CN101881025B - Design method for shallow-buried flexible anti-slide pile for deep covering layer slope retaining - Google Patents
Design method for shallow-buried flexible anti-slide pile for deep covering layer slope retaining Download PDFInfo
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- CN101881025B CN101881025B CN2010102212374A CN201010221237A CN101881025B CN 101881025 B CN101881025 B CN 101881025B CN 2010102212374 A CN2010102212374 A CN 2010102212374A CN 201010221237 A CN201010221237 A CN 201010221237A CN 101881025 B CN101881025 B CN 101881025B
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Abstract
The present invention relates to the design methods of the shallow-buried flexible anti-slide pile for deep covering layer slope retaining. Technical problem to be solved by the invention is to provide a kind of design methods of shallow-buried flexible anti-slide pile for deep covering layer slope retaining, friction pile is set to be capable of providing anti-skid power needed for stability of slope, reduce the disturbance of side slope, guarantee side slope monolithic stability, cost saving accelerates construction progress. Solving the problems, such as this technical solution is: calculate separately the sliding plane of weakness long resistance of two parts unit stake up and down according to the following formula first:
Then it calculates according to the following formula and is located at the sliding plane of weakness long proportionate relationship of two parts stake up and down:
Present invention is mainly used for deep covering layer slope retaining engineerings.
Description
Technical field
The present invention relates to a kind of method for designing of shallow-buried flexible anti-slide pile, particularly a kind of method for designing that is used for the shallow-buried flexible anti-slide pile of deep covering layer slope retaining mainly is applicable to the deep covering layer slope retaining engineering.
Background technology
Antislide pile is one of important supporting and protection structure form that extensively adopts in the slope treatment engineering; Existing antislide pile; No matter be fully buried, cantilevered or flush type, all require to have enough rigidity and anchoring section length for stable basement rock or closely knit soil layer, pile body below the slope sliding face.And for the engineering of some topographic and geologic complicated conditions; Often run into deep covering layer slope; Basement rock that it is stable below slide plane or closely knit soil layer bury deeply; As press conventional design method the anchoring section of stake is deeply stablized rock-soil layer, stake long and pile body cross section are with excessive and uneconomical, and difficulty of construction is big.
Summary of the invention
The technical problem that the present invention will solve is: to stablizing basement rock below loosely organized, the yielding and slide plane of deep covering layer/soil-slope or closely knit soil layer buries dark characteristics; A kind of method for designing that is used for the shallow-buried flexible anti-slide pile of deep covering layer slope retaining has been proposed; Stablize that basement rock or closely knit soil layer bury deeply, pile body can't go deep into or uneconomical, that execution conditions are limited condition under; Make antislide pile can provide stability of slope required anti-skid power, reduce disturbance, guarantee the side slope monolithic stability side slope; Save construction investment, accelerating construction progress.
The technical scheme that the present invention adopted is: the method for designing that is used for the shallow-buried flexible anti-slide pile of deep covering layer slope retaining; Has the slip plane of weakness and the pile body below the plane of weakness that deeply slides; It is characterized in that, mainly be to confirm to lay respectively at the slip plane of weakness long proportionate relationship of two parts stake up and down:
At first calculate the slip plane of weakness long resistance of two parts unit's stake up and down respectively according to following formula:
In the formula,
p
hBe the long resistance of unit stake, c is the cohesion of the soil body,
Be the angle of internal friction of the soil body, c,
Can obtain by the test of indoor/outdoor rock mechanics,
Be cohesion pressure, D is circle stake diameter, p
0=k
0σ
zBy the Stationary side pressure of the investigation degree of depth, σ
z=r
h* h is by being investigated degree of depth soil body vertical stress, r
hBe soil body unit weight, h is that the soil body is investigated the degree of depth, k
0For the Stationary side pressure coefficient, be expressed as
Calculate based on following formula then and lay respectively at the slip plane of weakness long proportionate relationship of two parts stake up and down:
In the formula,
Be the long resistance of unit stake of the above pile body of slip plane of weakness, L
uBe the length of the above pile body of slip plane of weakness,
Be the long resistance of unit stake of the following pile body of slip plane of weakness, L
dLength for the following pile body of slip plane of weakness.
