TWM492335U - Core concrete perfusion device for spliced pile of centrifugal manner pre-tensioned prestress-concrete pile - Google Patents

Description

Core-filled concrete pouring device at the pre-tensioned concrete foundation pile pile by centrifugal method

The utility model relates to a core-filled concrete pouring device for a centrifugally pre-tensioned pre-stressed concrete pile (hereinafter referred to as a pre-stressed pile), in particular to a method for perforating the core-filled concrete at the joint of the pre-stressed pile. Core-filled concrete infusion unit.

The pre-stressed piles are suitable for the foundation structure of large buildings and can transfer the load of the building to the soil bearing layer or the harder ground to increase the safety and stability of the building structure. Pre-stressed piles are a type of pile foundation that is often used because of its high strength, high stability, and high durability, and its rapid construction.

Referring to FIG. 1 , a conventional pre-stressed pile 1 includes a surrounding wall 11 that is hollow cylindrically shaped and surrounds an accommodating space 10 , and a plurality of rims are axially disposed along the surrounding wall 11 . The reinforcing bars 12 disposed in the surrounding wall 11 and the end plates 13 which are annularly disposed at opposite ends of the surrounding wall 11 are respectively disposed. Since the pre-stressed pile 1 is manufactured in the factory and then transported to the construction site, considering the length limit of the transport vehicle and the relationship between the length limit of the factory mold, the single pre-stressed pile 1 is usually 8 to 18 meters. length. However, the pre-stressed pile 1 must form a stable structure and support a large amount. The upper building structure, so often need to penetrate more than 18 meters of soil. In this case, the length of the section is usually used to extend the length to meet the design depth of the soil layer.

Referring to FIG. 2, when the pre-stressed pile 1 is piled, the two pre-stressed piles 1 are usually stacked in the vertical ground direction, and the upper end of the pre-stressed pile 1 at the lower end is placed. 13. Contacting the end plate 13 at the upper end of the pre-stressed pile 1 located below, and welding as shown in FIG. 3, forming a solder joint 20 at the contact position of the two end plates 13, connecting the two The end plate 13 completes the picking of the two pre-stressed piles 1. If it is necessary to connect more pre-stressed piles 1, it can be connected in the above manner repeatedly, but it is usually rare to connect four pre-stressed piles 1 or more. However, the welding action is usually carried out directly on the construction site, and is easily affected by the weather and the environment. The quality of the welding work is far less than the quality of welding in a stable environment of the factory. And when the pre-stressed piles 1 are used in a building, the welding points 20 are directly exposed to soil, air, or even water, and there is no other protection measure. After a period of time, there must be rust. The weld 20 is rusted and can cause significant damage to the building.

Referring to FIG. 4, in order to strengthen the strength and safety of the pile, a reinforcing cage 21 located at the junction of the two pre-stressed piles 1 is usually disposed in the accommodating space 10 where the two pre-stressed piles 1 are connected to each other. And pouring the concrete at the position where the steel cage 21 is set, and after the poured concrete is matched with the steel cage 21 and dry and hard, a stronger joint structure is formed at the joint of the two pre-stressed piles 1 to make the piled pile Better strength.

However, due to the length of the multi-section pre-stressed pile 1 after the pile is taken It is very long and deep into the stratum. When the concrete is poured, the pouring is usually started from the top of the pre-stressed pile 1 at the top. When the concrete passes a considerable height drop, the aggregate in the concrete tends to be too concentrated and the cement slurry cannot be completely completed. Filling the gap between the aggregates causes the material to separate, thus affecting the strength of the concrete to bond with the steel cage 21. Furthermore, when concrete is poured from the pre-stressed pile 1 at the top, the engineer cannot directly visualize the perfusion, nor can it measure whether the concrete perfusion is sufficient, usually based on empirical estimates, or using excess Concrete to ensure adequate perfusion. This not only causes inconvenience in perfusion, but the use of excess concrete also causes cost waste.

Therefore, the purpose of the present invention is to provide a centrifugally pre-tensioned pre-stressed concrete foundation pile at the pre-stressed pile foundation, which can accurately estimate the concrete perfusion amount and improve the strength and durability of the pile. Core-filled concrete infusion device.

