CN101672030A - Control method of impact load and thickness of soft clay covering layer for soft clay ground processing - Google Patents
Control method of impact load and thickness of soft clay covering layer for soft clay ground processing Download PDFInfo
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- CN101672030A CN101672030A CN200910192526A CN200910192526A CN101672030A CN 101672030 A CN101672030 A CN 101672030A CN 200910192526 A CN200910192526 A CN 200910192526A CN 200910192526 A CN200910192526 A CN 200910192526A CN 101672030 A CN101672030 A CN 101672030A
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Abstract
The invention provides a control method of impact load and thickness of soft clay covering layer for soft clay ground processing; a characteristic value of soft clay bearing capacity is firstly determined, and a stress action range on a soft clay surface is computed according to the initial thickness and a stress spread angle of the soft clay covering layer, and then a first impact load value is computed; second, the characteristic value of soft clay bearing capacity and the stress spread angle of the soft clay covering layer are changed, a second impact load value is computed, until the maximum value of the impact load is obtained; finally, the final control thickness of the soft clay covering layer is computed according to the maximum value of the impact load and the corresponding characteristic value of soft clay bearing capacity in a reverse way. The method has simple operation, can accurately compute the impact load and the thickness of soft clay covering layer, holds the pass ofkey problems of construction quality and ensures dynamic consolidation of the soft clay ground to be successful, so as to reduce the engineering cost of the soft clay ground and better protect original vegetation or topography.
Description
Technical field
The present invention relates to the foundation engineering technology, particularly a kind of shock loading and weak soil overburden cover control method that is used for Soft Ground.
Background technology
The basic demand of carrying out dynamic impact (ramming) on soft foundation has 3 points:
(1) on the weak soil layer certain thickness covering layer to be arranged, at present related specifications and this thickness of engineering design general requirements are that 3～4m[sees the foundation treatment technology standard DBJ 15-38-2005 of Guangdong Province: " on the weak soil surface should cladding thickness 3.0～4.0m fill stratum (containing sand cushion thickness), can carry out dynamic consolidation construction on the surface of banketing "];
(2) require to provide certain and ram maximum impact energy (being maximum single-rammer energy); For this problem, how to provide and grasp this suitable impact energy size and do not have operable approach at present, and general way is to continue to use to determine according to the maximum reinforcement depth that requires in the dynamic compaction;
(3) certain drainability (the artificial drainage system normally is set) to be arranged.
Dynamic impact consolidation process for soft foundation generally all is to carry out according to the solution of above-mentioned three basic demand points at present, and just there is following defective easily in this:
(1) owing to require (one) middle overburden cover requirement generally too high, this will cause engineering cost too high, particularly in fact be difficult to carry out in scarce native zone.Different overburden cover correspondences different cost costs, the big more cost of thickness is also big more, especially when approaching ground more, former weak soil surface absolute altitude handles the face absolute altitude of handing over, this phenomenon is more obvious, at this moment, the heap that not only will bear the required thickness correspondence expense of banketing also will be born the banket extra charge of removal and outward transport of super heap.In addition, note that the total cost ratio of piling the shared treatment of soft foundation of expense of banketing usually is higher, and in the construction zone that lacks soil, this ratio is then very high and also prolonged the duration largely.For example, the existing market situation is in Delta of the Pearl River area: 10m thickness weak soil, if preloading 4m soil on it, then 6～26 yuan/m of fortune heap
3(median is 16 yuan/m
3), unload fortune 5～9 yuan/m
3(median is 7 yuan/m
3), other costs of this departmental cost and treatment of soft foundation comprise 15.3 yuan/m of artificial drainage body
2(1.2m * 1.2m spacing, the 11m degree of depth, 2.0 yuan/m), ram 18 yuan/m
2, other 2 yuan/m
2The ratio of summation is 181% (=64/35.3), and fill out 4m corresponding to only piling this moment; Or the ratio of summation is 230%[=(64+17.5)/35.3], fill out 4m+2.5m (unload fortune thickness) corresponding to heap this moment.In addition, except that above-mentioned direct economy problem reason, destroy original vegetation or topography and geomorphology, so it is also bigger to the environmental disruption influence owing to cut the earth.
(2) when other conditions one regularly, maximum impact can determine be a key and be difficult point; If it is too big, weak soil destroys integral body, and its thixotroping is very long recovery time, and engineering does not generally allow, and the cost cost is high too; If it is too little, then consolidation effect does not reach re-set target.Since at present to this value determine there is not operable approach, make the treatment of soft foundation engineering effort be difficult to prediction; If control maximum single-rammer energy according to maximum reinforcement depth, then initial (several all over) single-rammer energy must be excessive and cause that the weak soil soil body is whole to be destroyed, so that will cause the failure of Soft Ground; Promptly the conventional method of controlling impact load according to maximum reinforcement depth is unaccommodated to the weak soil that weak soil especially has high-moisture.
