CN107103168A - Foundation pit side-wall soil-baffling structure design method - Google Patents
Foundation pit side-wall soil-baffling structure design method Download PDFInfo
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Abstract
Foundation pit side-wall soil-baffling structure design method, is related to a kind of soil-baffling structure design method.In order to solve existing soil-baffling structure design a model do not consider soil-baffling structure native impedance behind to the advantageous effect of soil-baffling structure and simultaneously in the incoming soil body action effect of compressive pre-stress and cause the problem of soil-baffling structure material usage is excessive.The present invention calculates active earth pressure numerical value and mark of drawing, establishing model sketch first；Then active earth pressure P in model sketch is pressed 3:The pressure value mirror image of 1 reduction removes the soil pressure or earth resistance for removing soil body side after precompression again to anchor pole spring fastening side；Determine that the ladder track lotus centre of form or central point obtain anchor pole vertically array pitch by sharing interval and accumulating concentrated force；Model sketch according to soil body lateral earth pressure or earth resistance is removed determines anchor pole vertically the anchor pole precompressed concentrated force of array pitch formation and the active position design equivalent sketch of anchor pole precompressed concentrated force；Again soil-baffling structure is designed by vertical ground beam slab.The present invention is applied to the design of foundation pit side-wall soil-baffling structure.
Description
Technical field
The present invention relates to a kind of soil-baffling structure design method.
Background technology
Deep-foundation side wall soil-baffling structure is as construction period provisional purposes, and its material usage is too many, and man-hour cost is many
In underground infrastructure.And cause the basic reason of the unnecessary consumption of these resources to be：A suitable design method is not found.Its
Subject matter is：It can not temporarily consider the effect of precompression in operating process is implemented, even if employing prestressed anchor supporting,
Application precompression is not included in by favourable effect of the incoming soil stress of soil-baffling structure to soil wedge body slide surface, more not quantitative meter
Calculate analysis result.For example：The anchor pole soil-baffling structure now generally used, which designs a model, just not to be considered：When anchor pole end anchorage is to earth-retaining knot
When structure applies precompression, to the advantageous effect of soil-baffling structure and simultaneously in the incoming soil body, precompressed should for soil-baffling structure native impedance behind
Power, three stress increments of generation are on soil wedge body limiting equilibrium slide surface：Zheng Ying Li ﹑ Jian Ying Li ﹑ increase of shear strength.Due to
Horizontal compression is equal in the range of the cell cube that soil wedge body slide surface is constituted and is uniformly distributed, transformed to have three stress increments
Remove to balance the soil body weight stress increment for the state of limit equilibrium that has the initiative jointly.Lateral precompression can be considered as to lateral spacing constraint again
Power, can constrain the soil body and have the initiative state of limit equilibrium.Due to being included in for soil-baffling structure native impedance behind and increase of shear strength,
Change existing soil-baffling structure model sketch and design method.
The content of the invention
The present invention, which designs a model to solve existing soil-baffling structure, does not consider soil-baffling structure native impedance behind to earth-retaining knot
Compressive pre-stress acts on and causes the problem of soil-baffling structure material usage is excessive in the advantageous effect of structure and the simultaneously incoming soil body.
Foundation pit side-wall soil-baffling structure design method, comprises the following steps：
Step 1: calculating active earth pressure numerical value and mark of drawing, establishing model sketch；In model sketch, earth-retaining knot
The side of structure is soil body side, and soil-baffling structure opposite side is provided with some unidirectional carrying precompression anchor pole spring fastenings and anchor pole, unidirectionally
Carry precompression anchor pole spring fastening connection anchor pole and apply precompression Npi1 to soil-baffling structure；
Step 2: active earth pressure P in model sketch is pressed into 3:The pressure value mirror image of 1 reduction is to anchor pole spring fastening one
Side, removes precompression Npi1, then removes the soil pressure or earth resistance of soil body side, obtains removing soil body lateral earth pressure or earth resistance
Model sketch；
Step 3: the precompressed force that can apply of known anchor pole is equal to the trapezoidal line load of model sketch, by sharing interval
Accumulate concentrated force Npi2；The ladder track lotus centre of form or central point are determined again, draw anchor pole vertically array pitch；
Step 4: according to the model sketch for removing soil body lateral earth pressure or earth resistance determine anchor pole vertically array pitch formation
Anchor pole precompressed concentrated force and the active position design equivalent sketch of anchor pole precompressed concentrated force；Again earth-retaining knot is designed by vertical ground beam slab
Structure.
