CN216948283U - Construction device for controlling large-volume pier concrete restraint cracks - Google Patents
Construction device for controlling large-volume pier concrete restraint cracks Download PDFInfo
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- CN216948283U CN216948283U CN202123347174.XU CN202123347174U CN216948283U CN 216948283 U CN216948283 U CN 216948283U CN 202123347174 U CN202123347174 U CN 202123347174U CN 216948283 U CN216948283 U CN 216948283U
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Abstract
The utility model relates to a construction device for controlling large-size pier concrete restraint cracks, which comprises a pile, wherein a pile clamping hoop is arranged at the upper part of the pile, a supporting steel beam is arranged at the upper part of the pile clamping hoop, a distribution beam is arranged at the upper part of the supporting steel beam, a pier bottom die is paved at the upper part of the distribution beam, a first pouring pier is arranged at the upper part of the pier bottom die, a second pouring pier is arranged at the upper part of the first pouring pier, a pier compression module is arranged in the first pouring pier, the pier compression module comprises prestressed ribs, force transmission steel beams and tensioning jacks, a reserved hole is preset in the first pouring pier, the prestressed ribs are arranged in the reserved hole, and the force transmission steel beams are arranged on the side surface of the first pouring pier. The utility model greatly reduces the constraint of the first pouring abutment concrete to the second pouring abutment concrete, and reduces or even completely avoids the constraint crack of the first pouring abutment concrete to the second pouring abutment concrete.
Description
Technical Field
The utility model relates to a construction device for restraining cracks by concrete, in particular to a construction device for controlling the concrete restraining cracks of a large-volume abutment.
Background
The large-volume abutments in the wharf engineering are numerous, because the thickness is large, the problem of pile clamping bearing capacity is considered, the large-volume abutments are generally poured in layers, the thickness of the concrete for pouring the abutments at one time is generally controlled to be 500-600 mm, the thickness of the concrete for pouring the abutments at the second time is the height of the rest abutments, the time interval between the first pouring of the abutments and the second pouring of the abutments is generally about 10 days, when the concrete for pouring the abutments at the second time is poured at the second time, the concrete strength of the abutments at the first time basically reaches the design strength, the curing shrinkage of the concrete is basically completed, at the moment, the concrete for pouring the abutments at the second time is cured after pouring, the concrete for pouring the abutments at the second time is continuously shrunk, but the concrete for pouring the abutments at the first time is basically completed in the early period, the concrete for pouring at the two times can not be synchronously shrunk, and the concrete for pouring the abutments at the one time can limit the shrinkage of the concrete for pouring at the second time, at the moment, the pier concrete poured secondarily is low in strength and cannot resist the constrained cracking force, and under the condition that no measures are taken, the pier concrete poured secondarily can generate constrained cracks, so that the quality of the concrete is influenced. By adopting the method of actively compressing the primary pouring abutment concrete, the primary pouring abutment concrete and the secondary pouring abutment concrete can be synchronously contracted, so that the constraint of the primary pouring abutment concrete on the secondary pouring abutment concrete is greatly reduced, and the constraint crack of the primary pouring abutment concrete on the secondary pouring abutment concrete is reduced or even completely avoided.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem of providing a construction device for controlling large-volume pier concrete restraint cracks, which can avoid the generation of the pier secondary concrete restraint cracks and improve the quality of the pier concrete.
The technical scheme adopted by the utility model for solving the technical problem is as follows: a construction device for controlling the large-volume pier concrete restraint cracks is constructed, which comprises a pile, wherein the upper part of the pile is provided with a pile clamping hoop, the upper part of the pile-clamping hoop is provided with a supporting steel beam, the upper part of the supporting steel beam is provided with a distributing beam, a pier bottom die is laid on the upper portion of the distribution beam, a first pouring pier is arranged on the upper portion of the pier bottom die, a second pouring abutment is arranged at the upper part of the first pouring abutment, an abutment compression module is arranged in the first pouring abutment, the pier compression module comprises prestressed tendons, a force transmission steel beam and a tensioning jack, a preformed hole is preset in the first pouring pier, the prestressed tendons are arranged in the reserved holes, the force transmission steel beam is arranged on the side surface of the first pouring abutment, the tensioning jack penetrates through the end part of the prestressed tendon and is fixed on the side surface of the force transmission steel beam, and the tensioning jack is connected with the oil pump.