Therefore, the core-filled concrete pouring device at the pre-tensioned concrete foundation pile pile of the centrifugal method of the present invention is suitable for the two pre-stressed piles. Each pre-stressed pile includes a surrounding wall enclosing a receiving area in the form of a hollow column, and an end plate disposed at one end of the surrounding wall and having an annular shape. When the pile is piled, the two pre-stressed piles are connected in a manner of being connected to the upper end, so that the two end plates are superposed on each other, and the surrounding walls of the two pre-stressed piles together surround an accommodating space.

The core-filled concrete infusion device comprises a partition disposed in a receiving area of the pre-stressed pile located below when the pile is taken, at least one penetrates into the The perforating hole of the surrounding wall of the pre-stressed pile located above the pile, and the at least one surrounding wall of the pre-stressed pile which is located above the pile, and the observation hole provided with the position of the perfusion hole.

The filling hole is used for pouring concrete, and the accommodating space is defined to include a mounting area between the observation hole and the partition, and the mounting area is for installing a steel structure. During the pouring of concrete from the pouring hole, the concrete gradually fills the installation area. During the continuous pouring of concrete, if the concrete has filled the installation area, it will flow out from the observation hole, and the observation hole can borrow Whether the concrete flows out or not to observe the concrete infusion. The concrete to be poured is matched with the steel structure, and the two pre-stressed piles are fixed after the concrete is dry and hard to complete the pile.

The utility model has the following effects: when the piles of the two pre-stressed piles are piled, the concrete can be poured from the pouring holes, and when the concrete does fill the installation area, the concrete will flow out from the observation hole, and the observation can be performed by the observation. The hole evaluates the amount of concrete poured, and in the installation area, sufficient concrete is poured, and the concrete is tightly combined with the steel structure to improve the strength and durability of the pile.

3‧‧‧Pre-stress piles

30‧‧‧ accommodating space

300‧‧‧Installation area

31‧‧‧ Around the wall

310‧‧‧Receiving area

32‧‧‧End board

4‧‧‧Corrugated concrete filling device

41‧‧‧Baffle

42‧‧‧Infusion hole

43‧‧‧ observation hole

44‧‧‧ stuffing

51‧‧‧Rebar structure

511‧‧‧ vertical steel bars

512‧‧‧Spiral stirrups

513‧‧‧ horizontal steel bars

6‧‧‧Corrugated concrete

71‧‧‧Preparation steps

72‧‧‧Installation steps

73‧‧‧Welding steps

74‧‧‧Pouring steps

741‧‧‧ stuffing step

75‧‧‧Fixed steps

Other features and effects of the present invention will be apparent from the following description of the drawings, wherein: FIG. 1 is a cross-sectional view illustrating a conventional pre-stressed pile; FIG. 2 is a cross-sectional view illustrating two pre-forces FIG. 3 is a partially enlarged cross-sectional view, which is an explanatory view of FIG. 2; FIG. 4 is a cross-sectional view showing a steel cage when the pile is piled; Figure 5 is a cross-sectional view showing the first embodiment of the core-filled concrete pouring device at the pre-tensioned pre-stressed concrete foundation pile of the centrifugal method; Figure 6 is a partially enlarged cross-sectional view, which is an explanatory view of Figure 5; A cross-sectional view showing a second embodiment of the core-filled concrete pouring device at the pre-tensioned pre-stressed concrete foundation pile of the present invention; FIG. 8 is a partially enlarged cross-sectional view, and FIG. 9 is a cross-sectional view. FIG. 7 is a supplementary explanation, and a steel bar structure installed in a mounting area is explained; and FIG. 10 is a flowchart illustrating the picking method using the embodiment.

Before the present invention is described in detail, it should be noted that in the following description, similar elements are denoted by the same reference numerals.

Referring to FIG. 5, the first embodiment of the core-filled concrete pouring device 4 at the pre-tensioned pre-stressed concrete foundation pile of the centrifugal method is suitable for the two pre-stressed piles 3. Each of the pre-stressed piles 3 includes a surrounding wall 31 that is hollowed out to surround an accommodating area 310, and an end plate 32 that is disposed at one end of the surrounding wall 31 and is annular. When the pile is piled, the two pre-stressed piles 3 are connected in the upper and lower ends, so that the two end plates 32 are superposed on each other, and the two end plates 32 are welded together, and the two pre-force bases are connected. The surrounding wall 31 of the pile 3 collectively surrounds an accommodating space 30.

