CN103388337A - Cut slope pre-reinforced pile construction method based on soil arch effect - Google Patents
Cut slope pre-reinforced pile construction method based on soil arch effect Download PDFInfo
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- CN103388337A CN103388337A CN2013102845385A CN201310284538A CN103388337A CN 103388337 A CN103388337 A CN 103388337A CN 2013102845385 A CN2013102845385 A CN 2013102845385A CN 201310284538 A CN201310284538 A CN 201310284538A CN 103388337 A CN103388337 A CN 103388337A
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Abstract
The invention belongs to the technical field of rock engineering and particularly relates to a cut slope pre-reinforced pile construction method based on a soil arch effect. The cut slope pre-reinforced pile construction method comprises the following steps: firstly, leveling a slope surface; then calculating a pile distance through considering the soil arch effect between pre-reinforced piles; setting the pre-reinforced piles on a slope according to the determined pile distance; and finally, carrying out before-pile framework anchor rod construction and paving a green protection layer. The construction method disclosed by the invention sufficiently considers the mutual effect of the piles and a structure object between the piles, namely the soil arch effect can be formed between the piles by the pre-reinforced piles; and therefore, the distance between the pre-reinforced piles is calculated, a calculation result is more accurate, the engineering investment can be saved in a construction process, a safe target is realized and materials are saved.
Description
Technical field
The invention belongs to the Geotechnical Engineering field, be specifically related to a kind of pre-reinforcement of cut slope based on soil arching effect pile construction method.
Background technology
Fast-developing and diversified along with the slope supporting structure, emerge a lot of light supporting structures in engineering practice, as soil nail wall etc. between framework anchor pole wall, reinforcing pile between the pre-reinforcement stake.But the problem that exists at present is theoretical calculating is slightly poorer than engineering practice, as the pile spacing how to confirm of pre-reinforcement stake.In the structure Design and Calculation of pre-reinforcement stake, the pre-reinforcement stake is arranged on plain stage of slope, can form native arching action between stake and stake, plays the whole slope stabilization.An important indicator when pile spacing is reinforcing pile design, construction, pile spacing is excessive may cause the antiskid effect to lose efficacy, and the too small increase of investment that easily causes again of pile spacing, so reasonably the pile spacing problem is an important engineering problem.In the design and construction of pile spacing, generally do not consider " soil arching effect " between stake at present, mostly according to the load that acts in stake, directly therefore the design pile spacing can produce very large waste according to conventionally calculation by the pile load.
Summary of the invention
Purpose of the present invention is exactly the deficiency that exists in order to solve the above-mentioned background technology, and a kind of pre-reinforcement of cut slope based on soil arching effect pile construction method is provided.
The technical solution used in the present invention is: a kind of pre-reinforcement of cut slope based on soil arching effect pile construction method comprises the following steps:
(1), at side slope surface, carry out earth rock placement and excavation, smooth domatic;
(2), according to formula
Calculate pile spacing
(3), at the next stage plain stage of slope of Slope body, the pre-reinforcement stake is set along the even interval of length of slope direction according to the pile spacing of determining;
(4), the pre-reinforcement pile driving construction good after, the boring of even interval, insert in the anchor pole of making in the hole of having bored on side slope in the Slope surface, and to slip casting in the hole that is inserted with anchor pole, formation anchor pole wall body of wall;
(5), lay the Green Protection layer at anchor pole wall surface of wall.
In following formula: δ is the angle of friction between stake side and surrounding soil; c
wFor the unit adhesion strength between stake side surface and pile peripheral earth; C is soil body cohesion; φ is soil body angle of internal friction; Q is a rear soil body sliding force; B is the width of stake; R is the native pitch of arch; S is pile spacing.
Further, in described step, (3) middle pre-reinforcement stake is the reinforced concrete rectangular stake, and sectional dimension is 1.75 * 3.0m.