Further, the unidirectional carrying precompression anchor pole spring fastening described in step one includes the strong point, pole and spring；
One end of described pole is fixed by the strong point, one end of the other end connecting spring of pole, the other end connection anchor of spring
Bar, precompression is applied by anchor pole to soil-baffling structure.
The invention has the advantages that：
Under ground evenly load and soil body Gravitative Loads, the distribution of the lateral earth pressure of deep-foundation side wall soil-baffling structure one is as schemed
1, and the corresponding Fig. 1 of present invention opposite side anchor pole support node has 2 points of model sketch bearings for being different from using before：First,
Soil bolt is accompanied by precompression in tensioning grappling, bearing load, has precompression Npi on the spring fastening of sketch, makees
For soil-baffling structure.2nd, under precompression effect, soil-baffling structure is moved to soil body side, anchor pole bearing can follow up it is mobile without
Drawing, is expressed as disengaging on sketch.When producing displacement under being acted in soil pressure and connect, it can support again (drawing).This
One unidirectional supporting (drawing) and the bearing of energy precompressed is referred to as：Unidirectional carrying precompression anchor pole spring fastening.
Carry out the present invention simultaneously just to consider at the beginning of design, favourable work of the soil-baffling structure native impedance behind to soil-baffling structure
With, while compressive pre-stress in the incoming soil body, and produce on soil wedge body limiting equilibrium slide surface three stress increments.So that this
Invention precompressed even distributed force of spring fastening in design is 1/3rd of original soil body side active soil pressure even distributed force P, and
It is that there is theoretical foundation after demonstration.So to design foundation pit side-wall soil-baffling structure according to the present invention, can ensure
Soil-baffling structure material usage is greatly saved on the basis of the earth-retaining ability of design requirement, it is directed to anchor pole consumption one, profit
Just the consumption of anchor pole can be reduced more than 50 percent with the present invention.
Brief description of the drawings
Fig. 1 is foundation pit side-wall earth-retaining model sketch；In figure：1 is soil-baffling structure；2 be that precompression anchor pole spring fastening is (unidirectional
Carrying)；3 be foundation ditch bottom absolute altitude；
Fig. 2 applies foundation pit side-wall earth-retaining model sketch after precompression to remove anchor pole to soil-baffling structure；
Fig. 3 is the model sketch for removing soil body lateral earth pressure or earth resistance；
Fig. 4 is the design equivalent sketch of anchor pole precompressed concentrated force：
Fig. 5 is the schematic diagram of anchor pole support node.
Embodiment
Embodiment one：Illustrate present embodiment with reference to Fig. 1 to Fig. 4,
Foundation pit side-wall soil-baffling structure design method, comprises the following steps：
Step 1: active earth pressure numerical value and mark of drawing are calculated, establishing model sketch, as shown in Figure 1；In model sketch
In, the side of soil-baffling structure 1 is soil body side, and the opposite side of soil-baffling structure 1 (on the left of the soil-baffling structure in Fig. 1) is unidirectionally held provided with some
Precompression anchor pole spring fastening 2 and anchor pole are carried, unidirectional carrying precompression anchor pole spring fastening 2 connects anchor pole, and anchor pole gives earth-retaining knot
Structure 1 applies precompression Npi1 (Npi shown in Fig. 1)；Note：Fig. 1 active earth pressure values, are the soil pressures when initial zero precompression
Power distribution map；
Step 2: active earth pressure P in model sketch is pressed into 3:The pressure value mirror image of 1 reduction is to anchor pole spring fastening one
Side, removes precompression Npi1, as shown in Fig. 2 removing the soil pressure or earth resistance of soil body side (on the right side of soil-baffling structure) again, is gone
Fall the model sketch of soil body lateral earth pressure or earth resistance, as shown in figure 3,
Step 3: the precompressed force that known anchor pole can apply is equal to the trapezoidal line load of model sketch shown in Fig. 3, press
Share interval and accumulate concentrated force Npi2 (Npi shown in Fig. 4)；The ladder track lotus centre of form or central point are determined again, draw anchor pole
Vertically array pitch；
Step 4: determining that vertically array pitch is formed anchor pole according to the model sketch 3 for removing soil body lateral earth pressure or earth resistance
Anchor pole precompressed concentrated force and active position design the equivalent sketch of anchor pole precompressed concentrated force, as shown in sketch 4；Vertical ground is pressed again
Beam slab designs soil-baffling structure.