The first embodiment includes a partition 41 disposed in the accommodating area 310 of the pre-stressed pile 3 located below the pile, and a surrounding wall 31 of the pre-stressed pile 3 located above the pile. a filling hole 42 , a surrounding wall 31 of the pre-stressed pile 3 located above when the pile is inserted and matched A viewing hole 43 is provided for filling the position of the hole 42, and two packing members 44 (shown in Fig. 6) for respectively closing the filling hole 42 and the observation hole 43. Wherein, the partition 41 is a steel plate.

Referring to Fig. 6, the perfusion hole 42 is for infusion of concrete, and the perforation hole 42 has a pore diameter of 20 to 30 mm, preferably 25 mm, to match the apparatus for perfusion. It is to be particularly noted that the volume of the cored concrete 6 which is usually required to be poured from the pouring hole 42 is not large, so that it is quite sufficient to provide a single pouring hole 42 for the pouring operation. When the two pre-stressed piles 3 are connected to the upper and lower ends, the accommodating space 30 is defined as a mounting area 300 between the observation hole 43 and the partition 41. The mounting area 300 is for mounting one. Reinforcement structure 51. The reinforcing steel frame 51 is a steel cage and includes a plurality of vertical reinforcing bars 511 arranged around the inner side of the surrounding wall 31, and a spiral stirrup 512 spirally surrounding the outer sides of the vertical reinforcing bars 511.

During the pouring of the concrete from the pouring hole 42, the concrete is injected by a pump (not shown), and gradually fills the mounting area 300 from the partition 41, and the reinforcing steel installed in the mounting area 300. Architecture 51 is combined. In the process of continuously pouring concrete, if the concrete has filled the installation area 300, it will flow out from the observation hole 43, and the constructor can observe whether the concrete is flowing from the observation hole 43 or not, and confirm the concrete pouring condition. The concrete has flowed out of the observation hole 43, that is, the action of pouring the cored concrete 6 has been completed. It should be particularly noted that the observation hole 43 is disposed at a position slightly higher than the top end of the reinforcing bar structure 51, and when the concrete flows out from the observation hole 43, the cored concrete 6 has indeed filled the mounting area 300 and the reinforcing bar. Architecture 51 Complete combination. The observation hole 43 has a pore diameter of 10 to 20 mm, preferably 15 mm, and allows the concrete to flow out of the observation hole 43 in an appropriate amount after the core-filled concrete 6 has filled the installation area 300. Regarding the installation height of the pouring hole 42, as long as the concrete can be poured into the installation area 300 smoothly, and the cement slurry of the concrete is separated from the aggregate due to an excessive height drop, it is usually used to avoid the perfusion. The cored concrete 6 poured into the mounting area 300 generates a resistance, and the filling hole 42 and the observation hole 43 are disposed at a flush level, but not limited thereto.

When it is confirmed that the action of pouring the core-filled concrete 6 has been completed, and the concrete flowing out from the observation hole 43 is removed, the filling hole 42 and the observation hole 43 can be respectively closed by the packing members 44, thereby avoiding concrete and self-construction. The perfusion hole 42 flows out of the observation hole 43. Wherein, the tamping members 44 are made of a plastic material, but the tamping members 44 can also be made of materials other than plastic, as long as the filling holes 42 and the observation holes 43 can be reliably filled to prevent the concrete from flowing out. Not limited to plastic materials.

It should be particularly noted that the core-filled concrete 6 poured into the installation area 300 is filled with a swelling agent, and after dry hardening, the volume of the core-filled concrete 6 can be expanded, so that the filled core-filled concrete 6 and the reinforcing steel structure 51 are indeed In combination, the dry hard cored concrete 6 can generate greater friction with the surrounding wall 31 of the two pre-stressed piles 3, thereby fixing and joining the two pre-forced piles 3 to complete the pile.

