阅读说明：本技术 一种钢管混凝土拱肋的防脱粘成型方法 (Anti-debonding forming method for steel pipe concrete arch rib ) 是由 崔镇江 魏建东 王俊林 于 2021-07-19 设计创作，主要内容包括：在架设拱肋时,沿拱肋的轴线在拱肋的钢管内设置多个扩张器。在拱肋内压注混凝土后,使扩张器扩张,在混凝土内产生一个增大的空间,增加拱肋段内的混凝土压强,并使钢管环向受到拉力,且一直维持到混凝土终凝后。再向扩张器内部灌注可凝固的浆液,使扩张器成为混凝土内可承载的部分,完成拱肋的成型施工。该方法可避免拱肋内混凝土与钢管壁间的脱空和脱粘,且增加的材料和费用低,操作简单高效。(When erecting the arch rib, a plurality of expanders are arranged in the steel pipe of the arch rib along the axis of the arch rib. After the concrete is injected into the arch rib, the expander is expanded to form an enlarged space in the concrete, so that the concrete pressure in the arch rib section is increased, the steel pipe is pulled in the annular direction, and the concrete is maintained until the final set of the concrete. And then, pouring settable slurry into the expander to enable the expander to become a part capable of bearing in concrete, and finishing the molding construction of the arch rib. The method can avoid the void and debonding between the concrete in the arch rib and the steel tube wall, and has the advantages of low material and cost, simple and efficient operation.)

1. An anti-debonding forming method for a steel pipe concrete arch rib is characterized by comprising the following steps: arranging an expander in the steel pipe during erection of the arch rib steel pipe; after the steel pipe is filled with concrete, the expander is expanded to generate an enlarged space in the concrete, so that the concrete pressure in the ribbed steel pipe is increased, and the circumferential tensile stress of the steel pipe is increased; the expansion of the expander is maintained until the concrete strength reaches the set value.

2. The anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: the set value is 50% of the designed strength of the concrete.

3. The anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: the concrete is a micro-expansive self-compacting concrete with a strength rating of at least C60.

4. The anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: the internal space of the spreader is filled with a polyurethane slurry during the spreading process of the spreader, or during a subsequent construction step.

5. The anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: the inner space of the expander is filled with epoxy resin or epoxy mortar during the expansion of the expander or in a subsequent construction step.

6. The anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: the interior space of the expander is filled with concrete slurry without the admixture of coarse aggregate during expansion of the expander, or during a subsequent construction step.

7. The anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: the expander is a solid jack.

8. The anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: the expander is a geotextile bag;

9. the anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: the spreader is only arranged in the steel tube at the top of the arch rib.

10. The anti-debonding molding method for a steel pipe concrete arch rib according to claim 1, characterized in that: and the outer surface of the steel pipe near the expander is provided with a strain gauge for monitoring the tensile stress of the steel pipe in the circumferential direction so as to limit the expansion degree of the expander.

Technical Field

The invention relates to the technical field of building construction, in particular to an anti-debonding forming method for a steel pipe concrete arch rib.

Background

In recent years, the steel tube concrete is widely applied to super high-rise buildings and large-span bridges, and the section of the steel tube concrete is mainly circular. The steel pipe and the concrete supplement each other, on one hand, the steel pipe is similar to a stirrup, so that the concrete is compressed in three directions, and the pressure resistance is enhanced, and on the other hand, the concrete is filled in the steel pipe to solve the potential instability problem of the steel pipe.

With the increase of concrete filled steel tube application in practical engineering, a plurality of internal concrete and steel tube inner walls have gaps, the gap with large thickness is called void, and the gap with small thickness is generally called debonding. The arch rib of the concrete-filled steel tube arch bridge is exposed in the field, and is poured by pumping concrete, and generally, the interior of the concrete can be full when the construction is carried out according to relevant process standards. However, in the steel pipe concrete arch bridge constructed by the conventional method, the gap between the concrete and the steel pipe cannot be avoided in the construction or use process. The main reasons for the void are the volume shrinkage of the concrete in the process of forming the strength, the radial shrinkage of the concrete under the action of temperature in the use process, or the separation of the concrete and the steel pipe caused by the radial expansion of the steel pipe and the like. In building structures, it is primarily this interfacial debonding that results in radial debonding. In concrete filled steel tube arch bridges, the de-voiding and de-bonding occurs primarily in the crown section, because the crown section is relatively flat and is the highest point of the overall rib. The void directly affects the combined action of the steel pipe and the concrete, and the influence of the void is not considered in most design specifications at present.

Attention has been paid to avoiding the void of concrete filled steel tube members. The existing method mainly adopts micro-expansion concrete, slow expansion concrete, a connecting piece which is welded on the inner wall of the steel pipe and is prevented from being debonded, and the like. Because of more anti-drop adhesion connectors, the resistance of concrete pumping can be increased, and the arrangement cannot be excessive. At present, the hoop force of the steel pipe to the concrete is enhanced mainly by the expansion of the concrete, so that the debonding is prevented. However, the expanding agent has a limited volume expansion amount of concrete, and the expansion effect of the steel pipe is larger due to high temperature, so that the debonding of the concrete and the steel pipe is inevitable.