Said pile body bottom is positioned at below the slip plane of weakness, more than the stable rock-soil layer, promptly the pile body following certain depth of plane of weakness that need deeply slide is not stablized in the rock-soil layer but need not anchor into.
The diameter D of said pile body is 60～80cm, to realize mechanized construction.
Establishing muscle in the said pile body, wherein the quantity of longitudinal reinforcement is more than or equal to 6, and diameter is more than or equal to 12mm, and the peripheral every separated 2m of said longitudinal reinforcement establishes the hoop of putting more energy into together, and the diameter of this hoop of putting more energy into is more than or equal to 6mm.
The invention has the beneficial effects as follows: the present invention is directed to that stable basement rock in covering layer or soil-slope its underpart or closely knit soil layer bury deeply, pile body can't go deep into or the situation uneconomical, that execution conditions are limited; A kind of method for designing of shallow-buried flexible steel concrete antislide pile has been proposed; Pile body only need deeply slide below the plane of weakness and need not to anchor into stable rock-soil layer, can make antislide pile can provide stability of slope required anti-skid power, and need anchor into the structure of stablizing basement rock with respect to pile body in the prior art; Not only shortened the length of used pile body greatly; Saved construction investment, reduced disturbance, and made full use of the maximum anti-skid power of pile body side slope; Guarantee the monolithic stability of side slope, accelerated construction speed.
Description of drawings
Fig. 1 is the stressed sketch map when the anti-skid power of pile body is maximum among the present invention.
Fig. 2 is that pile body deeply slides length below the plane of weakness much larger than the stressed sketch map of slip plane of weakness with top among the present invention.
Fig. 3 is that pile body deeply slides length below the plane of weakness much smaller than the stressed sketch map of slip plane of weakness with top among the present invention.
Fig. 4 is the structure chart of arrangement of reinforcement among the present invention.
Fig. 5 is the vertical view of Fig. 4.
Fig. 6 is the structure chart of spiral stirrup among the present invention.
The specific embodiment
In the practical application; At first confirm slip plane of weakness 1 position with the exploration result according to the geologic information at scene; Carry out the layout of pile body 2 then; Make it deeply slide plane of weakness below 1, stake is long to be confirmed according to composite factors such as soil layer buried depth, execution conditions and economy, does not stablize in basement rock or the closely knit soil layer but need not anchor into.Because the anti-skid power of pile body 2 is in fact main relevant with slip the plane of weakness long Lu of stake and slip plane of weakness long Ld below 1 and native intensity 1 or more, native factors such as stress.When soil strength is identical; When slip plane of weakness 1 with pile body 2 length of lower part much larger than the slip plane of weakness during with top (as shown in Figure 2); The slip plane of weakness is less than slip plane of weakness 1 with the lower part with the anti-skid ability of top pile body 2; Therefore along this slip plane of weakness 1 generation destruction the time; The anti-skid power of the limit of pile body 2 is just by the anti-skid ability decision of slip plane of weakness 1 with the top stake, promptly
at this moment because it is long with the length of lower part pile body to be positioned at slip plane of weakness 1; Stake is dark, has increased construction investment.Otherwise; When slip plane of weakness 1 with pile body 2 length on top much larger than slip plane of weakness 1 during with the lower part (as shown in Figure 3); Slip plane of weakness 1 is less than slip plane of weakness 1 with top with the anti-skid ability of lower part pile body 2; Therefore along this slip plane of weakness 1 generation destruction the time; The anti-skid power of the limit of pile body 2 is just by the anti-skid ability decision of slip plane of weakness 1 with the lower part stake; Promptly
because it is too short with the length of lower part pile body to be positioned at slip plane of weakness 1, may cause slope stability not enough at this moment.Therefore; In order to make full use of the maximum anti-skid power of pile body 2 self; Need confirm to lay respectively at slip plane of weakness long proportionate relationship of two parts stake about in the of 1; The anti-skid power of the limit that makes pile body 2 and slip plane of weakness be below 1 and identical as far as possible with the anti-skid ability of top stake, promptly
at this moment, the layout of stake is comparatively reasonable; Satisfying better economy under the prerequisite of stability of slope, (as shown in Figure 1).