Referring to FIG. 7 and FIG. 8 , a second embodiment of the core-filled concrete infusion device 4 at the pre-tensioned pre-stressed concrete foundation pile of the centrifugal method is different from the first embodiment in that: the second implementation Reinforcement The structure 51 includes a plurality of vertical reinforcing bars 511 arranged around the inner side of the surrounding wall 31, and a plurality of horizontal reinforcing bars 513 respectively anchored to the surrounding wall 31 of the two pre-stressed piles 3 and perpendicular to the vertical reinforcing bars 511. .

When concrete is poured from the pouring hole 42 to the mounting area 300 as in the first embodiment, concrete can also be poured from the filling hole 42 by a pump (not shown). When the core-filled concrete 6 does fill the mounting area 300 and is combined with the reinforcing steel structure 51, the concrete flows out from the observation hole 43, and the constructor can judge that the concrete has been poured, which can be achieved in the same manner as in the first embodiment. The effect. In addition, since the horizontal reinforcing bars 513 of the reinforcing steel structure 51 are anchored on the surrounding wall 31 of the two pre-stressed piles 3, the horizontal reinforcing bars 513 are divided into two by two as shown in FIG. The layers are anchored, but when the required number of horizontal bars 513 is large, the layers are not anchored in a two-to-two staggered manner. Therefore, the reinforcing structure 51 of the second embodiment can be combined with the filled cored concrete 6 to have better structural strength. When the two pre-stressed piles 3 for completing the pile are used to construct a building, the force transmitted from the upper building structure can be transmitted by the core concrete 6 poured into the installation area 300, The horizontal reinforcing bars 513 are transferred to the surrounding wall 31 of the two pre-stressed piles 3, so that the effect of the dispersed building structure is better.

Referring to Figure 10 and in conjunction with Figure 5, there is a method of joining piles of two pre-stressed piles 3 using the above-described core-filled concrete pouring device 4. Each of the pre-stressed piles 3 includes a surrounding wall 31 that is hollowed out to surround an accommodating area 310, and an end plate 32 that is disposed at one end of the surrounding wall 31 and is annular. When the pile is taken, the two pre-stressed piles 3 are connected by the upper and lower ends. The two end plates 32 are superposed on each other, and the surrounding walls 31 of the two pre-stressed piles 3 are collectively surrounded by an accommodating space 30.

Referring to FIG. 10 and in conjunction with FIGS. 6 and 8, the picking method includes a preparation step 71, a mounting step 72, a soldering step 73, a filling step 74, and a fixing step 75.

In the preparation step 71, a partition 41 is disposed in the accommodating area 310 of the pre-stressed pile 3 located below when the pile is taken, and the surrounding wall 31 of the pre-stressed pile 3 located above when the pile is taken is disposed. At least one filling hole 42 and at least one viewing hole 43 matching the filling hole 42. Wherein, the partition 41 is a steel plate.

In the installation step 72, when the two pre-stressed piles 3 are piled, the accommodating space 30 is defined to include a mounting area 300 between the observation hole 43 and the partition 41, and is in the installation area 300. A reinforcing steel structure 51 is installed. It should be particularly noted that the reinforcing bar structure 51 installed in the mounting area 300 may include a plurality of vertical reinforcing bars 511 arranged around the inner side of the surrounding wall 31 as shown in FIG. 6, and a spiral surrounding the vertical reinforcing bars 511. The outer spiral stirrup 512; or a plurality of vertical reinforcing bars 511 arranged around the inner side of the surrounding wall 31 as shown in FIG. 8, and a plurality of strips respectively anchored to the surrounding wall 31 of the two pre-stressed piles 3, And perpendicular to the horizontal reinforcing bars 513 of the vertical reinforcing bars 511.

The welding step 73 is to terminate the two pre-stressed piles 3 up and down, and connect the two end plates 32 which are superposed on each other in a welded manner.

The pouring step 74 is to inject concrete from the pouring hole 42. When the cored concrete 6 has been filled in the mounting area 300, the concrete is self-contained. The observation hole 43 flows out, indicating that the cored concrete 6 has been infused. The filling step 74 includes a plugging step 741. After confirming that the cored concrete 6 does fill the mounting area 300, the filling hole 42 and the viewing hole 43 are respectively closed by at least two packing members 44.