Further, the anchor pole spacing is 3-5m in described step (4), and is downward-sloping, with the angle of horizontal plane be 15 °-25 °.
Further, the grid-like framework that described step (5) consists of concrete in the setting of anchor pole wall surface of wall before, the width of framework is 3-5m.
Further, described Green Protection layer is positioned at the grid of framework, and the Green Protection layer is linked network spray thick-layer base material or three-dimensional ecology bag.
When cut slope of the present invention adopts the pre-reinforcement pile driving construction, in view of the pre-reinforcement stake can form " soil arching effect " between stake, with skidding off of restriction inter-pile soil body, and stake adverse grade body pressure is delivered in the stake of both sides, therefore taking into full account soil arching effect, is axis of symmetry at span centre by adjacent two inter-pile soil arch shape parabola shaped, with this, calculates the spacing of adjacent two pre-reinforcement stakes, result of calculation is more accurate, can cost saving during construction.This constructure scheme has taken into full account the interaction of works between stake and stake, has namely arrived safe target, can save material again.This constructure scheme has improved light supporting structure design accuracy and the job practices of railway cutting, has filled up the theory of computation and the Construction practices of compound retaining structure.
Description of drawings
Fig. 1 is inter-pile soil arching schematic diagram of the present invention.
Fig. 2 is the soil arch model under plane strain state.
Fig. 3 is that inter-pile soil arch of the present invention is simplified computation model.
Fig. 4 is the pressure zone schematic diagram of stake of the present invention both sides soil arch intersection.
Fig. 5 is the structural representation of Construction State of the present invention.
Fig. 6 is vertical cross-section cutaway view of the present invention.
The specific embodiment
The present invention is described in further detail below in conjunction with the drawings and specific embodiments, be convenient to be well understood to the present invention, but they do not form restriction to the present invention.
Cut slope based on soil arching effect pre-reinforcement pile construction method of the present invention comprises the following steps:
At first at domatic earth rock placement and the excavation of carrying out, smooth domatic;
Then calculate pile spacing by the soil arching effect of considering 1 of pre-reinforcement stake.Form soil arch 2 due to the performance of soil body shear resistance after the interaction of stake and inter-pile soil body and inter-pile soil body and stake in the soil body, namely form soil arching effect, with skidding off of restriction inter-pile soil body, and stake adverse grade body pressure is delivered in the stake of both sides, two effects of playing arch springing that this moment is adjacent, inter-pile soil arching simplified schematic diagram as shown in Figure 1.Do following supposition while considering the inter-pile soil arching, calculating pile spacing: 1, to be axis of symmetry at span centre parabola shaped for adjacent two inter-pile soil arch shape, and the arch of the soil between adjacent two forms in the side slope body after mainly between stake; 2, disregard the deadweight of soil arch, do not consider in detail simultaneously under the rear soil arching effect of stake is by upper (place, stake top) situation about weakening gradually, but the form of encircleing with place, stake top soil on the whole is uniformly distributed to simplify analysis, the approximate plane strain problems that is reduced to edge stake length direction of soil arch problem.In Figure 2-4, in figure, x, y, z is change in coordinate axis direction, and stake is wide is b, and arch ring thickness is t, and sagitta (span centre degree of peeling off) is r, and A is native span of arch middle section, and B is soil arch trailing edge, and C is soil arch leading edge.
Below definite method of considering the pile spacing of inter-pile soil arching:
Suppose that arch is parabola, can obtain reasonable arch (parabola) equation and be:
So knowledge of encircleing relevant to structural mechanics can obtain the arch springing counter-force and be:
In formula, F
xWith F
yBe respectively arch springing place counter-force, S is native span of arch degree (being clear distance between adjacent two), q
kBe respectively a front resistance of soil and the rear soil body sliding force of stake with q, λ is arch springing pass force crossly coefficient, and generally speaking, λ value is relatively close to 1, and institute thinks to simplify to be calculated, and can be similar to and get λ=1.
