CN102296616A - Semi-underground retaining and protecting method for constructing cylindrical underground tank - Google Patents
Semi-underground retaining and protecting method for constructing cylindrical underground tank Download PDFInfo
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- CN102296616A CN102296616A CN2011101864017A CN201110186401A CN102296616A CN 102296616 A CN102296616 A CN 102296616A CN 2011101864017 A CN2011101864017 A CN 2011101864017A CN 201110186401 A CN201110186401 A CN 201110186401A CN 102296616 A CN102296616 A CN 102296616A
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Abstract
The invention relates to a semi-underground retaining and protecting method for constructing a cylindrical underground tank, which is a down-top construction method. The down-top construction method comprises the steps: arranging a retaining and protecting system in a soil layer, retaining and protecting surrounding rocks by using self-strength, digging from the soil layer to the bottom of an underground tank foundation pit, and completing the retaining and protecting effect of the cylindrical underground tank structure from down to top. When the retaining and protecting system retains and protects the cylindrical structure of a semi-underground diaphragm wall,, a semi-underground diaphragm wall is arranged in the soil layer; and the retaining and protecting system retains and supports a cylindrical structure of a soldier pile, a soldier pile is arranged in the soil layer along a cylindrical underground tank, the lower end of the soldier pile is anchored in the surrounding rocks, the inner side of the soldier pile is provided with a plurality of annular girders and a reinforcing mesh concrete surface layer, anchor rods are arranged on the annular girders at the bottom of the soldier pile, one end of each of the anchor rods is tensioned on each of the annular beams and the other end of each of the anchor rods is anchored in the surrounding rocks at the lower part for completing the retaining and protection of the soil layer. The method is beneficial to accelerating of an engineering construction progress and reducing of the engineering cost, and has the advantages of strong pertinence and easiness in popularization.
Description
Technical field
The invention belongs to tubular underground tank technical field of construction, particularly relate to a kind of semi-underground supporting method that is used for the construction of tubular underground tank.
Background technology
In the construction of tubular underground tank, the semi-underground diaphragm wall tubular construction supporting contrary sequence method of general employing, semi-underground diaphragm wall supporting is set in soil layer, and country rock utilizes self intensity supporting, digs one deck soil in the construction from top to bottom and makes one deck pool wall liner, by contrary sequence method until the bottom of constructing, treat that the whole excavations of foundation ditch finish, finish whole pool wall liners from the bottom to top, this method duration is longer, difficulty of construction is bigger, and construction cost is higher.
As shown in Figure 1, the contrary pool wall liner of doing 5 of layering can limit the continuous wall side to a certain extent to the further developing of displacement, and reduces its hoop compressive stress.The effect of pool wall liner 5 performances increases with excavation of foundation pit, and the effect of bringing into play in the time of still at the bottom of the excavation step crosses over diaphragm wall is less.
Summary of the invention
Technical problem to be solved by this invention provides a kind of semi-underground supporting method that is used for the construction of tubular underground tank, and by positive practice construction, it is slow to solve construction speed, the problem that construction cost is high.
The technical solution adopted for the present invention to solve the technical problems is: a kind of semi-underground supporting method that is used for the construction of tubular underground tank is provided, described supporting method is the positive practice, the described positive practice is for being provided with support system in soil layer, country rock utilizes self intensity supporting, dig to tubular underground tank foundation ditch bottom from soil layer, finish the tubular construction supporting of tubular underground tank from the bottom to top.
Described support system is the supporting of semi-underground diaphragm wall tubular construction, may further comprise the steps:
(I) semi-underground diaphragm wall supporting is set in soil layer;
(II) after entering tubular underground tank foundation ditch bottom country rock, in the digging process, detect the rock mass compression strength value, confirm to satisfy the country rock security requirement;
(III) country rock utilizes self intensity supporting, digs to tubular underground tank foundation ditch bottom, finishes the tubular construction supporting of tubular underground tank from the bottom to top.