The fixing step 75 is to dry the concrete to be poured into the installation area 300, and cooperate with the reinforcing steel structure 51 to fix the two pre-stressed piles 3 to complete the picking operation of the two pre-stressed piles 3.

Therefore, as can be seen from the above, the picking method does have the following effects in practical applications:

1. When concrete is poured from the pouring hole 42, whether the concrete flows out from the observation hole 43 can surely grasp the filling condition of the core-filled concrete 6, and ensure that the core-filled concrete 6 is indeed filled in the mounting area 300, and can Avoid excessive material perfusion and waste material.

2. After the two pre-stressed piles 3 are completed, the core-filled concrete 6 and the steel structure 51 form a compact structure, which can ensure the strength of the piles, and can be used in the construction of the two pre-stress piles 3 At the time, the power transmitted from the upper building structure is dispersed, and the force is prevented from being excessively concentrated in the position where the welding is performed, and the safety of the building is ensured.

In summary, when the piles of the two pre-stressed piles 3 are piled, the concrete can be poured from the pouring holes 42. When the core-filled concrete 6 has filled the installation area 300 upward from the partition 41, the concrete It will flow out from the observation hole 43. By observing whether the concrete flows out from the observation hole 43, the concrete perfusion amount can be accurately evaluated, and the core-filled concrete 6 can be effectively combined with the steel structure 51 to effectively improve the strength of the pile. And durability, so it can be achieved The purpose of this new type.

However, the above description is only for the embodiments of the present invention, and the scope of the present invention cannot be limited thereto, that is, the simple equivalent changes and modifications made by the present patent application scope and the contents of the patent specification are still It is within the scope of this new patent.

3‧‧‧Pre-stress piles

30‧‧‧ accommodating space

300‧‧‧Installation area

31‧‧‧ Around the wall

32‧‧‧End board

4‧‧‧Corrugated concrete filling device

41‧‧‧Baffle

42‧‧‧Infusion hole

43‧‧‧ observation hole

51‧‧‧Rebar structure

511‧‧‧ vertical steel bars

512‧‧‧Spiral stirrups

6‧‧‧Corrugated concrete

Claims (4)

A core-filled concrete pouring device for a pre-tensioned pre-stressed concrete pile pile in a centrifugal method, which is suitable for supporting two pre-stressed piles, each pre-stressed pile includes a hollow column and surrounds an accommodating area. And surrounding the wall, and an end plate disposed at one end of the surrounding wall and being annular, when the pile is piled, the two pre-stressed piles are connected by the upper and lower ends, so that the two end plates overlap each other and The surrounding wall of the two pre-stressed piles together surrounds an accommodating space, and the core-filled concrete pouring device comprises: a partition plate disposed in the accommodating area of the pre-stressed pile located below when the pile is taken; at least a perfusion hole running through the surrounding wall of the pre-stressed pile above the pile for filling the concrete; and at least one observation hole running through the surrounding wall of the pre-stressed pile located above the pile Provided with the position of the pouring hole for observing the concrete pouring by the outflow of concrete; defining the accommodating space includes a mounting area between the viewing hole and the partition, the mounting area is for mounting Reinforcement structure, concrete Note is cooperating with the steel framework and the concrete dry and hard to fix the two groups prestressed pile. The core-filling concrete pouring device at the pre-tensioned pre-stressed concrete pile pile of the centrifugal method according to claim 1 further comprises at least two fillers for respectively closing the pouring hole and the observation hole after the concrete is poured. Pieces. According to the claim 1, the centrifugal first pre-stressed concrete foundation pile is connected to the pile The core filling concrete infusion device, wherein the steel bar structure is a steel cage, and comprises a plurality of vertical steel bars arranged around the inner side of the surrounding wall, and a spiral stirrup spirally surrounding the outer side of the vertical steel bars. The core-filled concrete pouring device at the pre-tensioned pre-stressed concrete pile pile according to claim 1, wherein the reinforcing steel structure comprises a plurality of vertical reinforcing bars arranged around the inner side of the surrounding wall, and a plurality of respective anchors It is determined by the surrounding wall of the two pre-stressed piles and perpendicular to the horizontal reinforcing bars of the vertical reinforcing bars.