According to the scheme, the preformed hole is located at the half-and-half position of the height of the first pouring abutment.
According to the scheme, the adopted double-I-shaped steel has battens arranged in the gap between the force transmission steel beam and the pier bottom die.
According to the scheme, the prestressed tendons are made of finish-rolled deformed steel bars or steel wire ropes.
According to the scheme, the adjacent prestressed tendons are connected and fixed through the joint nuts.
According to the scheme, the center of the tensioning jack is aligned to the center of the prestressed tendon, a batten is arranged in a gap between the lower side of the tensioning jack and the pier bottom die, and the tensioning jack is fixed to the side face of the force transmission steel beam through the base plate and the nut.
The utility model also provides a construction method for controlling the large-volume pier concrete confined cracks, which comprises the following steps:
s1, constructing concrete of the first pouring abutment, reserving a prestressed tendon reserved hole in the concrete by using a PVC pipe, and removing the side mold after the concrete strength of the first pouring abutment is more than 5 MPa;
s2, installing a force transmission steel beam, and enabling a prestressed tendon to penetrate through a preformed hole of the first pouring abutment, wherein the length of the exposed end at two sides of the prestressed tendon is greater than the sum of the lengths of a tensioning jack and an anchoring section;
s3, when the prestressed tendons adopt finish-rolled threaded steel, the prestressed tendons are fixed through a backing plate and a nut, and when steel wire ropes are adopted, the prestressed tendons are fixed through a sleeve anchorage device;
s4, connecting a circuit and a pipeline, calculating the curing shrinkage rate of the second pouring abutment and the deformation of the concrete extrusion compression, and determining the pressure value applied every day;
s5, constructing concrete of a second pouring abutment;
s6, after the second pouring abutment is finally set, along with continuous curing and shrinkage of the second pouring abutment, starting a tensioning jack to compress the concrete of the first pouring abutment, wherein the compression frequency is not less than 2 times every day, and the compression amount of the concrete of the first pouring abutment is kept to be similar to that of the concrete of the second pouring abutment;
and S7, after compressing for seven days, gradually releasing the tension force when the strength of the concrete of the second pouring abutment is enough to resist the restraining tension force, and dismantling the related equipment.
The construction device for controlling the large-volume abutment concrete restraint cracks has the following beneficial effects:
the construction device for controlling the large-volume abutment concrete restraint cracks can realize synchronous shrinkage of twice-poured concrete, the first pouring abutment concrete can not limit shrinkage of the second pouring abutment concrete, the strength of the second pouring abutment concrete can not be influenced, and the restraint cracking force can be resisted.
Drawings
The utility model will be further described with reference to the accompanying drawings and examples, in which:
FIG. 1 is a schematic structural view of a construction apparatus for controlling a large-volume abutment concrete restraint crack according to the present invention;
fig. 2 is a plan view of a high volume abutment;
fig. 3 is a vertical cross-sectional view of fig. 2.
Detailed Description
For a more clear understanding of the technical features, objects, and effects of the present invention, embodiments of the present invention will now be described in detail with reference to the accompanying drawings.
As shown in fig. 1-3, the construction device for controlling large-volume abutment concrete restraint cracks comprises a pile 1, a pile clamping hoop 2 is arranged at the upper part of the pile 1, a supporting steel beam 3 is arranged at the upper part of the pile clamping hoop 2, a distribution beam 4 is arranged at the upper part of the supporting steel beam 3, an abutment bottom die 5 is laid at the upper part of the distribution beam 4, a first pouring abutment 601 is arranged at the upper part of the abutment bottom die 5, a second pouring abutment 602 is arranged at the upper part of the first pouring abutment 601, an abutment compression module is arranged in the first pouring abutment 601, the abutment compression module comprises a prestressed tendon 7, a force transmission steel beam 10 and a tensioning jack 11, the prestressed tendon 7 is made of finish-rolled deformed steel or is made of a steel wire rope. Preset preformed hole 8 in the pier 601 is pour to the first time, prestressing tendons 7 set up in preformed hole 8, connect fixedly through coupling nut 9 between the adjacent prestressing tendons 7, and preformed hole 8 is located the first position of pouring pier 601 highly half and half. The force transmission steel beam 10 is arranged on the side face of the first pouring abutment 601, and battens are arranged in a gap between the force transmission steel beam 10 made of double I-shaped steel and the abutment bottom die 5.