Unidirectional carrying precompression anchor pole spring fastening 2 described in step one includes strong point 2-1, pole 2-2 and spring 2-
3；Described pole 2-2 one end is fixed by strong point 2-1, pole 2-2 other end connecting spring 2-3 one end, spring
2-3 other end connection anchor pole, precompression is applied by anchor pole to soil-baffling structure 1, when soil-baffling structure 1 is dynamic to lateral soil movement, anchor
Bar does not pull carrying, and when soil-baffling structure 1 is moved to bearing side, anchor pole then pulls carrying, is referred to as unidirectional carrying.
Design method of the present invention is proved：
1st, coulomb shearing strength envelope curve and Mohr's stress circle point of contact geometrical relationship τ=τ are obtained by soil testf；It is writeable to be unearthed
Stress-type (1) under body state of limit equilibrium, (2)：
Simultaneous formula (1), (2) can deriving：
Under the conditions of state of limit equilibrium, soil shear strength is linear function, differential and increment with principal stresses relation formula
Have：
dτf=Δ τf；D σ=Δ σ (5)
Formula (3), (4) are by formula (5a) respectively to σ1, σ3Derivation differential obtains increment type：
Formula (6), (7) can be write as component form by principal compressive stress increment by size.
2nd, the horizontal sextant angle in soil body limiting equilibrium face and normal stress formula：
By formula (8), (9) obtain formula：
3rd, the foundation pit side-wall soil body is set by horizontal compression increment Delta σ3；
Obtained by formula (10)：
Formula (11) is to τfDerivation：
The component type that differential obtains increment is write, by formula:Δτf=Δ τf1=Δ τf3：
By formula (7), (13) obtain relational expression：
By formula：：
It is existing：
Formula (11), (14) are to σ3Derivation：
Write the component type that differential obtains increment
Formula (13a), (16) resultant vector Increment effect is obtained：
Δσ1=Δ σ1τ+Δσ13=3 Δ σ13
If：Δσ1=σ1；σ3=p；Obtained by formula (17)：
P：Soil pressure；q：Ground evenly load；σ3：Small principal compressive stress；σ1：Big principal compressive stress.
Δσ1：Soil body unit is vertical to compression increment (big principal compressive stress increment)；
Δσ3：Soil body unit horizontal is to compression increment (small principal compressive stress increment)；
Δτf：Increase of shear strength on soil wedge body limiting equilibrium face；
Under ground evenly load and soil body Gravitative Loads, the distribution of the lateral earth pressure of deep-foundation side wall soil-baffling structure one is as schemed
1, and the schematic detail view of Fig. 1 opposite side anchor pole support node 2 is as shown in figure 5, anchor pole support node has be different from before at 2 points
The model sketch bearing of use：First, soil bolt is accompanied by precompression in tensioning grappling, bearing load, in the spring of sketch
Have precompression Npi on bearing, act on soil-baffling structure.2nd, under precompression effect, soil-baffling structure is moved to soil body side,
Anchor pole bearing can follow up movement without pulling, and be expressed as disengaging on sketch.Displacement is produced under being acted in soil pressure and is connected
When, it can support again (drawing).This unidirectionally supports (drawing) and the bearing of energy precompressed is referred to as：Unidirectional carrying precompression anchor
Bar spring fastening.
