CN209243794U - A kind of underpinning limit structure for rectifying and intercepting piles of pile foundation buildings - Google Patents

Abstract

The utility model relates to a position-limiting structure for rectifying and cutting pile underpinnings for pile foundation buildings. The new pile cap (4) on the new pile (3) and the reinforced connection structure that enables the original pile (1) to continue to exert its bearing capacity after being cut off; the new pile (3) is penetrated in the foundation raft (7); The vertical distance between the new pile cap (4) and the foundation raft (7) is determined by the required rectification amount of the original pile, and the vertical distance between the new pile cap (4) and the jack cap can ensure that the jack can be easily taken out after unloading. The utility model can not only strictly control the settlement difference of the building, but also effectively control the settlement speed, and can also make the original pile continue to play a bearing role after being cut off to the greatest extent, and the jack can be taken out and reused after the load is transferred to the new pile cap , has the characteristics of reasonable force, safety and reliability, low cost and simple construction.

Description

A kind of underpinning limit structure for rectifying and intercepting piles of pile foundation buildings

technical field

The utility model relates to the technical field of rectification and reinforcement of foundations of existing buildings, in particular to an underpinning and limiting structure for rectifying and intercepting piles of pile foundation buildings.

Background technique

As a common form of foundation, pile foundation is widely used in practical engineering. However, unlike the traditional view that uneven settlement and inclination rarely occur in pile foundation buildings, it is often affected by design, construction, There are many influences such as use and so on. For example: (1) During the design process, due to the unreasonable design and layout of the pile foundation or the design of the main structure of the upper part is biased towards asymmetrical aesthetic art, the load exerted by the upper structure on the foundation will be uneven; (2) During the construction process, there is a lack of Due to reasons such as supervision and lack of technical level, the pile ends of some piles do not enter the bearing layer, and the bottom of the pile does not even have an enlarged head, so the bearing capacity of a single pile is seriously insufficient; (3) During the use of buildings, some Due to the change of the groundwater environment, the piles in the permanent loess layer cause the foundation soil to immerse and deform, resulting in a great reduction in its bearing capacity; The foundation treatment is not perfect due to compaction, and the bearing capacity is insufficient. Under the influence of above-mentioned many factors, the inclination phenomenon of pile foundation building happens from time to time, has brought very big hidden danger to the safe use of building, seriously threatens the safety of people's life and property. Therefore, it is particularly important to rectify the deviation and strengthen the foundation of inclined pile foundation buildings.

At present, pile cutting and underpinning are commonly used for pile-based building rectification and reinforcement technology, that is, firstly stop the settlement of the pile foundation on the side with larger settlement, and then cut the pile foundation on the side with smaller settlement, and use the building's The self-weight causes the side pile foundation to settle, making it level with the height of the side with the larger settlement, thereby achieving the purpose of rectifying the inclination. Under normal circumstances, buildings with inclined pile foundations will have the problem of insufficient bearing capacity of the pile foundation. Therefore, it is often necessary to arrange new piles around the cut piles when the cut piles are forced to land, so as to transfer the original load of the cut piles in time. To the new pile, the new pile will be borne, so as to realize the simultaneous correction of the pile foundation building and the reinforcement of the foundation. Although pile-cut underpinning technology has achieved a lot of success in rectifying the inclination of pile-based buildings, there are still some problems as follows: (1) It is difficult to control the settlement of pile-cut piles, especially when the required settlement is relatively large , if the settlement is too small, the purpose of rectification cannot be achieved, and if the settlement is too large, the rectification will be excessive, so that the building will lean in the opposite direction, resulting in a new problem of rectification; (2) It is difficult to control the settlement speed during the pile cutting process, Especially when the required settlement is relatively large, it is easy to cause the sudden subsidence of the building and cause a safety accident.

In addition, although the original foundation piles still have a certain bearing capacity after being truncated, the bearing capacity is very limited, which is obviously a waste of resources. In this regard, the utility model with application number 2017208460341 proposes to set caps on the truncated piles and use jacks to control the sinking amount. However, in this solution, the jacks are always under stress and cannot be taken out. Using a large number of large jacks will inevitably make the project cost too expensive. At the same time, this measure does not use new piles for underpinning around the original piles, which will cause insufficient bearing capacity of the pile foundation and easily cause safety problems, so the practicability is not strong.

Utility model content

The technical problem to be solved by the utility model is to provide a pile-based building rectifying and intercepting pile underpinning limit structure, which can not only strictly control the settlement difference of the building, but also effectively control the settlement speed, and can also make the original The pile continues to function as a load bearing after it has been cut, and the jack can be removed for reuse after the load has been transferred to the new pile cap.