For the layout that makes stake reaches the most reasonably state, present embodiment provides a kind of method for designing of shallow-buried flexible anti-slide pile, and its step is following:
At first calculate the long resistance of unit stake of slip plane of weakness two parts pile body 2 about in the of 1 respectively according to following formula:
In the formula,
p
hBe the long resistance of unit stake, c is the cohesion of the soil body,
Be the angle of internal friction of the soil body, c,
Can obtain by the test of indoor/outdoor rock mechanics,
Be cohesion pressure, D is circle stake diameter, p
0=k
0σ
zBy the Stationary side pressure of the investigation degree of depth, σ
z=r
h* h is by being investigated degree of depth soil body vertical stress, r
hBe soil body unit weight, h is that the soil body is investigated the degree of depth, k
0For the Stationary side pressure coefficient, be expressed as
Calculate according to following formula then and lay respectively at slip plane of weakness long proportionate relationship of two parts stake about in the of 1:
In the formula,
Be the long resistance of unit stake of slip plane of weakness 1 above pile body, L
uBe the length of the above pile body of slip plane of weakness,
Be the long resistance of unit stake of slip plane of weakness 1 following pile body, L
dLength for the following pile body of slip plane of weakness.
At this moment; The slip plane of weakness about in the of 1 the anti-skid ability of two parts stake identical, the stake anti-skid ability that reaches capacity simultaneously of slip plane of weakness 1 top and the bottom is therefore when this slip plane of weakness 1 takes place to destroy; The anti-skid power of pile body 2 is by the anti-skid ability decision of the limit of slip plane of weakness 1 top or bottom stake; The anti-skid power of this limit also is the anti-skid power of possible greatest limit of this pile body 2, has made full use of the length of pile body 2, has avoided the waste of resource.In practical operation, for the pile body 2 of confirming length, combine slip plane of weakness long proportionate relationship of two parts stake about in the of 1, can draw be positioned at the slip plane of weakness below 1 length L
d, make during boring that the vertical distance to slip plane of weakness 1 equals L at the bottom of the hole
dGet final product.
Like Fig. 4, Fig. 5, shown in Figure 6, in this example, pile body 2 cross dimensionss are less, and diameter is 60～80cm, can realize mechanized construction, improve efficiency of construction, reduce the disturbance to side slope.For satisfying the characteristics of pile body 2 " flexibility ", can carry out arrangement of reinforcement by flexural member to pile body 2 according to the stressed size of pile body 2 simultaneously, wherein longitudinal reinforcement 3 is the six roots of sensation, is distributed on the circumference of pile body 2, and its diameter is 22mm; Spiral stirrup 5 diameters are 10mm; Longitudinal reinforcement 3 peripheral every separated 2m establish the hoop 4 of putting more energy into together, and this diameter of putting more energy into hoop is 16mm, the thick 4mm of weld seam.During enforcement, adopt spiral rig pore-forming, (the vertical distance to slip plane of weakness 1 at the bottom of the hole equals L to drilling to completion
d) after, carry out the coagulation soil pressure and irritate construction, at last reinforcing cage is depressed into projected depth, accomplish the construction of pile body 2.
