CN214423122U - Combined type suspender structure of tied-rod arch bridge - Google Patents
Combined type suspender structure of tied-rod arch bridge Download PDFInfo
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- CN214423122U CN214423122U CN202023000406.XU CN202023000406U CN214423122U CN 214423122 U CN214423122 U CN 214423122U CN 202023000406 U CN202023000406 U CN 202023000406U CN 214423122 U CN214423122 U CN 214423122U
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Abstract
A combined type suspender structure of a tied-rod arch bridge comprises an arch rib, a tie bar, a steel sleeve and a flexible cable structure, wherein the arch rib is of a concrete or steel pipe concrete structure, the tie bar is of a prestressed concrete structure, the upper end and the lower end of the steel sleeve are respectively embedded in the arch rib and the tie bar, a shear connector is arranged at the embedded section of the steel sleeve, the flexible cable structure comprises a finished cable, an upper cable guide pipe, a lower cable guide pipe, an upper anchor, a lower anchor and a spiral rib, the upper cable guide pipe and the lower cable guide pipe are respectively arranged at the upper end and the lower end of the steel sleeve and are aligned with the center of the steel sleeve, the finished cable sequentially penetrates through the centers of the upper cable guide pipe, the steel sleeve and the lower cable guide pipe, the upper anchor and the lower anchor are respectively arranged at the upper end and the lower end, and a foaming agent is filled between the finished cable and the steel sleeve. This application can guarantee that the jib is continuous at finished product cable tensile strength of steel casing pipe when breaking in case, prevents that the accident that the tied arch bridge collapses suddenly from appearing, is favorable to the durability and the change of finished product cable simultaneously.
Description
Technical Field
The utility model relates to a bridge construction engineering technical field especially involves a combination formula jib structure of tie rod arch bridge.
Background
The tied arch bridge is a thrust-free arch bridge, has the characteristics of small building height, large spanning capacity and strong adaptability to foundation, is economic in manufacturing cost and attractive in bridge shape, and is a bridge type widely used in China. The suspension rod is one of the most critical stressed members in the tied arch bridge, and the reliability, durability and replaceability of the suspension rod are related to the structural safety and normal use of the bridge.
The common hanger rods used in tied arch bridges have two basic forms, flexible hanger rods and rigid hanger rods. The flexible suspender is generally a finished cable made of high-strength steel wire bundles or steel stranded wires and can only bear tension. The rigid hanger bar is generally a prestressed member, and the tensile stress generated by the hanger bar under the action of load is overcome by applying the prestress. Relevant researches show that the rigid hoisting rod is more beneficial to bearing live load on the tie rod, the building height of a bridge deck system can be reduced, and deformation under the live load is reduced; in addition, the flexible boom tensioning procedure is complex, the construction control is difficult, and the rigid boom tensioning procedure and the construction control are simple. Thus, the use of rigid booms in tied arch bridges is more common.
In the prior art, a rigid suspender is generally manufactured by penetrating a high-strength steel wire bundle or a steel strand and other prestressed bundles in a steel sleeve on site, and small stone concrete is poured into the steel sleeve to bear force or cement mortar is poured into the steel sleeve for protection, as shown in fig. 1. However, the hanger rod has defects in waterproof and anticorrosive design, anchoring process, construction and the like, so that the hanger rod can generate rust, looseness and other diseases of a prestressed beam in a short period, a steel sleeve of the hanger rod is usually welded with a steel plate pre-embedded on the surface of an arch rib or a tie bar and cannot bear tensile force, once the prestressed beam inside the hanger rod is broken, the whole hanger rod can fail, the safety of a bridge is seriously endangered, and many accidents of sudden collapse of the tie bar arch bridge caused by broken hanger rods occur in China. In addition, the rigid suspender later-stage replacement process needs to be provided with a complex temporary suspender and a temporary pocket suspension system to replace the temporary stress of the original suspender, the original suspender needs to be cut in a grading manner and simultaneously stretch the temporary suspender in a grading manner during the replacement of each suspender, the new suspender needs to be stretched in a grading manner and simultaneously unload the temporary suspender in a grading manner after the new suspender is installed, the internal force conversion process of the suspender is very complex, and the replacement construction difficulty is quite large.