In order to solve the above-mentioned problems, a kind of pile foundation building rectification tilting pile underpinning replacement limit structure described in the utility model, the limit structure includes: the original pile to be cut off, set around the original pile to withstand Jacks for the foundation raft above, jack caps for placing said jacks, new piles and new pile caps placed on said new piles and after successful transfer of upper loads to said new pile caps, enabling all The original piles continue to play a reinforced connection structure after being cut off; the new piles are penetrated into the preset new pile drilling holes on the foundation raft; the new pile caps are set on the foundation raft Below the slab, the vertical distance between it and the foundation raft is determined by the amount of rectification required for the original pile, and the vertical distance between it and the jack cap can ensure that the jack can be easily taken out after unloading .

Preferably, in the above limiting structure, the truncation method of the original pile is as follows: the top of the original pile is truncated to a certain distance higher than the jack cap; A cofferdam used to form a closed space between the foundation rafts, a grouting hole opened on the foundation raft and filled in the closed space and the grouting hole concrete filling.

Preferably, in the above limiting structure, the cutting method of the original pile is as follows: the original pile is drilled and broken, and the height of the broken section of the drilled hole is adapted to the required rectification amount of the original pile; The reinforcement connection structure includes a second steel sleeve surrounding the outer wall of the original pile and covering the broken section of the borehole, and cement mortar filled between the original pile and the second steel sleeve in a formwork manner filling body.

Preferably, in the above limiting structure, the limiting structure further includes, after the upper load is transferred to the new pile cap, the outer wall of the new pile and the foundation raft in the drilling hole of the new pile Structural adhesive filler between boards.

Preferably, in the above-mentioned position-limiting structure, the jack cap is a new cap for the original pile provided on the original pile, which specifically includes a first steel sleeve surrounding the outer wall of the original pile, A plurality of first connection support plates arranged vertically on the first steel sleeve and evenly distributed, and a first annular platform plate arranged on the top of the first connection support plate and connected with the first steel sleeve .

Preferably, in the above-mentioned position-limiting structure, the first steel sleeve is composed of a plurality of arc-shaped steel plates, which are fixed to the original pile by first anchor bolts.

Preferably, in the above limiting structure, the jack cap is a brick pier cap built beside the original pile.

Preferably, in the above-mentioned space-limiting structure, the new pile is a steel pipe pile, and the new pile cap includes a plurality of second connection support plates vertically arranged on the steel pipe pile and evenly distributed, and arranged on the steel pipe pile. The top and the second annular cap plate connected with the steel pipe pile.

Compared with the prior art, the utility model has the following advantages:

1. In the utility model, (1) by setting a new pile cap at the designated position of the new pile, the settlement of the building after pile cutting can be accurately and strictly controlled, wherein the settlement of the building is the distance between the new pile cap and the foundation raft. (2) The use of the jack can slow down the settlement of the building after the pile is cut, and at the same time avoid the safety hazard caused by the sudden excessive settlement of the building; (3) The effective combination of the new pile cap and the jack can realize the upper The load can be safely transferred, and at the same time, the jack can be taken out in time after the load is transferred to the new pile, so that the jack can be reused; (4) After the upper load is successfully transferred to the new pile cap, the reinforced connection structure allows the truncated original pile to continue Playing the bearing capacity greatly improves the bearing capacity of the entire pile foundation, while avoiding the waste of original pile resources.

2. Further, for different original pile cutting methods, the utility model provides two reinforcement connection structures, one is the cofferdam concrete filling structure corresponding to the pile top cutting method, and the other is the casing corresponding to the drilling cutting method The structure is filled with cement mortar, which can make the original pile continue to exert its bearing capacity to the greatest extent after being cut off.

3. The construction process involved in the utility model is simple, quite consistent with the principle of force transmission, and the cost is low, so it is extremely safe and reliable, and it is worthy of wide application.

Description of drawings

Below in conjunction with accompanying drawing, the specific embodiment of the present utility model is described in further detail.

Fig. 1 is a schematic diagram of a pile-based construction provided by an embodiment of the utility model to rectify the inclination, cut off piles, make up piles, replace underpinnings and limit structures.

Fig. 2 is an effect diagram of the underpinning effect of rectifying, intercepting and supplementing piles based on Fig. 1.

Fig. 3 is a plan view of component connection of the new pile cap in Fig. 1 .