Disclosure of Invention

The invention aims to solve the defects in the prior art and provides an anti-debonding molding method for a concrete filled steel tube arch rib.

The technical scheme adopted by the invention is as follows: arranging an expander in the steel pipe during erection of the arch rib steel pipe; after the steel pipe is filled with concrete, the expander is expanded to generate an enlarged space in the concrete, so that the concrete pressure in the ribbed steel pipe is increased, and the circumferential tensile stress of the steel pipe is increased; the expansion of the expander is maintained until the concrete strength reaches the set value.

Preferably, the set value is 50% of the designed strength of the concrete.

Preferably, the concrete is a micro-expansive, self-compacting concrete having a strength rating of at least C60.

Preferably, the internal space of the dilator is filled with a polyurethane slurry during the dilator expansion process, or during a subsequent construction step.

Preferably, the inner space of the expander is filled with epoxy resin or epoxy mortar during the expansion of the expander, or in a subsequent construction step.

Preferably, the internal space of the expander is filled with concrete slurry without the admixture of coarse aggregate during expansion of the expander, or during a subsequent construction step.

Preferably, the spreader is a solid jack.

Preferably, the expander is a geotextile bag;

preferably, the spreader is only located within the steel tube at the top of the rib.

Preferably, a strain gauge is mounted on the outer surface of the steel pipe near the dilator, and the tensile stress of the steel pipe in the circumferential direction is monitored, so that the expansion degree of the dilator is limited.

The expansion of the expander can offset the contraction of the concrete in the forming process, so as to avoid the formation of void and debonding, and the tension in the wall of the steel pipe can ensure that the concrete and the steel pipe are bonded together more firmly.

The invention has the beneficial effects that: the expander is preset in the steel pipe of the arch rib and is expanded after concrete is poured, so that the pressure intensity of the concrete is increased, the steel pipe is subjected to tensile force in the annular direction and is expanded in the annular direction, and the concrete is maintained to be solidified and have certain strength. The method is efficient, and the combination quality of the concrete-filled steel tube is enhanced; the jack is a shaped product, so that the geotextile bag is easy to obtain, and the added materials are few; the method does not change the original construction process and increase the construction period; the operation of the added part is simple, no special technical workers are needed, and the popularization is convenient.

Drawings

FIG. 1 is a schematic longitudinal sectional view of a vault rib after erection of a steel tube of the arch rib in embodiment 1;

FIG. 2 is a schematic longitudinal sectional view of a dome arch rib after concrete injection in example 1;

FIG. 3 is a schematic longitudinal sectional view of the arch rib of the dome after the slurry is pressed in the cloth bag in embodiment 1;

FIG. 4 is a schematic longitudinal sectional view of the arch rib of the embodiment 2, after erection of the steel tube;

FIG. 5 is a schematic longitudinal sectional view of a dome arch rib after concrete injection in example 2;

fig. 6 is a longitudinal sectional view of the arch rib of the extended jack in embodiment 2.

In the figure: 1-steel pipe, 2-concrete, 3-arch rib exhaust pipe, 4-jack, 6-strain gauge, 7-oil inlet pipe, 8-positioning rope, 9-slurry inlet pipe, 10-geotextile bag, 11-slurry and 12-pumping pipe.

Detailed Description

Example 1

In this embodiment, the geotextile bag is used as the expander. Take the molding of one arch rib in a certain steel tube concrete arch bridge as an example. The outer diameter of the steel pipe of the arch rib is 1200mm, and the wall thickness is 20 mm. The concrete is self-compacting concrete with micro-expansion, the strength grade is C80, the initial setting time is 6 hours, and the final setting time is 10 hours. In order to improve the anti-debonding capacity between the formed steel pipe and the internal concrete, the following construction scheme is adopted:

before erecting the arch rib steel pipe segments, arranging the geotextile bags 10 in the steel pipe segments corresponding to the arch heights 1/4, 1/2, 3/4, the arches and the total five positions, wherein the arch tops are as shown in figure 1. The positioning rope 8 is a thin steel wire rope, and two ends of the positioning rope are tied on the upper side and the lower side inner wall of the steel pipe 1 and are in a tightened state. The upper and lower ends of the geotextile bag 10 are tied on the positioning ropes 8. The slurry inlet pipe 9 is a high-pressure resistant pipe, one end of the slurry inlet pipe extends into the geotextile bag 10, the other end of the slurry inlet pipe extends out of the outer surface of the upper part of the steel pipe 1, the lower end of the slurry inlet pipe is tightly bound with the geotextile bag 10, and the upper end of the slurry inlet pipe penetrates through the through hole of the steel pipe 1 and is sealed by epoxy resin glue. An arch rib exhaust pipe 3 and a pumping pipe 12 are arranged near the geotextile bag 10, and the pumping pipe 12 is connected with a pipe which is extended from a concrete pump and used for pressure feeding concrete. And a strain gauge 6 is arranged on the outer surface of the steel pipe 1 above the geotextile bag 10, and the tensile stress of the steel pipe 1 in the circumferential direction is monitored.