SUMMERY OF THE UTILITY MODEL
To solve the above existing problems. The utility model provides a combination formula jib structure of tie rod arch bridge, with steel casing pipe's upper and lower end pre-buried inside arch rib and tie rod respectively, and set up shear connector at steel casing pipe's pre-buried section, steel casing pipe inside sets up the finished product cable, steel casing pipe and finished product cable form the structure of common atress, steel casing pipe's tensile strength can guarantee the jib constantly when the finished product cable breaks down in case, prevent that the accident that collapses suddenly from appearing in the tie rod arch bridge, be favorable to the durability and the change of finished product cable simultaneously.
The utility model provides a combination formula jib structure of system pole arched bridge, including arch rib, tie rod, steel casing pipe and flexible cable structure, the arch rib is concrete or steel pipe concrete structure, the tie rod is prestressing force concrete structure, steel casing pipe's upper and lower end is pre-buried respectively in arch rib and tie rod inside, and set up shear connector at steel casing pipe's pre-buried section, flexible cable structure includes finished product cable, cable feeding pipe, lower cable pipe, goes up ground tackle, lower ground tackle and spiral muscle, cable feeding pipe and lower cable pipe set up respectively at steel casing pipe's upper and lower both ends and align with the steel casing pipe center, finished product cable passes from the inside center of cable feeding pipe, steel casing pipe and lower cable pipe in proper order, and sets up ground tackle and lower ground tackle respectively at upper and lower both ends, the below of going up ground tackle and the top of ground tackle all set up the spiral muscle down, it has the foamer to fill between finished product cable and the steel casing pipe, and the foaming agent is injected after the finished cable is tensioned.
Furthermore, the tensile bearing capacity of the steel sleeve is larger than the load borne by the whole suspender, and the steel sleeve has proper safety margin.
Furthermore, the shear connector of the steel sleeve embedded section can adopt a perforated plate connector or a welding nail connector, and the sum of the shear bearing capacity of the shear connector is not less than the tensile bearing capacity of the steel sleeve.
Furthermore, the steel sleeve can be firstly broken into two sections in the construction process, a steel lining pipe is arranged inside the broken positions, the steel lining pipe and one section of the steel sleeve are welded and fixed, the two sections of the steel sleeve are welded into a whole to participate in stress after the finished cable is stretched for a certain cable force, and the steel sleeve is in a stressed state when a bridge is formed, wherein the pressure of the steel sleeve is greater than the tensile force generated by the steel sleeve under the live load effect.
Furthermore, the upper cable guide pipe, the lower cable guide pipe and the steel sleeve are sealed in a welding mode and the like, when the diameters of the upper cable guide pipe, the lower cable guide pipe and the steel sleeve are close to each other, the upper cable guide pipe, the lower cable guide pipe and the steel sleeve can be combined, and the steel sleeve can be used as the cable guide pipe.
Furthermore, when the finished cable reaches the service life and is replaced, the finished cable can be directly detached, the steel sleeve bears the tension of the suspender, and the finished cable is replaced by a new finished cable and then tensioned to form bridge cable force.
The utility model discloses following beneficial effect has for prior art:
1. the steel sleeve and the finished cable form a common stressed structure, so that the tensile strength of the steel sleeve can ensure that the suspender is continuous in case of fracture of the finished cable, and the accident of sudden collapse of the tied arch bridge is prevented.
2. The finished cable is arranged in the steel sleeve, and the HDPE sheath of the cable body can avoid ultraviolet irradiation, rainwater showering and harmful gas corrosion, so that the durability of the finished cable is improved.
3. Under the live load action, the steel sleeve and the finished cable are stressed together, so that the stress amplitude of the finished cable under the live load action can be obviously reduced, and the fatigue life of the finished cable is prolonged.
4. The replacement process of the finished cable does not need to be provided with a complex temporary suspender and a temporary pocket suspension system, the internal force conversion process of the suspender is very simple, and the construction is greatly facilitated.
Drawings
FIG. 1 is a schematic view of a prior art rigid hanger bar construction;
fig. 2 is a schematic structural diagram of a first embodiment of the present invention;
fig. 3 is a schematic cross-sectional view of the combined boom of the present invention;
fig. 4 is a schematic structural view of a steel casing according to a first embodiment of the present invention;
fig. 5 is a schematic cross-sectional view of a steel casing embedded section according to a first embodiment of the present invention;
fig. 6 is a schematic structural diagram of a second embodiment of the present invention;
fig. 7 is a schematic structural view of a steel sleeve according to a second embodiment of the present invention;
fig. 8 is a schematic cross-sectional view of a steel casing embedded section according to a second embodiment of the present invention;
FIG. 9 is a schematic sectional view of the structure of the broken portion of the steel casing in the construction of the present invention;
fig. 10 is a schematic sectional view of the steel casing pipe at the break.