Fig. 4 is a perspective view of component connection of the new pile cap in Fig. 1 .

Fig. 5 is a plan view of component connection of the jack platform in Fig. 1 .

Fig. 6 is a perspective view of component connection of the jack platform in Fig. 1 .

Fig. 7 is another schematic diagram of the position-limiting structure for rectifying, intercepting, supplementing and replacing underpinnings of pile-based buildings provided by the embodiment of the utility model.

Fig. 8 is an effect diagram of the underpinning effect of rectifying and intercepting piles and supplementing piles based on Fig. 7 .

FIG. 9 is a transverse cross-sectional view of the reinforced portion in FIG. 8 .

In the figure: 1—the original pile, 2—the newly added cap for the original pile, 21—the first steel sleeve, 22—the first connecting support plate, 23—the first annular cap plate, 24—the first anchor bolt, 3 — new pile, 4 — new pile cap, 41 — the second connecting support plate, 42 — the second annular cap, 5 — jack, 6 — broken section of original pile, 7 — foundation raft, 8 — new pile drill Entry hole, 9—grouting hole, 10—cofferdam, 11—concrete filling body, 12—structural adhesive filling body, 13—brick pier cap, 14—drilling broken section, 15—second steel sleeve, 16 - cement mortar filling body, 17 - the second anchor bolt.

Detailed ways

Embodiment one

Referring to Fig. 1-Fig. 8, the embodiment of the utility model provides a kind of structure for rectifying and cutting pile underpinning of pile foundation building, which specifically includes the original pile 1 to be cut off, which is arranged around the original pile 1 to withstand the upper part. The jack 5 of the foundation raft 7, the jack cap for placing the jack 5, the new pile 3 and the new pile cap 4 set on the new pile 3, and after the upper load is successfully transferred to the new pile cap 4, A reinforced connection structure that enables the original pile 1 to continue to exert its bearing capacity after being cut off.

The new pile 3 is drilled into the preset new pile hole 8 on the foundation raft 7; the new pile cap 4 is arranged below the foundation raft 7, and the vertical distance between it and the foundation raft 7 is determined by the original pile 1 The required rectification amount is determined, and the vertical distance from the jack cap can ensure that the jack can be easily taken out after 5 unloading. It can be understood that the vertical distance between the jack platform and the foundation raft 7 can meet the space required for the operation of the jack 5 .

Further, the new pile 3 is a steel pipe pile, and the new pile cap 4 specifically includes a plurality of second connecting support plates 41 vertically arranged on the steel pipe pile and evenly distributed, and a first connecting support plate 41 arranged on the top and connected to the steel pipe pile. Two annular platform plates 42.

For example, referring to Fig. 3 and Fig. 4, the second connecting support plate 41 is a trapezoidal steel rib plate, three in total, and its long bottom edge is welded on the steel pipe pile; the second annular cap plate 42 is composed of three fan-shaped plates, Each fan-shaped plate is welded to the right-angled trapezoidal steel rib plate and the steel pipe pile.

In addition, the position-limiting structure also includes a structural glue filling body 12 between the outer wall of the new pile 3 and the foundation raft 7 in the drilling hole 8 of the new pile after the upper load is transferred to the new pile cap 4, so that the two are connected together.

Embodiment two

Based on the position-limiting structure disclosed in the first embodiment above, in the second embodiment of the present invention, further aiming at the two original pile cut-off methods, two corresponding ones are respectively provided to enable the original pile to continue to exert its bearing capacity after being cut off. Strengthen the connection structure.

A kind of is pile top cut-off mode, with reference to Fig. 1 and Fig. 2, utilize pile cutting equipment to cut off the top of original pile 1 to a distance higher than the jack cap and lower than the new pile cap 4. In the state where the upper load is successfully transferred to the new pile cap 4, the corresponding reinforcement connection structure includes a cofferdam 10 arranged between the jack cap and the foundation raft 7 to form a closed space between the two. The grouting hole 9 on the raft 7 and the concrete filling body 11 filled in the closed space and the grouting hole 9 . In this way, the original pile 1 continues to be connected with the foundation raft 7 after being cut off, so as to continue to exert its bearing capacity and improve the bearing capacity of the entire pile foundation.

Obviously, for the above-mentioned reinforcement method, except that the jack 5 can be arranged on the jack cap, it can also be used in conjunction with the cofferdam 10 and the grouting hole 9 to form the concrete filling body 11.