Meet the static balance condition between stake, being not less than between stake of the frictional resistance of two sides acts on the pressure (slope body pressure) on the soil arch.Analyze for convenience desirable equal sign (ultimate limit state), its expression formula can be written as:
In formula: δ is the angle of friction between stake side and surrounding soil, by concrete wall surface, gets
c
wFor the unit adhesion strength between stake side surface and pile peripheral earth, the kPa of unit, think and can adopt according to hot season promise husband's research not
.
The spaning middle section that encircles due to soil is the least favorable cross section, so the soil body will meet strength condition herein; Simultaneously, because the leading edge point C at spaning middle section A place is stressed more more unfavorable than trailing edge point B, therefore getting the leading edge point C of spaning middle section place meets strength condition, adopts the Mohr-Coulomb criterion of strength here.The Mohr-Coulomb criterion of strength is:
, wherein, c,
Be respectively soil body cohesion and angle of internal friction., by the geometrical relationship of the research minimum and maximum main stress bar of the unit soil body in Mohr's circle of stress, can obtain normal stress σ and the maximum σ of shear stress τ
1With minimum principal stress σ
3The relational expression of expression, the substitution criterion of strength obtains:
At this moment, if get λ=1, the spaning middle section moment of flexure is zero.So leading edge point stress σ of spaning middle section place
1MFor:
Thereby according to the Mohr-Coulomb criterion of strength, can obtain:
Obtain after the arrangement to above-mentioned formula:
Consider the effect of elastic resistance of the soil body to reinforcing pile before the stake in top computational process, when not having the soil body before stake, do not had front resistance of soil, i.e. a q
k=0,
Last pile spacing according to determining arranges the pre-reinforcement stake at the next stage plain stage of slope of Slope body 5 along the even interval of length of slope direction; The pre-reinforcement stake is the reinforced concrete rectangular stake, and sectional dimension is 1.75 * 3.0m; The pre-reinforcement pile driving construction well afterwards with air pressure gun in side slope surface uniform interval boring, the anchor pole 6 of making is inserted in the hole of having bored on side slope, timely to slip casting in the hole that is inserted with anchor pole, form anchor pole wall body of wall, the anchor pole spacing is 3-5m, and is downward-sloping, with the angle of horizontal plane be 15 °-25 °.Simultaneously, at anchor pole wall surface of wall, latticed framework 3 is set, the width of framework is 3-5m, lays Green Protection layer 4 in the grid of framework.The Green Protection layer is linked network spray thick-layer base material or three-dimensional ecology bag.
The content that is not described in detail in this manual belongs to the known prior art of this area professional and technical personnel.
Claims (5)
1. the pre-reinforcement of the cut slope based on a soil arching effect pile construction method, is characterized in that, comprises the following steps:
(1), at side slope surface, carry out earth rock placement and excavation, smooth domatic;
(2), according to formula
Calculate pile spacing
(3), at the next stage plain stage of slope of Slope body, the pre-reinforcement stake is set along the even interval of length of slope direction according to the pile spacing of determining;
(4), the pre-reinforcement pile driving construction good after, the boring of even interval, insert in the anchor pole of making in the hole of having bored on side slope in the Slope surface, and to slip casting in the hole that is inserted with anchor pole, formation anchor pole wall body of wall;
(5), lay the Green Protection layer at anchor pole wall surface of wall;
In following formula: δ is the angle of friction between stake side and surrounding soil; c
wFor the unit adhesion strength between stake side surface and pile peripheral earth; C is soil body cohesion; φ is soil body angle of internal friction; Q is a rear soil body sliding force; B is the width of stake; R is the native pitch of arch; S is pile spacing.
2. the pre-reinforcement of the cut slope based on soil arching effect pile construction method according to claim 1 is characterized in that: in described step in (3) pre-reinforcement stake be the reinforced concrete rectangular stake, sectional dimension is 1.75 * 3.0m.