Described support system is the supporting of campshed tubular construction, may further comprise the steps:
(I) along the tubular underground tank campshed supporting is set in soil layer, the campshed lower end is anchored in the rock country rock;
(II) in soil layer, along with tubular underground tank foundation ditch digs deeply, some roads annular girder is set in the campshed inboard, in the campshed inboard steel fibre reinforced concrete surface layer is set simultaneously;
(III) when digging the soil layer bottom, in the campshed bottom annular girder is set one, anchor pole is set simultaneously, an end of anchor pole is pulled on the annular girder, and the other end is anchored in the country rock of bottom, finishes the supporting of soil layer;
(IV) after entering tubular underground tank foundation ditch bottom country rock, in the open excavation, detect the rock mass compression strength value, confirm to satisfy the country rock security requirement; (V) country rock utilizes self intensity supporting, digs to tubular underground tank foundation ditch bottom, finishes the tubular construction supporting of tubular underground tank.
The concrete crushing strength of described semi-underground diaphragm wall is the major control factor; As adopt campshed to substitute diaphragm wall, and space enclosing structure needs according to a determining deviation annular girder to be set, and inner surface is provided with the steel fibre reinforced concrete surface layer, keeps the compressive strength of the soil body between two.
Described semi-underground diaphragm wall structural base can not be provided with constraint; As adopt campshed to substitute diaphragm wall, its bottom need be provided with annular girder one, and utilizes anchor rod anchored in the country rock of bottom.
Through the design checking computations, be that native bottom is under the geological condition of rock on top, layering can be omitted against making the pool wall liner, directly adopts the positive practice construction of whole excavation of foundation pit, and accelerating construction progress reduces engineering cost.
Behind the excavation of rock stratum, described foundation ditch bottom,, can satisfy the security requirement of country rock by detecting the rock mass compression strength value and reaching designing requirement.
The present invention uses elasticity sheet theory method and theoretical analytic method, the method that adopts finite element and Elasticity to combine is released the tubular effect theory, the breakthrough problem that has solved the hoop internal force of finding the solution structure has proposed semi-underground diaphragm wall space enclosing structure surrounding rock stability and has judged theory, comprising:
Tubular underground tank engineering constructions such as a, common Whirlwind tank, the radial displacement of semi-underground diaphragm wall is very little, is not the governing factor that influences structural safety, and hoop axle power is the major control factor of the semi-underground diaphragm wall structural safety of influence.
B, semi-underground diaphragm wall structural base do not have the following moment of flexure of constraint and shearing is zero, and maximal bending moment and shearing occurred in the structure bottom when constraint was arranged.
With the free ring internal force in bottom,, can guarantee the safety of engineering in c, the actual engineering with bottom fixedly computation structure moment of flexure and shearing.
The contrary pool wall liner of doing of d, layering can limit the continuous wall side to a certain extent to the further developing of displacement, and reduces its hoop compressive stress.The effect of pool wall liner performance increases with excavation of foundation pit, and the effect of bringing into play in the time of still at the bottom of the excavation step crosses over diaphragm wall is less.
In e, the digging process, the easiest plastic state that enters of bottom foundation ditch hole wall rock mass, hole wall rock mass minimum principal stress is a radial stresses, its value is zero; Major principal stress is its vertical stress or circumference stress.As long as know the major principal stress of hole wall rock mass, just can judge the residing state of hole wall rock mass by the numerical value of major principal stress and the contrast of rock mass compression strength value.The rock mass compression strength value is safety during less than the rock mass compression strength value divided by certain safety factor, otherwise country rock can unstability, need take necessary supporting measure.
Do not have suitable method to consider the tubular effect of space enclosing structure in the method for designing of f, Whirlwind tank tubular construction, the analytical method of the semi-underground diaphragm wall that the present invention proposes can remedy the deficiency of this respect.
Beneficial effect
The present invention relates to a kind of semi-underground supporting method that is used for the construction of tubular underground tank, by the positive practice of semi-underground diaphragm wall tubular construction supporting and the positive practice of campshed tubular construction supporting, top-down method construction process to original tubular underground tank has proposed significant improvement, can safe and effective attenuating difficulty of construction, reduce the engineering construction cost, accelerating construction progress.In addition, supporting method of the present invention is simple to operate, and is with strong points, promotes easily.
Description of drawings
Fig. 1 is semi-underground diaphragm wall tubular construction supporting reverse construction schematic diagram.
