CN115354650A - Building foundation reinforcing method - Google Patents
Building foundation reinforcing method Download PDFInfo
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- CN115354650A CN115354650A CN202211039455.5A CN202211039455A CN115354650A CN 115354650 A CN115354650 A CN 115354650A CN 202211039455 A CN202211039455 A CN 202211039455A CN 115354650 A CN115354650 A CN 115354650A
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- 238000000034 method Methods 0.000 title claims abstract description 59
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 35
- 239000002689 soil Substances 0.000 claims abstract description 38
- 238000010276 construction Methods 0.000 claims abstract description 19
- 230000008569 process Effects 0.000 claims abstract description 14
- 230000006835 compression Effects 0.000 claims abstract description 4
- 238000007906 compression Methods 0.000 claims abstract description 4
- 230000002787 reinforcement Effects 0.000 claims description 50
- 238000002955 isolation Methods 0.000 claims description 7
- 241000212384 Bifora Species 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 3
- 238000009415 formwork Methods 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 description 9
- 239000010959 steel Substances 0.000 description 9
- 239000004744 fabric Substances 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000003801 milling Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
Abstract
The application provides a building foundation reinforcing method, which comprises the following steps: surveying the foundation soil of the project to be built to obtain soil parameters; the soil parameters comprise soil cohesive force, an internal friction angle, a compression modulus and foundation bearing capacity; establishing an initial model of a proposed site foundation according to soil parameters; trial calculation is carried out on the established initial model to obtain the sliding arc depth, position and thrust; determining the specific position and size of the underground continuous wall according to parameters such as the depth, position and thrust of the sliding arc; constructing the underground continuous wall according to the specific position and size of the underground continuous wall; and constructing the building structure. According to the building foundation reinforcing method, the closed underground continuous walls are arranged on the periphery of the existing building, the foundation breaking sliding surface is technically moved downwards, the anti-sliding capacity and stability of the foundation can be improved, and the bearing capacity of the foundation is further improved; the construction process is simple, quick, efficient and feasible.
Description
Technical Field
The application belongs to the technical field of civil engineering, and particularly relates to a building foundation reinforcing method.
Background
The foundation refers to a soil body or a rock body which can bear the whole load of a building, does not belong to the building, but plays a very important role in ensuring the firmness and durability of the building and is a part of the earth. From the point of view of field construction, the foundation can be divided into natural foundation and artificial foundation, when the geological condition of the soil layer is good and the bearing capacity is strong, the natural foundation can be adopted, and under the condition of poor geological condition, such as slope, sand or silt geology, or when the upper load is too large although the texture of the soil layer is good, the foundation is artificially reinforced in order to have sufficient bearing capacity. When the foundation is reinforced, operations such as ground pit digging, hole drilling, ground tamping, reinforcing steel bar filling, cement pouring, foundation reinforcement and the like are required.
At present, people need to reinforce the building foundation either for improving the building standard or for reconstructing and expanding the existing building due to functional requirements, or for reinforcing and enclosing the building due to different degrees of damage or problems of the building, so that a simple, quick, efficient and feasible method for reinforcing the building foundation is needed to be developed.
Content of application
To overcome, at least to some extent, the problems in the related art, the present application provides a method for reinforcing a building foundation.
According to an embodiment of the present application, there is provided a building foundation reinforcing method, including the steps of:
surveying the foundation soil of the project to be built to obtain soil body parameters; the soil parameters comprise soil cohesive force, an internal friction angle, a compression modulus and foundation bearing capacity;
establishing an initial model of a proposed site foundation according to soil parameters;
trial calculation is carried out on the established initial model to obtain the sliding arc depth, position and thrust;
determining the specific position and size of the underground continuous wall according to parameters such as the depth, position and thrust of the sliding arc;
constructing the underground continuous wall according to the specific position and size of the underground continuous wall;
and constructing the building structure.
In the above method for reinforcing a building foundation, the process of obtaining the depth, position and thrust of the sliding arc by performing trial calculation on the established initial model is as follows:
drawing up a construction step in an initial model;
sequentially adding underground continuous walls and upper part loads in the initial model and simulating excavation to obtain the sliding arc depth, position and thrust of the lower sliding body;
and judging whether the obtained parameters such as the sliding arc depth, the position, the thrust and the like of the lower sliding body meet the construction requirements, and if so, determining the specific position and the size of the underground diaphragm wall according to the parameters such as the sliding arc depth, the position, the thrust and the like.