According to a conventional method, the two sides of the arch rib are symmetrically from low to high, concrete 2 is sequentially injected into the steel pipe 1 through the pumping pipe 12, and the arch rib exhaust pipe 3 with the concrete 2 flowing out is closed in time. This is done until the arch is vaulted and the injection of the ribbed concrete 2 is completed within three hours, see fig. 2.

And after the pressure injection of the concrete 2 is finished, immediately switching to the injection operation of the geotextile bag 10. Before this operation is started, the pipes connected to the steel pipe 1 are closed, and the arch rib is kept in a sealed state. And simultaneously, concrete slurry after coarse aggregates are screened out is injected into the concrete 2 in each geotextile bag 10. The screening operation adopts a vibrating screen. The pressure intensity of the concrete grout injection increases from low to high, meanwhile, the strain gauge 6 is monitored, when the tensile stress of the steel pipe 1 in the circumferential direction is close to 150MPa, the continuous pressurization is stopped, and the grout inlet pipe 9 is temporarily closed, as shown in figure 3. The pressure phase is maintained until the slurry 11 does not lose fluidity. At this stage, if the tensile stress in the circumferential direction of the steel pipe 1 is greatly reduced, the pressure is supplemented.

Example 2

This embodiment uses a jack as the expander. Take the molding of one arch rib in a certain steel tube concrete arch bridge as an example. The outer diameter of the steel pipe of the arch rib is 1200mm, and the wall thickness is 20 mm. The concrete is self-compacting concrete with micro-expansion, the strength grade is C80, the initial setting time is 6 hours, and the final setting time is 10 hours. In order to improve the anti-debonding capacity between the formed steel pipe and the internal concrete, the following construction scheme is adopted:

considering that the concrete 2 and the steel pipe 1 are generally separated from each other or separated from each other at the arch crown, the jacks 4 are arranged only in the steel pipe sections corresponding to the arch crown before the arch rib steel pipe sections are erected, as shown in fig. 4. The jack 4 is suspended in the steel pipe 1 by a thin steel wire rope and is in a horizontal state. The jack 4 is solid and has an oil inlet pipe 7. The inner diameter of the cylinder body of the jack 4 is 400 mm. In the initial state, the jacking rod of the jack 4 is completely retracted, and the maximum extension of the jacking rod is 600 mm. The oil inlet pipe 7 penetrates through the through hole of the steel pipe 1 and is sealed by epoxy resin glue. The arch rib exhaust pipe 3 and the pumping pipe 12 are arranged near the jack 4, and the pumping pipe 12 is connected with a pipe which is extended from a concrete pump and used for pressure feeding concrete. The strain gauge 6 is mounted on the outer surface of the steel pipe 1 above the jack 4, and the tensile stress of the steel pipe 1 in the circumferential direction is monitored.

According to a conventional method, the two sides of the arch rib are symmetrically from low to high, concrete 2 is sequentially injected into the steel pipe 1 through the pumping pipe 12, and the arch rib exhaust pipe 3 with the concrete 2 flowing out is closed in time. This is done until the arch is vaulted and the injection of the ribbed concrete 2 is completed in three hours, see fig. 5.

And after the concrete 2 is injected, immediately switching to the expansion operation of the jack 4. Before this operation is started, the pipes connected to the steel pipe 1 are closed, and the arch rib is kept in a sealed state. The jacking rod of the jack 4 slowly extends at a speed not exceeding 1cm per minute. And simultaneously monitoring the strain gauge 6, and closing the oil inlet pipe 7 of the jack 4 when the tensile stress of the steel pipe 1 in the circumferential direction is close to 150MPa, as shown in figure 6. And continuously monitoring the strain gauge 6, opening the oil inlet pipe 7 if the strain value is reduced by more than 10%, and continuously sending oil to the jack 4 as described above. The tensile stress of the steel pipe 1 in the circumferential direction is maintained at 150MPa, and the concrete 2 is solidified and molded under high pressure until the strength of the concrete 2 reaches 50% of the design value.

And then, cutting off the oil inlet pipe 7 outside the steel pipe 1, penetrating the oil inlet pipe 7 by a thin pipe, extending into the bottom of the oil cylinder of the jack 4, and sucking out hydraulic oil. And the cylinder of the jack 4 is flushed. And a thin tube penetrates through the oil inlet pipe 7 and extends into the oil cylinder of the jack 4, the two-component epoxy resin glue solution is injected until the two-component epoxy resin glue solution is filled, and liquid flows out from the top end of the oil inlet pipe 7.

Thus, according to the scheme of the invention, the forming construction of the arch rib is completed.