Marked as 1. arch rib; 2. a tie bar; 3. steel casing; 4. finished cables; 5. a cable feeding conduit; 6. a cable-laying conduit; 7. a foaming agent; 8. a perforated plate connector; 9. a weld nail connector; 10. an upper anchorage device; 11. a lower anchorage device; 12. a spiral rib; 13. a steel liner tube.
Detailed Description
The invention will be described in further detail with reference to the following detailed description and accompanying drawings:
the utility model provides a combination formula jib structure of tie rod arch bridge, with steel casing pipe's upper and lower end pre-buried inside arch rib and tie rod respectively, and set up shear connector at steel casing pipe's pre-buried section, steel casing pipe inside sets up the finished product cable, steel casing pipe and finished product cable form the structure of common atress, steel casing pipe's tensile strength can guarantee the jib constantly when the finished product cable breaks down in case, prevent that the accident that collapses suddenly from appearing in the tie rod arch bridge, be favorable to the durability and the change of finished product cable simultaneously.
The utility model provides a combination formula jib structure of system pole arched bridge as shown in fig. 2~10, including arch rib 1, tie rod 2, steel casing pipe 3 and flexible cable structure, arch rib 1 is concrete or steel pipe concrete structure, tie rod 2 is prestressed concrete structure, steel casing pipe 3's upper and lower end is pre-buried respectively in arch rib 1 and tie rod 2 inside, and sets up shear connector in the pre-buried section of steel casing pipe, flexible cable structure includes finished cable 4, upper rope pipe 5, lower rope pipe 6, upper anchorage device 10, lower anchorage device 11 and spiral muscle 12, upper rope pipe 5 and lower rope pipe 6 set up respectively at steel casing pipe 3's upper and lower both ends and align with steel casing pipe 3 center, finished cable 4 passes from the inside center of upper rope pipe 5, steel casing pipe 3 and lower rope pipe 6 in proper order, and sets up upper anchorage device 10 and lower anchorage device 11 respectively at upper and lower both ends, spiral ribs 12 are arranged below the upper anchorage device 10 and above the lower anchorage device 11, and foaming agents 7 are filled between the finished cable 4 and the steel sleeve 3. And the foaming agent 7 is injected after the finished cable 4 is tensioned, and has the functions of resisting water and preventing the finished cable 4 from vibrating under the live load action.
Furthermore, the tensile bearing capacity of the steel sleeve 3 is larger than the load borne by the whole suspender, and a proper safety margin is provided, so that the tensile strength of the steel sleeve 3 can ensure that the suspender is continuous in case of breakage of the finished cable 4, and the accident of sudden collapse of the tied arch bridge is prevented.
Furthermore, the shearing resistant connecting piece of the embedded section of the steel sleeve 3 can adopt a perforated plate connecting piece 8 or a welding nail connecting piece 9, the sum of the shearing resistant bearing capacity of the shearing resistant connecting piece is not less than the tensile bearing capacity of the steel sleeve, and the anchoring damage of the embedded section of the steel sleeve is avoided.
Furthermore, the steel sleeve 3 can be firstly broken into two sections in the construction process, a proper gap is reserved, a steel liner pipe 13 is arranged inside the broken position, the steel liner pipe and one section of the steel sleeve are welded and fixed, the two sections of the steel sleeve are welded into a whole to participate in stress after the finished cable 4 is tensioned with certain cable force, the steel sleeve 3 is in a stressed state when a bridge is formed, and the pressure of the steel sleeve is greater than the tensile force generated by the steel sleeve under the live load action, so that the welding seam of the steel sleeve can always keep compressive stress without considering fatigue problems.
Furthermore, the upper cable guide pipe 5, the lower cable guide pipe 6 and the steel sleeve 3 are sealed in a welding mode and the like, so that slurry leakage is prevented during concrete pouring; when the diameter of the upper and lower wire guides 5 and 6 is close to that of the steel casing 3, they can be combined and the steel casing 3 can also be used as a wire guide.