Fig. 2 is the positive practice construction of a semi-underground diaphragm wall tubular construction supporting schematic diagram.
Fig. 3 is the positive practice construction of a campshed tubular construction supporting schematic diagram.
Fig. 4 is the positive practice construction of a campshed tubular construction supporting pile bottom reinforcing schematic diagram.
1 soil layer; 2 country rocks; 3 half semi-underground diaphragm walls; 5 pool wall liners; 6 campsheds; 7 annular girders; 8 steel fibre reinforced concrete surface layers; 9 anchor poles; 10 tubular underground tanks.
The specific embodiment
Below in conjunction with specific embodiment, further set forth the present invention.Should be understood that these embodiment only to be used to the present invention is described and be not used in and limit the scope of the invention.Should be understood that in addition those skilled in the art can make various changes or modifications the present invention after the content of having read the present invention's instruction, these equivalent form of values fall within the application's appended claims institute restricted portion equally.
The present invention uses elasticity sheet theory method and theoretical analytic method, the method that adopts finite element and Elasticity to combine is released the tubular effect theory, the breakthrough problem that has solved the hoop internal force of finding the solution structure has proposed semi-underground diaphragm wall space enclosing structure surrounding rock stability and has judged theoretical.
Tubular underground tank 10 engineering constructions such as common Whirlwind tank, the radial displacement of semi-underground diaphragm wall 3 is very little, is not the governing factor that influences structural safety, and hoop axle power is the major control factor of semi-underground diaphragm wall 3 structural safetys of influence.Therefore the concrete crushing strength of semi-underground diaphragm wall 3 is major control factors; As adopt campshed 6 to substitute diaphragm wall 3, and space enclosing structure needs according to a determining deviation annular girder 7 to be set, and inner surface is provided with steel fibre reinforced concrete surface layer 8, keeps the compressive strength of the soil body between two.
Semi-underground diaphragm wall 3 structural base do not have the following moment of flexure of constraint and shearing is zero, and maximal bending moment and shearing occurred in the structure bottom when constraint was arranged.Therefore semi-underground diaphragm wall 3 structural base can not be provided with constraint; As adopt campshed 6 to substitute diaphragm wall, its bottom need be provided with annular girder 7 one, and utilizes anchor pole 9 to be anchored in the bottom country rock 2.
With the free ring internal force in bottom,, can guarantee the safety of engineering in the actual engineering with bottom fixedly computation structure moment of flexure and shearing.
In the digging process, the bottom foundation ditch country rock 2 the easiest plastic statees that enter, country rock 2 minimum principal stresses are radial stresses, its value is zero; Major principal stress is its vertical stress or circumference stress, as long as know the major principal stress of country rock 2, just can judge country rock 2 residing states by the numerical value of major principal stress and the contrast of rock mass compression strength value.When the rock mass compression strength value divided by certain safety factor safety during less than the rock mass compression strength value, otherwise country rock can unstability, need take necessary supporting measure.Therefore country rock 2 excavations in foundation ditch bottom by detecting the rock mass compression strength value and reaching designing requirement, can satisfy country rock 2 security requirements in the construction.
Do not have suitable method to consider the tubular effect of space enclosing structure in the method for designing of Whirlwind tank tubular construction, the analytical method of the semi-underground diaphragm wall that the present invention proposes can remedy the deficiency of this respect.
The present invention is a kind of semi-underground supporting method that is used for the construction of tubular underground tank, described semi-underground supporting method is the positive practice, the described positive practice is for being provided with support system in soil layer 1, country rock 2 utilizes self intensity supporting, dig to tubular underground tank foundation ditch bottom from soil layer 1, finish the tubular construction supporting of tubular underground tank 10 from the bottom to top.
As shown in Figure 2, described support system is the supporting of semi-underground diaphragm wall tubular construction, may further comprise the steps:
(I) semi-underground diaphragm wall 3 supportings are set in soil layer 1;
(II) after entering tubular underground tank foundation ditch bottom country rock 2, in the digging process, detect the rock mass compression strength value, confirm to satisfy the country rock security requirement;
(III) country rock 2 utilizes self intensity supporting, digs to tubular underground tank foundation ditch bottom, finishes the tubular construction supporting of tubular underground tank 10 from the bottom to top.