The other is drilling and truncating. Referring to FIGS. 7 to 8 , drilling equipment is used to drill and break the original pile 1 and make the height of the drilled broken section 14 adapt to the amount of rectification required by the original pile 1 . In the state where the upper load is successfully transferred to the new pile cap 4, the corresponding reinforced connection structure includes the second steel sleeve 15 which is arranged on the outer wall of the original pile 1 and covers the broken section 14 of the borehole, and is filled in the original pile 1 in the form of support. Cement mortar filling body 16 with second steel sleeve 15 . In this way, the original pile 1 can continue to maintain integrity after being cut off, continue to play a bearing role, and improve the bearing capacity of the entire pile foundation.

What needs to be specially explained here is that, in the specific implementation process, if the rectification amount required by the original pile 1 is less than 50mm, the settlement caused by the cut pile is very small, then there is no need to use the jack 5 for slow down, only relying on the original pile 1 The purpose of slowly descending can be achieved by drilling and breaking, and at the same time, the new pile cap 4 on the new pile 3 can effectively control the settlement. Afterwards, the reinforcement method corresponding to the cutting method of the borehole is used to make the original pile 1 continue to play a bearing role after cutting.

Embodiment three

Based on the position-limiting structures disclosed in the above-mentioned embodiments, in the third embodiment of the present invention, the following two implementation methods are provided for the specific structure of the above-mentioned jack platform.

One is that the jack cap is a new cap 2 added to the original pile. Referring to Figures 1 and 2, the jack cap is a new cap 2 directly installed on the original pile 1, which specifically includes the outer wall of the original pile 1 The first steel sleeve 21 on the first steel sleeve 21 is vertically arranged on the first steel sleeve 21, a plurality of first connection support plates 22 are evenly distributed, and are arranged on the top of the first connection support plate 22 and connected with the first steel sleeve 21 The first annular platform plate 23.

Wherein, referring to FIG. 5 and FIG. 6 , the first steel sleeve 21 is composed of a plurality of arc-shaped steel plates, which are wrapped around the outer wall of the original pile 1 , and the arc-shaped steel sleeves are fixed on the original pile 1 by the first anchor bolt 24 . For the first connection support plate 22 and the first annular platform plate 23, its structure and connection relationship are similar to those of the second connection support plate 41 and the second annular platform plate 42 in the new pile cap 4, referring to the relevant Just the content.

The other is that the jack cap is a brick pier cap 13, referring to Figures 7 to 8, the jack cap is a brick pier cap 13 built next to the original pile 1, for example, a brick pier is set on both sides of the original pile 1 The bearing platform 13 can be freely loaded and unloaded as required, and can be reused. In practical application, a layer of steel backing plates can be respectively arranged on the upper and lower surfaces of the brick pier cap 13 .

Embodiment four

Based on the position-limiting structures disclosed in the first to third embodiments above, the fourth embodiment of the present invention provides a corresponding construction method, which specifically includes the following steps.

(1) Determine the amount of rectification required for each pile and statically press the new pile: according to the inclination of the pile foundation building, determine the amount of rectification required for the original pile 1 and the number and location of the supplementary piles for the corresponding new pile 3, and Excavate new piles and drill holes 8 on the foundation raft 7, and statically press the new piles 3 to the design elevation.

Calculate the amount of rectification required for each pile: according to the inclination direction of the pile foundation building, take the apex of the foundation pile with the largest settlement as the reference point after the rectification of the building, and then measure the offset of the building, the height of the building and the smaller settlement The distance between each pile on the side and the reference point, and the required rectification amount of each pile is calculated by the formula: the required rectification amount of each pile = the distance between the top of the pile and the reference point × the offset of the top of the building / the height of the building.

Static pressure new pile: According to the bearing capacity of the original pile that needs to be cut off and the bearing capacity of the pile foundation required for the location of the pile, calculate the number of piles that need to be supplemented, and determine the location of the supplementary pile around the original pile 1, and drill new piles into the Hole 8, and then use the anchor static pressure pile construction device to press the new pile from the new pile into hole 8 to the design elevation.

(2) Excavate the construction space and install new pile caps: After all the new piles 3 are statically pressed to the design elevation, excavate a construction space with a certain vertical height below the foundation raft 7, and then according to the original pile 1 To rectify the amount of inclination, a new pile cap 4 is installed at the corresponding position of the new pile 3 .

Excavation of underground construction space: After all the new steel pipe piles are statically pressed to the design elevation, excavate a construction space with a certain vertical height below the foundation raft so that the staff can cut piles under the foundation raft Change operation.