Further, when the finished cable 4 reaches the service life and is replaced, the finished cable 4 can be directly detached, the steel sleeve 3 bears the tension of the suspender, and the new finished cable is replaced and then tensioned to form bridge cable force.
The embodiment of the utility model provides an as shown in figure 2~5, the shear connector of the pre-buried section of lower extreme adopts the trompil board connecting piece on the steel casing pipe, and the trompil board connecting piece is totally two, and the symmetrical arrangement is in the same direction as the both sides of bridge at the steel casing pipe. The embodiment of the utility model provides a two as shown in figure 3 and figure 6~8, the shear connector of the pre-buried section of lower extreme adopts the welding nail connecting piece on the steel casing pipe, and the welding nail connecting piece is 4 rows altogether, evenly arranges on the circumference of steel casing pipe.
The concrete implementation mode of the utility model is illustrated by taking a certain through tied arch bridge as an example, the bridge calculates the span of 43m, the whole width of the bridge floor is 13.1m, 2 arch frames are arranged together, the rise-span ratio is 1/5, and the distance between the suspenders is 4.3 m; the arch rib is a reinforced concrete member with the height of 100cm and the width of 80cm, the tie bar is a prestressed concrete member with the height of 130cm and the width of 80cm, and the arch rib and the tie bar are both made of C50 concrete. The original design adopts a rigid hanger rod, a Q235 seamless steel pipe with the outer diameter of 194mm and the wall thickness of 12mm is adopted as a steel sleeve, a prestress beam consisting of 5 steel strands penetrates through the steel sleeve, the prestress beam is tensioned for 2 times, the tensioning force for the 1 st time is 250kN, the steel sleeve is only welded with an embedded steel plate on the surface of an upper arch rib, the tensioning force for the 2 nd time is 780kN, and the steel sleeve is welded with an embedded steel plate on the surface of a lower tie rod.
Replace the rigid suspender of the bridge with the utility model discloses a combination formula jib, the specification of steel casing pipe is unchangeable, and cross sectional area is 6861m2The design value of tensile strength is 190MPa, and the tensile bearing capacity is 1304 kN; the finished cable in the steel sleeve is a whole bundle of 5 bundles of extruded finished cables with the same specification as the original design, and the breaking force of the finished cable is 1300 kN; according to the design principle of the rigid suspender, the rigid suspender is always pressed under the action of constant load and live load, so that the load borne by the whole suspender is less than the final tension force 780kN of the prestressed beam; therefore, the tensile bearing capacity of the bridge steel sleeve is equivalent to the breaking force of the finished cable and far larger than the load borne by the suspender, so that the tensile strength of the steel sleeve can ensure that the suspender is continuous in case of breakage of the finished cable.
The bridge steel sleeve can be firstly broken in the construction process, the bridge steel sleeve is welded into a whole to participate in stress when a finished cable is tensioned for the 2 nd time, the cable force increment of the finished cable is 530kN when the finished cable is tensioned for the 2 nd time, and the critical load of the longest bridge steel sleeve subjected to pressure instability is 830kN according to the calculation result, so that the steel sleeve cannot be subjected to instability in the construction process. In addition, according to the calculation result, the steel sleeve is always in a compression state in the use stage, and the fatigue problem does not need to be considered in the welding seam of the steel sleeve.
Pre-buried section of steel casing pipe is according to the utility model provides a when designing, every trompil board connecting piece sets up 4 round holes altogether, and 16mm is got to the trompil steel plate thickness, and 120mm is got to the centre-to-centre spacing of adjacent round hole, and the cross-sectional dimension of arch rib and tie rod satisfies the requirement of steel casing pipe pre-buried length. The diameter of the round hole of the perforated plate connecting piece is 50mm, the diameter of the HRB400 steel bar of 16mm is taken as the steel bar penetrating through the round hole, the single-hole shearing resistance bearing capacity is 172kN through calculation, the sum of the shearing resistance bearing capacities is 1376kN and is larger than the tensile bearing capacity of the steel sleeve, and the steel sleeve cannot be subjected to anchoring damage of an embedded section firstly.