Summary of the invention
The objective of the invention is to overcome the deficiencies in the prior art; a kind of shock loading and weak soil overburden cover control method that is used for Soft Ground is provided; this method can be calculated shock loading (also claiming single-rammer energy) and the tectal thickness of weak soil more exactly; be convenient on the key of project problem, hold the pass; guarantee that the soft foundation dynamic consolidation handles successfully; also reduce the engineering cost of soft foundation, also can protect original vegetation or topography and geomorphology preferably simultaneously.
The present invention is achieved through the following technical solutions: a kind of shock loading and weak soil overburden cover control method that is used for Soft Ground may further comprise the steps:
(1) determines weak soil characteristic load bearing capacity f
Ak
(2) determine the tectal original depth of weak soil, and according to the stress sphere of action on the tectal stress angle of flare calculating of the weak soil weak soil face;
(3) according to the weak soil characteristic load bearing capacity f that obtains
AkWith the stress sphere of action on the weak soil face, calculate first pass shock loading value;
(4) according to the weak soil characteristic load bearing capacity and the tectal stress angle of flare of weak soil that change, calculate the shock loading value again second time;
(5) repeating step (4) is until the maximum value that obtains shock loading;
(6) calculate the tectal final control thickness of weak soil according to the maximum value of shock loading and corresponding weak soil characteristic load bearing capacity counterplot thereof.
The determining by experimental measurement or table look-up of the described weak soil characteristic load bearing capacity of step (1) obtains.When adopting test, can be by " Code for design of building " GB50007-2002 plate---the implementation method of appendix C and D is carried out.
Described step (2) is specially:
(2-1) obtain the tectal basic thickness of required weak soil according to the Soft Ground of the actual engine request face absolute altitude of handing over, set the tectal original depth of weak soil then, the weak soil covering layer original depth of setting is greater than the tectal basic thickness of required weak soil (based on the weak soil sedimentation and the closely knit height loss who causes the overlying soil surface of overlying soil that consider to take place);
(2-2),, table look-up and determine the tectal stress angle of flare of weak soil according to the modulus of deformation relative ratio of weak soil covering layer and weak soil layer by tabling look-up or experimental measurement obtains the modulus of deformation of weak soil covering layer and weak soil layer respectively; When passing through the modulus of deformation of experimental measurement weak soil covering layer and weak soil layer, can be undertaken by the implementation method of " Code for investigation of geotechnical engineering " GB50021-200110.2 load test; The definite of stress angle of flare can choose with reference to " Code for design of building " GB50007-2002 table 5.2.7.
(2-3) according to the weak soil covering layer stress angle of flare that obtains, the stress sphere of action when the calculating shock loading is passed to the weak soil layer on the weak soil face is specially:
Earlier by formula R=r+h
1Tg θ calculates the stress sphere of action radius on the weak soil face, then by formula S=π R
2Calculate the stress sphere of action on the weak soil face; R is the radius that circular (or equivalence is circular) rams face in the formula, h
1Be the tectal thickness of weak soil, θ is the tectal stress angle of flare of weak soil.
The tectal stress angle of flare of the described weak soil of step (2-2) span is 23 °～30 °.
The described shock loading value of step (3) can be intended the static pressure formula by equivalence
Calculate,
In the formula, P
MaxFor intending static pressure maximum value (kPa);
P is for intending static pressure average (kPa) in impacting Δ t time of contact;
W is the weight (kN) of hammer ram;
A is the floor space (m of jump bit
2);
H is for falling apart from (m);
G is acceleration of gravity (m/s
2);
Δ t impacts time of contact (s) for hammer soil, and Δ t reference value: it is 100～200ms that stream is moulded cohesive soil, and plastic cohesive soil is 80～120ms, and pan soil is 20～60ms.
The described weak soil characteristic load bearing capacity of step (4) is specially with the change of weak soil covering layer stress angle of flare: by the different numerical value of selection in its span of tabling look-up; The change of weak soil characteristic load bearing capacity is one by one the trend that increases, ram one time at every turn after this value all increase, this value can be by every 10%～30% consideration all over the raising previous state usually; The change of stress angle of flare also is one by one the trend that increases, and is every usually all over can be by increasing progressively 1 °～2 ° considerations.
The tectal final control thickness of the described weak soil of step (6) is by formula P
Max/ S=f
Ak, S=π R
2And R=r+h
1Tg θ counterplot obtains.
Shock loading of the present invention and weak soil overburden cover control method, its basic principle is:
Under the condition that drainability adapts, the consideration of weak soil overburden cover mainly is to make infratectal weak soil integral body have the ability that necessary opposing destroys; Otherwise, the load that transmits when just impact load acts on the weak soil layer should less than or be no more than the bearing capacity limiting value of weak soil, promptly load acts on the weak soil face by the tectal stress angle of flare of weak soil and stress is not more than the bearing capacity of weak soil---can consider by being no more than the weak soil characteristic load bearing capacity.Because the weak soil bearing capacity is low and it is long recovery time to destroy the back, in order to improve and improve weak soil carrying and anti-deformation effectively one by one, when conditions such as weak soil character, weak soil covering layer stress angle of flare and draining were determined, maximum impact load rule really mainly depended on the weak soil overburden cover; Otherwise, definite maximum impact load that mainly depends on of weak soil overburden cover under this condition.
