25 | 2023-11-21 | 山东省交通规划设计院集团有限公司 | Steel-concrete combined arch base suitable for steel pipe concrete arch bridge |
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