The tensioning jack 11 penetrates through the end part of the prestressed tendon 7 and is fixed on the side surface of the force transmission steel beam 10, and the tensioning jack 11 is connected with an oil pump. The center of the tensioning jack 11 is aligned with the center of the prestressed tendon 7, a batten is arranged in a gap between the lower side of the tensioning jack 11 and the pier bottom die 5, and the tensioning jack 11 is fixed on the side face of the force transmission steel beam 10 through a base plate 12 and a nut 13.
The pier 6 is cast twice, namely, first casting 601 is conducted, and then second casting 602 is conducted. When the first pouring abutment 601 is poured, the preformed hole 8 of the prestressed tendon 7 is buried, the preformed hole 8 is located at the half-and-half height position of the first pouring abutment 601, and after the concrete strength of the first pouring abutment 601 meets the construction requirement of the upper concrete layer, the second pouring abutment 602 is poured. The abutment compression system is installed after the side form of the first poured abutment 601 is removed. The force transmission steel beam 10 is installed firstly, double-I-shaped steel is generally adopted, the force transmission steel beam 10 is tightly attached to the side face of the first pouring abutment 601, and a gap between the force transmission steel beam 10 and the abutment bottom die 5 is filled with battens. The prestressed tendons 7 can adopt finish-rolled deformed steel bars or steel wire ropes. In the embodiment, a steel wire rope is used as a prestressed tendon, two ends of the steel wire rope are anchored by using an extrusion sleeve after passing through a tensioning jack 11, the prestressed tendon 7 passes through a preformed hole 8 of a first pouring abutment 601, and the two ends of the prestressed tendon are reserved for the length of the jack and the anchoring length. And (2) a tensioning jack 11 penetrates through the prestressed tendon 7 and is fixed on the side surface of the force transmission steel beam 10, the center of the tensioning jack 11 is aligned with the center of the prestressed tendon 7, the lower side of the tensioning jack 11 is fixed on the pier bottom die 5 by battens and the like, a backing plate 12 is placed, a rear nut 13 is installed, and when a steel wire rope is used as the prestressed tendon, a steel sleeve needs to be anchored. The tensioning jack 11 and the oil pump are connected through a parallel pipeline, and a concrete curing shrinkage change curve is determined according to the mixing proportion of the concrete of the second pouring abutment 602.
The abutment 6 comprises a concrete abutment compression module, a first pouring abutment 601 and a second pouring abutment 602, wherein the abutment compression module comprises a force transmission steel beam 10, a tensioning jack 11, jack steel, a base plate 12 and a nut 13. The prestressed tendons 7 are adopted for the connector compressed by the twice-poured abutment, the prestressed tendons 7 are mainly finish-rolled deformed steel bars, steel wire ropes and the like can also be adopted, and in order to enable the prestressed tendons 7 to be communicated with the two sides of the abutment 6, holes of the prestressed tendons 7 need to be embedded in the first poured abutment 601. When the first pouring abutment 601 is constructed, PVC pipes are buried in corresponding positions according to a plan, when the strength of the first pouring abutment 601 meets the construction requirement of the second pouring abutment 602, an abutment compression module is installed, after the second pouring abutment 602 is poured, the abutment compression module applies a compression force to the first pouring abutment 601 according to the curing and contraction rate of the second pouring abutment 602, so that the plane size of the first pouring abutment 601 is synchronous with the second pouring abutment 602 and contracts at the same ratio, and after the strength of the second pouring abutment 602 is increased enough to resist the constraint force of the first pouring abutment 601, the abutment compression module is released. The utility model can avoid the generation of constrained cracks in the secondary concrete of the abutment 6 and improve the quality of the concrete of the abutment 6.