The pre-buried section of steel casing pipe is according to the utility model discloses when two design, the pre-buried section of steel casing pipe sets up 4 rows of 6 layers and totally 24 weld the nail, and 100mm is got to the vertical interval of weld the nail, and the cross-sectional dimension of arch rib and tie rod satisfies the requirement of the pre-buried length of steel casing pipe. The welding nail connecting piece is an ML15 cylindrical head welding nail with the diameter of 16mm, the shearing resistance bearing capacity of a single welding nail obtained through calculation is 56kN, the sum of the shearing resistance bearing capacities is 1344kN and is larger than the tensile bearing capacity of the steel sleeve, and the steel sleeve cannot be firstly subjected to anchoring damage of an embedded section.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, but also to cover any modifications or equivalent changes made in the technical spirit of the present invention, which fall within the scope of the present invention.
Claims (8)
1. A combined suspender structure of a tied-rod arch bridge comprises an arch rib (1), a tie bar (2), a steel sleeve (3) and a flexible cable structure, and is characterized in that the arch rib (1) is of a concrete or steel pipe concrete structure, the tie bar (2) is of a prestressed concrete structure, the upper end and the lower end of the steel sleeve (3) are respectively embedded in the arch rib (1) and the tie bar (2), a shear connector is arranged at an embedded section of the steel sleeve (3), the flexible cable structure comprises a finished cable (4), an upper cable guide pipe (5), a lower cable guide pipe (6), an upper anchorage device (10), a lower anchorage device (11) and a spiral rib (12), the upper cable guide pipe (5) and the lower cable guide pipe (6) are respectively arranged at the upper end and the lower end of the steel sleeve (3) and are aligned with the center of the steel sleeve (3), and the finished cable (4) sequentially penetrates through the inner centers of the upper cable guide pipe (5), the steel sleeve (3) and the lower cable guide pipe (6), and the upper end and the lower end of the steel sleeve are respectively provided with an upper anchorage device (10) and a lower anchorage device (11), spiral ribs (12) are arranged below the upper anchorage device (10) and above the lower anchorage device (11), and a foaming agent (7) is filled between the finished cable (4) and the steel sleeve (3).
2. A modular boom structure for a tied arch bridge according to claim 1, wherein: the tensile bearing capacity of the steel sleeve (3) is larger than the load borne by the whole suspender.
3. A modular boom structure for a tied arch bridge according to claim 1, wherein: the shear connector of the embedded section of the steel sleeve (3) can adopt a perforated plate connector (8) or a welding nail connector (9).
4. A modular boom structure for a tied arch bridge according to claim 1 or 3, wherein: the sum of the shearing resistance bearing capacity of the shearing resistance connecting piece is not less than the tensile bearing capacity of the steel sleeve (3).
5. A modular boom structure for a tied arch bridge according to claim 1, wherein: the steel sleeve (3) is in a pressed state when forming a bridge, and the pressure is greater than the pulling force generated by the steel sleeve under the action of live load.
6. A modular boom structure for a tied arch bridge according to claim 1, wherein: the steel sleeve (3) can be firstly broken into two sections in the construction process, a steel lining pipe (13) is arranged inside the broken positions, and the steel lining pipe (13) is welded and fixed with one section of the steel sleeve (3).
7. A modular boom structure for a tied arch bridge according to claim 1, wherein: the upper cable guide pipe (5), the lower cable guide pipe (6) and the steel sleeve (3) are sealed in a welding mode.
8. A modular boom structure for a tied arch bridge according to claim 1, wherein: and the foaming agent (7) is injected after the finished cable (4) is tensioned.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202023000406.XU CN214423122U (en) | 2020-12-15 | 2020-12-15 | Combined type suspender structure of tied-rod arch bridge |
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| CN202023000406.XU CN214423122U (en) | 2020-12-15 | 2020-12-15 | Combined type suspender structure of tied-rod arch bridge |
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| CN214423122U true CN214423122U (en) | 2021-10-19 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114250903A (en) * | 2021-11-29 | 2022-03-29 | 深圳市奇信集团股份有限公司 | Suspended ceiling reverse support and suspended ceiling construction method adopting reverse support |
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2020
- 2020-12-15 CN CN202023000406.XU patent/CN214423122U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114250903A (en) * | 2021-11-29 | 2022-03-29 | 深圳市奇信集团股份有限公司 | Suspended ceiling reverse support and suspended ceiling construction method adopting reverse support |
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