Further, when the sliding surface of the lower sliding body is an original sliding surface when the foundation is damaged or a sliding surface of a new reinforced foundation when the foundation is damaged, the sliding arc depth and the sliding arc position of the lower sliding body are determined by adopting a simplified BISHOP method or a JANBU strip method according to the cohesive force and the internal friction angle of the foundation soil.
Furthermore, the depth of the underground continuous wall is larger than the sliding surface when the foundation is damaged and extends into 1-3 m below the sliding surface.
Furthermore, the reinforcing range of the underground continuous wall is larger than the outer 4 m-6 m of the edge of the underground foundation.
Furthermore, the process of constructing the underground continuous wall according to the specific position and size of the underground continuous wall comprises the following steps:
and measuring and lofting, clearing the surface, reinforcing the ground, excavating a groove, binding reinforcing steel bars, pouring concrete, removing a formwork and arranging a support frame to finish the construction of the underground diaphragm wall.
Furthermore, the main process of constructing the underground continuous wall is as follows:
digging a groove, wherein the dug groove is provided with a groove wall;
a reinforcement cage is placed in the groove, one end or two ends of the reinforcement cage are provided with connectors, and adjacent reinforcement cages are connected through the connectors;
an isolation device is arranged between the reinforcement cage and the wall of the groove, two ends of the isolation device are respectively connected with the end part of the reinforcement cage or a connector, and the isolation device is matched with the connector to seal at least one side of the reinforcement cage;
filling concrete into the reinforcement cage to enable the reinforcement cage to be wrapped by the concrete; and forming the underground continuous wall after the concrete is solidified.
Furthermore, the firmness of the building foundation is increased by adopting a combined grouting mode, grouting is carried out between the underground continuous wall and the structure foundation, and grouting is carried out on the outer side of the underground continuous wall.
Still further, for a building having a basement range and a planar dimension that is much larger than a corresponding planar dimension of an upper high-rise building, the building foundation reinforcement method further includes:
according to the space required by the current underground continuous wall construction equipment, partial basement beam plates are partially dismantled, the underground continuous wall is recovered after the construction is finished, and the foundation or the basement is subjected to reinforcement design according to the requirement.
Furthermore, the reinforcement cage of the underground continuous wall is hoisted by adopting sectional binding and is connected by a sleeve
According to the above embodiments of the present application, at least the following advantages are obtained: according to the building foundation reinforcing method provided by the application, the closed underground continuous wall is arranged on the periphery of the existing building, and the foundation breaking sliding surface moves downwards technically, so that the anti-sliding capacity and stability of the foundation can be improved, and the bearing capacity of the foundation is further improved; when the building foundation reinforcing method provided by the application is adopted, the construction process is simple, quick, efficient and feasible.
The building foundation reinforcement can be solved in the practical application process, especially, the building in the urban core area and the foundation reinforcement needed by reconstruction and extension are favorable for improving the value of the building, and the influence of the foundation reinforcement process on the surrounding environment is reduced.
It is to be understood that both the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the scope of the invention, as claimed.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of the specification of the application, illustrate embodiments of the application and together with the description, serve to explain the principles of the application.
Fig. 1 is a flowchart of a method for reinforcing a building foundation according to an embodiment of the present disclosure.
Fig. 2 is a schematic view of an application state of a building foundation reinforcing method according to an embodiment of the present disclosure.
Fig. 3 is a second schematic view of an application state of the building foundation reinforcing method according to the embodiment of the present application.
Description of reference numerals:
1. an existing building; 2. building heightening, function changing and the like cause equivalent load increasing parts; 3. a ground line; 4. sliding surface when original foundation is damaged; 5. an underground diaphragm wall; 6. sliding surface when new foundation is damaged after being reinforced; 7. basement of original structure; 8. basement beam slab.