3. the framework of the cut slope based on soil arching effect anchor pole wall construction method according to claim 1 is characterized in that: in described step (4), the anchor pole spacing is 3-5m, and is downward-sloping, with the angle of horizontal plane be 15 °-25 °.
4. the pre-reinforcement of the cut slope based on soil arching effect pile construction method according to claim 1, it is characterized in that: the grid-like framework that described step (5) consists of concrete in the setting of anchor pole wall surface of wall before, the width of framework is 3-5m.
5. the pre-reinforcement of the cut slope based on soil arching effect pile construction method according to claim 4, it is characterized in that: described Green Protection layer is positioned at the grid of framework, and the Green Protection layer is linked network spray thick-layer base material or three-dimensional ecology bag.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104964769A (en) * | 2015-08-04 | 2015-10-07 | 中铁第五勘察设计院集团有限公司 | Concrete side pressure computing method |
| CN109537605A (en) * | 2018-11-21 | 2019-03-29 | 滨州学院 | A kind of multiple arch side slope pays protection structure and its construction method in advance |
| CN109914432A (en) * | 2019-04-12 | 2019-06-21 | 四川省交通勘察设计研究院有限公司 | A kind of execavated rockmass pre-reinforcement piling wall supporting construction and method |
| CN113065238A (en) * | 2021-03-19 | 2021-07-02 | 辽宁工程技术大学 | Side slope stability range determination method based on arch effect theory |
| CN116220740A (en) * | 2023-03-02 | 2023-06-06 | 云南省交通规划设计研究院有限公司 | Transverse advanced support design method for backward tunnel of non-pilot multi-arch tunnel |
| CN117027021A (en) * | 2023-10-08 | 2023-11-10 | 中铁二十二局集团电气化工程有限公司 | Cutting retaining structure and construction method |
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| JP2007291707A (en) * | 2006-04-25 | 2007-11-08 | Nishi Nippon Spc Kk | Bank structure and method of constructing the same |
| CN102277875A (en) * | 2011-05-09 | 2011-12-14 | 中铁二院工程集团有限责任公司 | Composite supporting structure between piles |
| CN202509512U (en) * | 2012-03-29 | 2012-10-31 | 中铁第四勘察设计院集团有限公司 | Green protecting structure for deep cutting of high-speed railway |
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| JP2007291707A (en) * | 2006-04-25 | 2007-11-08 | Nishi Nippon Spc Kk | Bank structure and method of constructing the same |
| CN102277875A (en) * | 2011-05-09 | 2011-12-14 | 中铁二院工程集团有限责任公司 | Composite supporting structure between piles |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104964769A (en) * | 2015-08-04 | 2015-10-07 | 中铁第五勘察设计院集团有限公司 | Concrete side pressure computing method |
| CN109537605A (en) * | 2018-11-21 | 2019-03-29 | 滨州学院 | A kind of multiple arch side slope pays protection structure and its construction method in advance |
| CN109914432A (en) * | 2019-04-12 | 2019-06-21 | 四川省交通勘察设计研究院有限公司 | A kind of execavated rockmass pre-reinforcement piling wall supporting construction and method |
| CN113065238A (en) * | 2021-03-19 | 2021-07-02 | 辽宁工程技术大学 | Side slope stability range determination method based on arch effect theory |
| CN116220740A (en) * | 2023-03-02 | 2023-06-06 | 云南省交通规划设计研究院有限公司 | Transverse advanced support design method for backward tunnel of non-pilot multi-arch tunnel |
| CN116220740B (en) * | 2023-03-02 | 2023-10-27 | 云南省交通规划设计研究院有限公司 | Transverse advanced support design method for backward tunnel of non-pilot multi-arch tunnel |
| CN117027021A (en) * | 2023-10-08 | 2023-11-10 | 中铁二十二局集团电气化工程有限公司 | Cutting retaining structure and construction method |
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Application publication date: 20131113 |