Claims (2)
1. foundation pit side-wall soil-baffling structure design method, it is characterised in that comprise the following steps：
Step 1: calculating active earth pressure numerical value and mark of drawing, establishing model sketch；In model sketch, soil-baffling structure (1)
Side be soil body side, soil-baffling structure (1) opposite side provided with some unidirectional carrying precompression anchor pole spring fastenings (2) and anchor pole,
Unidirectional carrying precompression anchor pole spring fastening (2) connection anchor pole, anchor pole applies precompression Npi1 to soil-baffling structure (1)；
Step 2: active earth pressure P in model sketch is pressed into 3:The pressure value mirror image of 1 reduction is gone to anchor pole spring fastening side
Fall precompression Npi1, then remove the soil pressure or earth resistance of soil body side, obtain removing the model of soil body lateral earth pressure or earth resistance
Sketch；
Step 3: the precompressed force that known anchor pole can apply is equal to the trapezoidal line load of model sketch, collect by interval is shared
Into concentrated force Npi2；The ladder track lotus centre of form or central point are determined again, draw anchor pole vertically array pitch；
Step 4: determining the anchor pole anchor pole that vertically array pitch is formed according to the model sketch for removing soil body lateral earth pressure or earth resistance
Precompressed concentrated force and the active position design equivalent sketch of anchor pole precompressed concentrated force；Again soil-baffling structure is designed by vertical ground beam slab.
2. foundation pit side-wall soil-baffling structure design method according to claim 1, it is characterised in that unidirectional described in step one
Carrying precompression anchor pole spring fastening (2) includes the strong point (2-1), pole (2-2) and spring (2-3)；Described pole (2-2)
One end it is fixed by the strong point (2-1), one end of the other end connecting spring (2-3) of pole (2-2), spring (2-3) it is another
One end connects anchor pole, and precompression is applied to soil-baffling structure (1) by anchor pole.
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| CN201710487401.8A CN107103168B (en) | 2017-06-23 | 2017-06-23 | Design method of foundation pit side wall retaining structure |
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| CN201710487401.8A CN107103168B (en) | 2017-06-23 | 2017-06-23 | Design method of foundation pit side wall retaining structure |
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| CN107103168B CN107103168B (en) | 2020-11-06 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4682914A (en) * | 1985-12-23 | 1987-07-28 | Isamu Aihara | Hydraulic trench support |
| CN102839673A (en) * | 2012-09-19 | 2012-12-26 | 白福波 | Design method of side wall depth of foundation pit |
| CN104452770A (en) * | 2013-04-03 | 2015-03-25 | 哈尔滨工业大学 | Method for determining internal force of soil body through geotechnical constitutive broken line segment stiffness |
| CN105586974A (en) * | 2016-02-05 | 2016-05-18 | 中国电建集团华东勘测设计研究院有限公司 | Design method for foundation pit retaining structure |
| CN106570221A (en) * | 2016-10-18 | 2017-04-19 | 中冶集团武汉勘察研究院有限公司 | Method for computing horizontal lateral stiffness of pile top crown beam of support pile of cylindrical foundation pit |
-
2017
- 2017-06-23 CN CN201710487401.8A patent/CN107103168B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4682914A (en) * | 1985-12-23 | 1987-07-28 | Isamu Aihara | Hydraulic trench support |
| CN102839673A (en) * | 2012-09-19 | 2012-12-26 | 白福波 | Design method of side wall depth of foundation pit |
| CN104452770A (en) * | 2013-04-03 | 2015-03-25 | 哈尔滨工业大学 | Method for determining internal force of soil body through geotechnical constitutive broken line segment stiffness |
| CN105586974A (en) * | 2016-02-05 | 2016-05-18 | 中国电建集团华东勘测设计研究院有限公司 | Design method for foundation pit retaining structure |
| CN106570221A (en) * | 2016-10-18 | 2017-04-19 | 中冶集团武汉勘察研究院有限公司 | Method for computing horizontal lateral stiffness of pile top crown beam of support pile of cylindrical foundation pit |
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Address after: No. 73 Huanghe Road, Nangang District, Harbin City, Heilongjiang Province, 150000 Patentee after: Harbin Institute of Technology Architectural Design and Research Institute Co.,Ltd. Address before: No. 73 Huanghe Road, Nangang District, Harbin City, Heilongjiang Province, 150000 Patentee before: BUILDING DESIGN Research Institute HARBIN INSTITUTE OF TECHNOLOGY |