Detailed Description
Reference will now be made in detail to the exemplary embodiments, examples of which are illustrated in the accompanying drawings. When the following description refers to the accompanying drawings, like numbers in different drawings represent the same or similar elements unless otherwise indicated. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with the present application. Rather, they are merely examples of apparatus and methods consistent with certain aspects of the present application, as detailed in the appended claims.
At present, when foundation stabilization treatment is carried out on the existing building foundation, a deep grouting method and a pile foundation replacement method are mainly adopted. The deep grouting method can improve the soil mechanics property of foundation soil, improve the bearing capacity of the foundation, is convenient to construct and is suitable for reinforcement with lower requirement on the bearing capacity of the foundation; however, the uniformity of the treatment by this method is affected by the soil texture and the improvement of the bearing capacity of the foundation is limited. The pile foundation replacement method can theoretically well improve the bearing capacity according to requirements; however, this method is generally only suitable for reinforcing the periphery of buildings, and most high-rise buildings have basements, and the replacement of the corresponding pile positions in the basements is difficult and the operation space is limited.
As shown in fig. 1, an embodiment of the present application provides a building foundation reinforcing method, which includes the following steps:
s1, surveying the foundation soil of the project to be built to obtain soil body parameters.
The soil parameters comprise soil cohesive force, internal friction angle, compression modulus, foundation bearing capacity and other parameters.
S2, establishing an initial model of the proposed site foundation according to the soil body parameters.
S3, trial calculation is carried out on the established initial model to obtain parameters such as sliding arc depth, position and thrust, and the specific process is as follows:
s31, setting up a construction step in the initial model.
And S32, sequentially adding elements such as an underground continuous wall, an upper load and the like in the initial model, and simulating excavation to obtain parameters such as the sliding arc depth, the position, the thrust and the like of the lower sliding body.
Specifically, when the sliding surface is broken when the lower sliding body is an original foundation, the sliding arc depth, position and the like of the sliding surface can be determined by using a simplified BISHOP method or a JANBU strip method according to the cohesive force and the internal friction angle of the foundation soil. When the lower sliding body is a sliding surface when the reinforced new foundation is damaged, the sliding arc depth, the sliding arc position and the like of the sliding surface when the reinforced new foundation is damaged can be determined by adopting a simplified BISHOP method or a JANBU strip method according to the cohesive force and the internal friction angle of the foundation soil.
S33, judging whether the obtained parameters such as the sliding arc depth, the position and the thrust of the lower sliding body meet the construction requirements, and if so, entering the step S4; otherwise, returning to the step S2, and establishing the initial model of the proposed site foundation again according to the soil parameters.
And S4, determining parameters such as specific position, size and the like of the underground continuous wall according to parameters such as the sliding arc depth, the position and the thrust.
The dimensions of the underground continuous wall include the depth and thickness of the underground continuous wall.
This application adopts underground continuous wall to consolidate the ground, retrains the enclosure within that underground continuous wall founds with the foundation soil. The position and the degree of depth of underground continuous wall set up as required, and its setting principle does: the depth of the underground continuous wall is greater than the sliding surface when the foundation is damaged and extends into 1 m-3 m below the sliding surface (2 m is preferably selected) so that the stabilized coefficient after reinforcement meets the requirement; the reinforcing range of the underground continuous wall is larger than 4-6 m (preferably 5 m) outside the edge of the underground foundation, and the original sliding arc is prevented from sliding out of the inner side of the reinforcing range of the underground continuous wall. The anti-slip capability of the foundation soil is improved by reinforcing the underground continuous wall, and finally the bearing capacity of the foundation is improved.
And determining the thickness and reinforcing bars of the underground continuous wall according to the landslide thrust, the shearing force and the bending moment generated by the tail end of the slip arc on the underground continuous wall, and ensuring that the use requirements are met. The building foundation reinforcing method is reliable in theory and convenient to implement.
And S5, constructing the underground continuous wall according to parameters such as specific position, size and the like of the underground continuous wall.
Specifically, the construction of the underground diaphragm wall is completed after the steps of measuring and lofting, clearing the surface, reinforcing the ground, digging grooves, binding reinforcing steel bars, pouring concrete, removing a formwork, arranging a support frame and the like.