Construction of new pile caps: According to the calculated inclination correction required by the original piles, determine the position of the new pile caps 4 on the new piles 3 so that the distance between the new pile caps 4 and the foundation raft 7 is equal to The amount of rectification required for the original pile. After the position of the cap is determined, the trapezoidal steel rib plate is welded on the new steel pipe pile, and then the fan-shaped cap plate is connected to the trapezoidal steel rib plate and the new steel pipe pile by welding to form a new steel pipe pile cap .

(3) Set up the jack cap and place the jack: according to the distance requirement from the new pile cap 4, construct the jack cap around the original pile 1, then place the jack 5 on the jack cap, and make its top withstand The foundation raft 7 is under stress.

Among them, the position of the jack cap is determined according to the height required for the lifting of the jack 5. This position needs to ensure that the vertical distance between the foundation raft 7 and the jack cap can meet the operating space of the jack 5. At the same time, the new pile cap 4 and the jack cap The vertical distance between the platforms can ensure that the jack 5 can be easily taken out after unloading.

Corresponding to the two jack caps disclosed in Embodiment 3, there are also two construction methods for the jack cap here, one of which is optional.

One is the case where the jack cap is a new cap 2 for the original pile: referring to Fig. 1 and Fig. 2, Fig. 5 and Fig. 6, the first anchor bolt 24 is used to fix six arc-shaped steel plates to the original pile 1, Form the first steel sleeve 21 around the original pile 1, then vertically weld the trapezoidal steel ribs on the arc-shaped steel plates, and finally connect the fan-shaped plates with the trapezoidal steel ribs and the arc-shaped steel plates by welding.

The other is the case where the jack cap is a brick pier cap 13: refer to Figure 7 and Figure 8, first place the lower steel backing plate on the soil, then build the brick pier, and finally place the upper steel backing plate on the brick pier That's it.

(4) Settlement control of cut piles: cut off the original pile 1, gradually transfer the upper load originally borne by the original pile 1 to the jack 5, and let the foundation raft 7 slowly descend to the position of the new pile cap 4 along with the jack 5, It is in close contact with the new pile cap 4 to realize the conversion of the upper load from the jack 5 to the new pile cap 4.

For the way of truncating the original pile 1, it is compatible with the two truncating ways disclosed in the third embodiment, there are also two kinds here, choose one of them.

One is the pile top cut-off method. Referring to Figures 1 and 2, the pile cutting equipment is used to cut off the original pile 1 at the top of the pile, and a broken section 6 of the pile is formed between the jack cap and the foundation raft, and the cut-off pile The top should be higher than the certain distance of the cap, certainly, lower than the new pile cap 4. In this way, the upper load originally borne by the original pile is gradually transferred to the jack 5 .

The other is the drilling truncation method. With reference to Fig. 7 and Fig. 8, the original pile 1 is drilled and broken by using the drilling equipment to form the broken section 14 of the drilled hole, and the height of the broken section 14 of the drilled hole is equal to that of the original pile 1. The amount of rectification needs to be adapted; like this, the upper load originally borne by the original pile is gradually transferred to the jack 5.

After the upper load is borne by the jack 5, then the jack 5 is slowly lowered, so that the foundation raft 7 is lowered to the position of the new pile cap 4 together with the jack 5, and is in close contact with the new pile cap 4, so that the upper load is borne by the jack 5 The conversion to the new pile 3 bears. After the load conversion is completed, continue to make the jack 5 descend until the jack 5 can be taken out.

After the load conversion is completed, the part of the new pile 3 higher than the foundation raft 7 can be cut off, and structural glue can be filled between the new pile 3 and the foundation raft 7 to form a structural glue filling body 12 .

(5) Construction of reinforced connection structure: After the upper load is successfully transferred from the jack 5 to the new pile cap 4, the reinforced connection structure is constructed so that the original pile 1 can continue to exert its bearing capacity after being cut off.

Specifically, for the two original pile truncation methods in step (4), two corresponding reinforcement methods are respectively provided to enable the original pile to continue to exert its bearing capacity after truncation. Based on the two reinforcement connection structures disclosed in the second embodiment above, see the corresponding two reinforcement methods below, and select the corresponding reinforcement method depending on the selection of the truncation method in the early stage.

For the first method of pile top truncation, step (5) specifically includes: after the load transfer is completed and the jack 5 is taken out, the cofferdam 10 is built with bricks on the jack cap, so that the jack cap and the foundation raft 7 A closed space is formed between them, and a grouting hole 9 is excavated at the corresponding raft above the closed space, and the fine stone concrete is filled into the cofferdam 10 through the grouting hole 9 to form a concrete filling body 11 .