Claims (4)
1. method for designing that is used for the shallow-buried flexible anti-slide pile of deep covering layer slope retaining; Has slip plane of weakness (1) and the pile body (2) below the plane of weakness (1) that deeply slides; It is characterized in that, mainly be to confirm to lay respectively at slip plane of weakness (1) the long proportionate relationship of two parts stake up and down:
At first calculate slip plane of weakness (1) the long resistance of two parts unit's stake up and down respectively based on following formula:
In the formula,
p
hBe the long resistance of unit stake, c is the cohesion of the soil body,
Be the angle of internal friction of the soil body, c,
Obtain by the test of indoor/outdoor rock mechanics,
Be cohesion pressure, D is circle stake diameter, p
0=k
0* σ
zBy the Stationary side pressure of the investigation degree of depth, σ
z=r
h* h is by being investigated degree of depth soil body vertical stress, r
hBe soil body unit weight, h is that the soil body is investigated the degree of depth, k
0For the Stationary side pressure coefficient, be expressed as
Calculate according to following formula then and lay respectively at slip plane of weakness (1) the long proportionate relationship of two parts stake up and down:
In the formula,
Be the long resistance of unit stake of the above pile body of slip plane of weakness (1), L
uBe the length of the above pile body of slip plane of weakness,
Be the long resistance of unit stake of the following pile body of slip plane of weakness (1), L
dLength for the following pile body of slip plane of weakness.
2. the method for designing that is used for the shallow-buried flexible anti-slide pile of deep covering layer slope retaining according to claim 1 is characterized in that: said pile body (2) bottom is positioned at below the slip plane of weakness (1), more than the stable rock-soil layer.
3. the method for designing that is used for the shallow-buried flexible anti-slide pile of deep covering layer slope retaining according to claim 1 and 2 is characterized in that: the diameter D of said pile body (2) is 60～80cm.
4. the method for designing that is used for the shallow-buried flexible anti-slide pile of deep covering layer slope retaining according to claim 1 and 2; It is characterized in that: carry out arrangement of reinforcement by bending resistance component in the said pile body (2); Wherein the quantity of longitudinal reinforcement (3) is more than or equal to 6; Diameter is more than or equal to 12mm, and the peripheral every separated 2m of said longitudinal reinforcement (3) establishes the hoop (4) of putting more energy into together, and the diameter of this hoop of putting more energy into is more than or equal to 6mm.
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| CN102094411B (en) * | 2010-12-09 | 2012-07-25 | 煤炭科学研究总院沈阳研究院 | Stability and pore pressure control technology for loess-substrate waste dump |
| CN103225310B (en) * | 2013-05-21 | 2015-07-15 | 中南大学 | Structural design method for load-bearing section of miniature anti-slip compound pile |
| CN103711120A (en) * | 2014-01-06 | 2014-04-09 | 苏州工业园区设计研究院股份有限公司 | Optimization design method of pile body reinforcing bars of concrete cast-in-place piles |
| CN104612144B (en) * | 2014-12-18 | 2016-05-18 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of computational methods of friction pile anchoring section minimum length |
| CN105386439B (en) * | 2015-10-10 | 2017-04-19 | 长沙理工大学 | Design method for friction pile |
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| CN1120917C (en) * | 2000-11-17 | 2003-09-10 | 中国科学院地质研究所 | Prestressed slip-resisting pile for reinforcing side slope and its method |
| GB0227851D0 (en) * | 2002-11-29 | 2003-01-08 | Stolt Offshore Sa | Subsea structure and methods of construction and installation thereof |
| CN2771297Y (en) * | 2005-01-28 | 2006-04-12 | 林新 | Antiskid pile |
| JP5095944B2 (en) * | 2006-01-27 | 2012-12-12 | 株式会社竹中工務店 | Method for producing multistage expanded cast-in-place concrete pile and evaluation method for multistage expanded cast-in-place concrete pile |
| CN100535263C (en) * | 2007-12-28 | 2009-09-02 | 中国科学院水利部成都山地灾害与环境研究所 | Construction method for vertical prestressed anchor rope friction pile slope-sliding prevention and treatment |
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