The radial displacement of semi-underground diaphragm wall 3 is very little, is not the governing factor that influences structural safety, and hoop axle power is the major control factor of influence half semi-underground diaphragm wall structural safety, and therefore the concrete crushing strength of semi-underground diaphragm wall 3 is major control factors; Semi-underground diaphragm wall 3 structural base do not have constraint down moment of flexure and shearing be zero, maximal bending moment and shearing occurred in the structure bottom when constraint was arranged, therefore semi-underground diaphragm wall 3 structural base can not be provided with constraint.
As shown in Figure 3, described support system is the supporting of campshed tubular construction, may further comprise the steps:
(I) along the tubular underground tank campshed 6 supportings are set in soil layer 1, campshed 6 lower ends are anchored in the rock country rock 2;
(II) in soil layer 1, along with tubular underground tank foundation ditch digs deeply, some roads annular girder 7 is set in campshed 6 inboards, in campshed 6 inboards steel fibre reinforced concrete surface layer 8 is set simultaneously, keep the compressive strength of the soil body between two;
(III) when digging soil layer 1 bottom, in campshed 6 bottoms annular girder 7 is set one, anchor pole 9 is set simultaneously, as shown in Figure 4, one end of anchor pole 9 is pulled on the annular girder 7, and the other end is anchored in the bottom country rock 2, finishes the supporting of soil layer in order to bear bottom maximal bending moment and shearing;
(IV) after entering tubular underground tank foundation ditch bottom country rock 2, in the open excavation, detect the rock mass compression strength value, confirm to satisfy the country rock security requirement;
(V) country rock 2 utilizes self intensity supporting, digs to tubular underground tank foundation ditch bottom, finishes the structural support of tubular underground tank tubular 10.
The concrete crushing strength of described semi-underground diaphragm wall 3 is major control factors; As adopt campshed 6 to substitute diaphragm wall, and space enclosing structure needs according to a determining deviation annular girder 7 to be set, and inner surface is provided with steel fibre reinforced concrete surface layer 8, keeps the compressive strength of the soil body between two.
Described semi-underground diaphragm wall 3 structural base can not be provided with constraint; As adopt campshed 6 to substitute diaphragm wall 3, its bottom need be provided with annular girder 7 one, and utilizes anchor pole 9 to be anchored in the bottom country rock 2.
Through the design checking computations, be that native bottom is under the geological condition of rock on top, layering can be omitted against making pool wall liner 5, directly adopts the positive practice construction of whole excavation of foundation pit, and accelerating construction progress reduces engineering cost.
Behind the excavation of rock stratum, described foundation ditch bottom,, can satisfy the security requirement of country rock 2 by detecting the rock mass compression strength value and reaching designing requirement.
Claims (7)
1. one kind is used for the semi-underground supporting method that the tubular underground tank is constructed, it is characterized in that, described semi-underground supporting method is the positive practice, the described positive practice is for being provided with support system in soil layer (1), country rock (2) utilizes self intensity supporting, dig to tubular underground tank foundation ditch bottom from soil layer (1), finish the tubular construction supporting of tubular underground tank (10) from the bottom to top.
2. a kind of semi-underground supporting method that is used for the construction of tubular underground tank according to claim 1 is characterized in that described support system is the supporting of semi-underground diaphragm wall tubular construction, may further comprise the steps:
(I) semi-underground diaphragm wall (3) supporting is set in soil layer (1);
(II) after entering tubular underground tank foundation ditch bottom country rock (2), in the digging process, detect the rock mass compression strength value, confirm to satisfy the country rock security requirement;
(III) country rock (2) utilizes self intensity supporting, digs to tubular underground tank foundation ditch bottom, finishes the tubular construction supporting of tubular underground tank (10) from the bottom to top.