For the second borehole truncation method, step (5) specifically includes: after the load conversion is completed, select a second steel sleeve 15 of a certain height, which can be composed of multiple parts to cover the borehole fragmentation section 14, Then use the second anchor bolt 17 to fix the second steel sleeve 15 to the cut-off place of the original pile, and finally fill the cement mortar between the second steel sleeve 15 and the original pile 1 by means of formwork, to form the cement mortar filling body 16 .

Finally, in the actual construction process, the following steps will also be involved:

(6) Backfilling the underground construction space: After all the piles on the side with a small settlement have completed the load transfer, that is, after the upper load is transferred to the new piles around them and the original intercepted piles, the construction work space excavated in the previous stage is then backfilled to complete Pile foundation building rectification.

The technical solution provided by the utility model has been introduced in detail above. In this paper, specific examples are used to illustrate the principle and implementation of the present utility model, and the descriptions of the above embodiments are only used to help understand the method and core idea of the present utility model. It should be pointed out that for those of ordinary skill in the art, without departing from the principle of the utility model, some improvements and modifications can also be made to the utility model, and these improvements and modifications also fall into the protection of the claims of the utility model. within range.

Claims (8)

1. a kind of pile foundation building inclination rectification cuts stake and underpins position limiting structure, which is characterized in that the position limiting structure includes:

Former stake (1) to be truncated is located at the jack (5) for being used to withstand top Base isolation system (7) around the former stake (1), uses Come place the jack cushion cap of the jack (5), new pile (3) and the new pile framing (4) being located on the new pile (3) and Upper load is successfully moved to after the new pile framing (4), and the former stake (1) is made to wave bearing capacity in the subsequent supervention of truncation Reinforce connection structure；

The new pile (3) is threaded through preset new pile on the Base isolation system (7) and pierces in hole (8)；The new pile framing (4) sets Vertical distance rectification as needed for the former stake (1) below the Base isolation system (7), between the Base isolation system (7) Amount determines that the vertical distance between the jack cushion cap can guarantee easily to take out after the jack (5) unloads power.

2. position limiting structure as described in claim 1, which is characterized in that the truncation mode of the original stake (1) are as follows: by the former stake (1) top truncation is to being higher by described jack cushion cap a distance；The reinforcing connection structure includes being located at described very heavy bear responsibility It is used to be formed the cofferdam (10) of enclosure space between platform and the Base isolation system (7) therebetween, is provided with the basic raft Injected hole (9) on plate (7) and it is filled in Concrete Filled body in the enclosure space and in the injected hole (9) (11)。

3. position limiting structure as described in claim 1, which is characterized in that the truncation mode of the original stake (1) are as follows: to the former stake (1) drilling is carried out to be crushed and be adapted the height of drilling reduction stage (14) with rectification amount needed for the former stake (1)；The reinforcing Connection structure include be disposed around on described former stake (1) outer wall and the second steel bushing (15) of covering drilling reduction stage (14) with And the cement mortar obturator (16) of former stake (1) and second steel bushing (15) is filled in formwork way.

4. position limiting structure as described in claim 1, which is characterized in that the position limiting structure further includes being transferred in upper load After the new pile framing (4), be located at the new pile pierce in hole (8) new pile (3) outer wall and the Base isolation system (7) it Between structure glue obturator (12).

5. position limiting structure as described in claim 1, which is characterized in that the jack cushion cap is to be located on the former stake (1) Former stake increase cushion cap (2) newly, specifically include the first steel bushing (21) being disposed around on described former stake (1) outer wall, be vertically located at On first steel bushing (21), it is equally distributed it is multiple first connection support plate (22) and be located at it is described first connection support The first annular bearing sheet (23) connecting at the top of plate (22) and with first steel bushing (21).

6. position limiting structure as claimed in claim 5, which is characterized in that first steel bushing (21) is by muti-piece curved plate structure At being fixed on the former stake (1) by the first anchor bolt (24).

7. position limiting structure as described in claim 1, which is characterized in that the jack cushion cap is to build in the former stake (1) The brick pier cushion cap (13) on side.

8. position limiting structure as described in claim 1, which is characterized in that the new pile (3) is steel-pipe pile, the new pile framing (4) include vertically be located on the steel-pipe pile, it is equally distributed it is multiple second connection support plate (41) and be located at its top simultaneously The annular bearing sheet (42) of second connect with the steel-pipe pile.