The main process of constructing the underground continuous wall comprises the following steps:
s51, digging a groove, wherein the dug groove is provided with a groove wall.
S52, placing reinforcement cages in the grooves, wherein one ends or two ends of the reinforcement cages are provided with connectors, and adjacent reinforcement cages are connected through the connectors. The connector not only can be used for connecting two adjacent steel reinforcement cages, but also can be used for preventing two adjacent steel reinforcement cages from leaking at the junction after filling concrete.
S53, an isolating device is arranged between the steel reinforcement cage and the groove wall, two ends of the isolating device are respectively connected with the end portion or the connector of the steel reinforcement cage, the isolating device is matched with the connector to seal at least one side of the steel reinforcement cage, and the isolating device is used for preventing concrete filled into the steel reinforcement cage from flowing to other steel reinforcement cages from the side or concrete poured at the adjacent steel reinforcement cage from flowing to the section of the steel reinforcement cage.
Wherein, the isolation device can be one of geotextile, plastic cloth and woven cloth.
S54, filling concrete into the reinforcement cage to enable the reinforcement cage to be wrapped by the concrete; and forming the underground continuous wall after the concrete is solidified.
Preferably, a combined grouting mode can be adopted to increase the firmness of the building foundation. Grouting between the underground diaphragm wall and the structural foundation to increase the strength of the soil body in the active area, improve the cohesive force of the soil body and reduce the sliding force of the soil body; and grouting is performed on the outer side of the underground diaphragm wall so as to increase the strength of the soil body in the passive area and increase the anti-sliding force of the soil body.
And S6, constructing the building structure.
Particularly, the partition reinforcement can be reasonably planned according to the plane shape, the height and the geological condition of the building.
As shown in fig. 2, an existing building 1 is installed on a ground line 3, and in the method for reinforcing a building foundation provided by the embodiment of the present invention, a closed underground continuous wall 5 is installed around an equivalent load increasing part 2 caused by the increase of the existing building 1 or the increase of the building height, the change of functions, and the like, so that a sliding surface 4 in the foundation breaking process is moved downward from the technology to a sliding surface 6 in the new foundation breaking process after the foundation is reinforced, thereby improving the sliding resistance and stability of the foundation and further improving the bearing capacity of the foundation.
This application can solve building foundation reinforcement at the practical application in-process, especially city core district building to and the foundation reinforcement of rebuilding and expansion needs, be favorable to promoting the building value, reduce the influence to the building is peripheral.
For the building foundation with a smaller basement range, the underground diaphragm wall 5 can be arranged around the basement 7 of the original structure for outdoor construction, and the basement 7 of the original structure is reinforced according to needs, for example, supports, concrete walls and the like are additionally arranged.
As shown in fig. 3, for a building having a large basement area and a plane size much larger than that of a high-rise building at the upper part, it is preferable to work in the basement in order to enhance the reinforcement effect of the building foundation. Determining the plane position, the depth and the thickness of the underground continuous wall 5 according to the design condition of the original building structure and the new foundation base design; according to the space required by the current underground continuous wall construction equipment (the operation height of the equipment is 9-18 m, for example, the height of a CSC30/40HDS60 type short hydraulic slot milling machine is 9 m), partial basement beam plates 8 are partially dismantled, the underground continuous wall 5 is recovered after the construction is finished, and the foundation or the basement is reinforced according to the requirement. The reinforcement cage of the underground continuous wall 5 can be lifted by section binding and connected by a sleeve.
It is understood that the same or similar parts in the above embodiments may be mutually referred to, and the same or similar parts in other embodiments may be referred to for the content which is not described in detail in some embodiments.
It should be noted that, in the description of the present application, the terms "first", "second", etc. are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Further, in the description of the present application, the meaning of "a plurality" means at least two unless otherwise specified.
In the description herein, reference to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the application. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
Although embodiments of the present application have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present application, and that variations, modifications, substitutions and alterations may be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.