3. a kind of semi-underground supporting method that is used for the construction of tubular underground tank according to claim 1 is characterized in that described support system is the supporting of campshed tubular construction, may further comprise the steps:
(I) along the tubular underground tank campshed (6) supporting is set in soil layer (1), campshed (6) lower end is anchored in the rock country rock (2);
(II) in soil layer (1), along with tubular underground tank foundation ditch digs deeply, some roads annular girders (7) are set in campshed (6) inboard, in campshed (6) inboard steel fibre reinforced concrete surface layer (8) is set simultaneously;
(III) when digging soil layer (1) bottom, in campshed (6) bottom one annular girder (7) is set, anchor pole (9) is set simultaneously, an end of anchor pole (9) is pulled on the annular girder (7), and the other end is anchored in the bottom country rock (2), finishes the supporting of soil layer (1);
(IV) after entering tubular underground tank foundation ditch bottom country rock (2), in the open excavation, detect the rock mass compression strength value, confirm to satisfy the country rock security requirement;
(V) country rock (2) utilizes self intensity supporting, digs to tubular underground tank foundation ditch bottom, finishes the tubular construction supporting of tubular underground tank (10).
4. according to claim 1 or 2 or 3 described a kind of semi-underground supporting method that are used for the construction of tubular underground tank, it is characterized in that the concrete crushing strength of described semi-underground diaphragm wall (3) is the major control factor; As adopt campshed (6) to substitute diaphragm wall (3), and space enclosing structure needs according to a determining deviation annular girder (7) to be set, and inner surface is provided with steel fibre reinforced concrete surface layer (8), keeps the compressive strength of the soil body between two.
5. according to claim 1 or 2 or 3 described a kind of semi-underground supporting method that are used for the construction of tubular underground tank, it is characterized in that described semi-underground diaphragm wall (3) structural base can not be provided with constraint; As adopt campshed (6) to substitute diaphragm wall (3), its bottom need be provided with one annular girder (7), and utilizes anchor pole (9) to be anchored in the bottom country rock (2).
6. according to claim 1 or 2 or 3 described a kind of semi-underground supporting method that are used for the construction of tubular underground tank, it is characterized in that, through the design checking computations, on top is that native bottom is under the geological condition of rock, layering can be omitted against making pool wall liner (5), directly adopt the positive practice construction of whole excavation of foundation pit, accelerating construction progress reduces engineering cost.
7. according to claim 1 or 2 or 3 described a kind of semi-underground supporting method that are used for the construction of tubular underground tank, it is characterized in that, behind the excavation of rock stratum, described foundation ditch bottom,, can satisfy the country rock security requirement by detecting the rock mass compression strength value and reaching designing requirement.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2011101864017A CN102296616A (en) | 2011-07-05 | 2011-07-05 | Semi-underground retaining and protecting method for constructing cylindrical underground tank |
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| CN2011101864017A CN102296616A (en) | 2011-07-05 | 2011-07-05 | Semi-underground retaining and protecting method for constructing cylindrical underground tank |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102605801A (en) * | 2012-03-15 | 2012-07-25 | 中冶天工上海十三冶建设有限公司 | Suspension semi-reverse-construction method for underground circular water tank |
| CN103485365A (en) * | 2013-09-16 | 2014-01-01 | 中冶天工上海十三冶建设有限公司 | Installation method of underground concrete wall formwork of row pile supporting structure |
| CN104846842A (en) * | 2015-05-27 | 2015-08-19 | 中船第九设计研究院工程有限公司 | Deeply-buried pool construction method for gridded underground continuous-wall foundation pit support |
| CN112609732A (en) * | 2020-12-02 | 2021-04-06 | 中国十九冶集团有限公司 | Construction method of cyclone well |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102605801A (en) * | 2012-03-15 | 2012-07-25 | 中冶天工上海十三冶建设有限公司 | Suspension semi-reverse-construction method for underground circular water tank |
| CN103485365A (en) * | 2013-09-16 | 2014-01-01 | 中冶天工上海十三冶建设有限公司 | Installation method of underground concrete wall formwork of row pile supporting structure |
| CN104846842A (en) * | 2015-05-27 | 2015-08-19 | 中船第九设计研究院工程有限公司 | Deeply-buried pool construction method for gridded underground continuous-wall foundation pit support |
| CN112609732A (en) * | 2020-12-02 | 2021-04-06 | 中国十九冶集团有限公司 | Construction method of cyclone well |
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Application publication date: 20111228 |