The utility model also provides a construction method for controlling the large-volume abutment concrete confined cracks, which comprises the following steps:
s1, constructing concrete of the first pouring abutment 601, reserving a pre-stressed tendon 7 and a pre-reserved hole 8 in the concrete by using a PVC pipe, and dismantling the side mold after the concrete strength of the first pouring abutment 601 is more than 5 MPa;
s2, mounting a force transmission steel beam 10, and enabling the prestressed tendon 7 to penetrate through the preformed hole 8 of the first pouring abutment 601, wherein the lengths of the exposed ends of the two sides of the prestressed tendon 7 are larger than the sum of the lengths of the tensioning jack 11 and the anchoring section;
s3, when the prestressed tendon 7 is finish-rolled deformed steel bar, fixing the prestressed tendon by the backing plate 12 and the nut 13, and when a steel wire rope is adopted, fixing the prestressed tendon by a sleeve anchorage;
s4, connecting a circuit and a pipeline, calculating the curing shrinkage rate of the second pouring abutment 602 and the deformation of the concrete extrusion compression, and determining the pressure value applied every day;
s5, constructing concrete of the second pouring abutment 602;
s6, after the second pouring abutment 602 is finally set, along with continuous curing and shrinkage of the second pouring abutment 602, starting the tensioning jack 11 to compress the concrete of the first pouring abutment 601, wherein the compression frequency is not less than 2 times per day, and the compression amount of the concrete of the first pouring abutment 601 is kept to be close to that of the concrete of the second pouring abutment 602;
and S7, after compressing for seven days, gradually relaxing the tension force when the concrete strength of the second pouring abutment 602 is strong enough to resist the restraining tension force, and removing the related equipment.
While the present invention has been described with reference to the embodiments shown in the drawings, the present invention is not limited to the embodiments, which are illustrative and not restrictive, and it will be apparent to those skilled in the art that various changes and modifications can be made therein without departing from the spirit and scope of the utility model as defined in the appended claims.
Claims (6)
1. A construction device for controlling the large-volume pier concrete restraint cracks is characterized by comprising a pile, the upper part of the pile is provided with a pile clamping hoop, the upper part of the pile clamping hoop is provided with a supporting steel beam, the upper part of the supporting steel beam is provided with a distributing beam, a pier bottom die is laid on the upper portion of the distribution beam, a first pouring pier is arranged on the upper portion of the pier bottom die, a second pouring abutment is arranged at the upper part of the first pouring abutment, an abutment compression module is arranged in the first pouring abutment, the pier compression module comprises prestressed tendons, a force transmission steel beam and a tensioning jack, a preformed hole is preset in the first pouring pier, the prestressed tendons are arranged in the reserved holes, the force transmission steel beam is arranged on the side surface of the first pouring abutment, the tensioning jack penetrates through the end part of the prestressed tendon and is fixed on the side face of the force transmission steel beam, and the tensioning jack is connected with the oil pump.
2. The construction device for controlling the large-volume abutment concrete confined crack according to claim 1, wherein the reserved hole is positioned at the position of the half height of the first pouring abutment.
3. The construction device for controlling the large-volume pier concrete confined cracks according to claim 1, wherein battens are arranged in a gap between the force transmission steel beam adopting double I-shaped steel and the pier bottom die.
4. The construction equipment for controlling the large-volume abutment concrete confined crack according to claim 1, wherein the prestressed reinforcing steel bars are finish-rolled deformed steel bars or steel wire ropes.
5. The construction device for controlling the large-volume abutment concrete confined cracks as claimed in claim 1, wherein the adjacent prestressed tendons are fixedly connected by means of joint nuts.
6. The construction device for controlling the large-volume pier concrete restraint cracks according to claim 1, wherein the center of the tensioning jack is aligned with the center of the prestressed tendon, a batten is arranged in a gap between the lower side of the tensioning jack and a pier bottom formwork, and the tensioning jack is fixed to the side face of the force transmission steel girder through a base plate and a nut.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123347174.XU CN216948283U (en) | 2021-12-28 | 2021-12-28 | Construction device for controlling large-volume pier concrete restraint cracks |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123347174.XU CN216948283U (en) | 2021-12-28 | 2021-12-28 | Construction device for controlling large-volume pier concrete restraint cracks |
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| CN216948283U true CN216948283U (en) | 2022-07-12 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114319362A (en) * | 2021-12-28 | 2022-04-12 | 中交第二航务工程勘察设计院有限公司 | Construction device and method for controlling large-volume abutment concrete restraint cracks |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114319362A (en) * | 2021-12-28 | 2022-04-12 | 中交第二航务工程勘察设计院有限公司 | Construction device and method for controlling large-volume abutment concrete restraint cracks |
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