Claims (10)
1. A building foundation reinforcing method is characterized by comprising the following steps:
surveying the foundation soil of the project to be built to obtain soil body parameters; the soil parameters comprise soil cohesive force, an internal friction angle, a compression modulus and foundation bearing capacity;
establishing an initial model of a proposed site foundation according to soil parameters;
trial calculation is carried out on the established initial model to obtain the sliding arc depth, position and thrust;
determining the specific position and size of the underground continuous wall according to parameters such as the depth, position and thrust of the sliding arc;
constructing the underground continuous wall according to the specific position and size of the underground continuous wall;
and constructing the building structure.
2. The building foundation reinforcement method according to claim 1, wherein the process of trial calculation of the established initial model to obtain the depth, position and thrust of the sliding arc is as follows:
drawing up a construction step in an initial model;
sequentially adding an underground continuous wall and an upper load in the initial model and simulating excavation to obtain the sliding arc depth, position and thrust of the lower sliding body;
and judging whether the obtained parameters such as the sliding arc depth, the position, the thrust and the like of the lower sliding body meet the construction requirements, and if so, determining the specific position and the size of the underground diaphragm wall according to the parameters such as the sliding arc depth, the position, the thrust and the like.
3. The method for reinforcing building foundation according to claim 2, wherein when the lower slider is a sliding surface at the time of failure of an original foundation or a sliding surface at the time of failure of a new foundation after reinforcement, the depth and position of the sliding arc of the lower slider are determined by a simplified BISHOP method or a JANBU strip method according to the cohesive force and the internal friction angle of the foundation soil.
4. The method for reinforcing a building foundation according to claim 3, wherein the underground diaphragm wall has a depth greater than a sliding surface at the time of foundation failure and extends 1m to 3m below the sliding surface.
5. The method for reinforcing building foundation according to claim 3, wherein the reinforcement range of the underground continuous wall is greater than 4m to 6m outside the edge of the underground foundation.
6. The method for reinforcing the building foundation according to claim 3, wherein the process of constructing the underground continuous wall according to the specific position and size of the underground continuous wall comprises the following steps:
measuring and lofting, clearing the surface, reinforcing the ground, excavating a groove, binding reinforcing steel bars, pouring concrete, and removing a formwork to establish a support frame to complete the construction of the underground diaphragm wall.
7. The method for reinforcing building foundation according to claim 6, wherein the main process of constructing the underground continuous wall is:
digging a groove, wherein the dug groove is provided with a groove wall;
a reinforcement cage is placed in the groove, one end or two ends of the reinforcement cage are provided with connectors, and adjacent reinforcement cages are connected through the connectors;
an isolation device is arranged between the reinforcement cage and the wall of the groove, two ends of the isolation device are respectively connected with the end part of the reinforcement cage or a connector, and the isolation device is matched with the connector to seal at least one side of the reinforcement cage;
filling concrete into the reinforcement cage to enable the concrete to wrap the reinforcement cage; and forming the underground continuous wall after the concrete is solidified.
8. The method for reinforcing the building foundation according to claim 7, wherein the firmness of the building foundation is increased by means of combined grouting, the grouting is performed between the underground continuous wall and the structural foundation, and the grouting is performed outside the underground continuous wall.
9. The method of building foundation reinforcement of claim 7, wherein for buildings having basement dimensions and planar dimensions substantially larger than the planar dimensions corresponding to the upper tall building, the method further comprises:
according to the space required by the current underground continuous wall construction equipment, partial basement beam plates are partially dismantled, the underground continuous wall is recovered after the construction is finished, and the foundation or the basement is subjected to reinforcement design according to the requirement.
10. The method for reinforcing the building foundation according to claim 9, wherein the reinforcement cage of the underground continuous wall is hoisted by sectional binding and connected by a sleeve.
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| CN202211039455.5A CN115354650A (en) | 2022-08-29 | 2022-08-29 | Building foundation reinforcing method |
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| CN202211039455.5A CN115354650A (en) | 2022-08-29 | 2022-08-29 | Building foundation reinforcing method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116289966A (en) * | 2023-05-15 | 2023-06-23 | 山东建筑大学 | Method for controlling retaining pile for causing deformation of underlying underground structure by earth surface excavation |
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| CN116289966A (en) * | 2023-05-15 | 2023-06-23 | 山东建筑大学 | Method for controlling retaining pile for causing deformation of underlying underground structure by earth surface excavation |
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