Generally speaking, under the condition that drainability adapts, can or control the maximum impact load by following key factor control weak soil overburden cover:
(1) impact load---impact load is big more, and the weak soil overburden cover should be big more (providing quantitatively or the sxemiquantitative relation);
(2) the stress angle of flare that bankets---this stress angle of flare is big more, and the weak soil overburden cover can be more little (provide the stress angle of flare of different classes of soil layer, the general big more stress angle of flare of density is big more), and impact load can be big more;
(3) weak soil characteristic load bearing capacity---this value is big more, and the weak soil covering layer can be more little, and impact load can be big more;
(4) weak soil overburden cover---this value is big more, and impact load can be big more.
Because impact load can artificially be adjusted easily, so initially the value of applying is more little for it, its corresponding weak soil overburden cover can be more little.
Compared with prior art, the present invention has following beneficial effect:
This shock loading and weak soil overburden cover control method, it is simple to operate, is applicable to the Soft Ground in the geotechnical engineering preferably; Simultaneously, this control method can calculate the size and the tectal thickness of weak soil of shock loading more exactly, guarantee that the soft foundation dynamic consolidation handles successfully, also avoid the maximum ga(u)ge in the weak soil covering layer employing standard, thereby reduce construction costs, save cost, and avoid destruction, keep original vegetation or topography and geomorphology preferably, reduce environment damage to the weak soil layer.
Description of drawings
Fig. 1 is weak soil layer and the typical worker method schematic diagram of weak soil covering layer under impact loading among the present invention.
The specific embodiment
Below in conjunction with embodiment and accompanying drawing, the present invention is described in further detail, but embodiments of the present invention are not limited thereto.
Embodiment
As the weak soil layer of Fig. 1 and weak soil covering layer (direction of arrow is weak soil layer and the intratectal force direction of weak soil under the impact loading among the figure) shown in the typical worker's method schematic diagram under the impact loading, a kind of shock loading and weak soil overburden cover control method that is used for Soft Ground of present embodiment may further comprise the steps:
(1) determines the weak soil characteristic load bearing capacity f of weak soil layer 1
Ak
(2) determine the original depth of weak soil covering layer 2, and calculate stress sphere of action on the weak soil layer 1 weak soil face according to the stress angle of flare of weak soil covering layer 2;
(3), calculate the first pass shock loading value of shock loading 3 according to the weak soil characteristic load bearing capacity of the weak soil layer 1 that obtains and the stress sphere of action on the weak soil face;
(4), calculate second time shock loading value of shock loading 3 again according to the weak soil characteristic load bearing capacity of the weak soil layer 1 that changes and the stress angle of flare of weak soil covering layer 2;
(5) repeating step (4) is until the maximum value that obtains shock loading;
(6) calculate the final control thickness of weak soil covering layer 2 according to the weak soil characteristic load bearing capacity counterplot of the maximum value of shock loading 3 and corresponding weak soil layer 1 thereof.
In the said method, in the step (1) the weak soil characteristic load bearing capacity of weak soil layer 1 determine by experimental measurement or table look-up obtain.When adopting test, can be by " Code for design of building " GB50007-2002 plate---the implementation method of appendix C and D is carried out.
Step (2) is specially:
(2-1) obtain the basic thickness of required weak soil covering layer 2 according to the Soft Ground of the actual engine request face absolute altitude of handing over, set the original depth of weak soil covering layer 2 then, the weak soil covering layer original depth of setting is greater than the tectal basic thickness of required weak soil (based on the weak soil sedimentation and the closely knit height loss who causes the overlying soil surface of overlying soil that consider to take place);
(2-2),, table look-up and determine the stress angle of flare of weak soil covering layer 2 according to the modulus of deformation relative ratio of weak soil covering layer 2 and weak soil layer 1 by tabling look-up or experimental measurement obtains the modulus of deformation of weak soil covering layer 2 and weak soil layer 1 respectively; When passing through the modulus of deformation of experimental measurement weak soil covering layer 2 and weak soil layer 1, can be undertaken by the implementation method of " Code for investigation of geotechnical engineering " GB50021-2001 10.2 load tests; The definite of stress angle of flare can choose with reference to " Code for design of building " GB50007-2002 table 5.2.7.
(2-3) according to the stress angle of flare of the weak soil covering layer 2 that obtains, the stress sphere of action when calculating shock loading 3 is passed to weak soil layer 1 on the weak soil face is specially:
Earlier by formula R=r+h
1Tg θ calculates the stress sphere of action radius on the weak soil face, then by formula S=π R
2Calculate the stress sphere of action on the weak soil face; R is the radius that circular (or equivalence is circular) rams face in the formula, h
1Be the tectal thickness of weak soil, θ is the tectal stress angle of flare of weak soil.
The tectal stress angle of flare of weak soil span is 23 °～30 ° in the step (2-2).
The shock loading value can be intended the static pressure formula by equivalence in the step (3)
Calculate,
In the formula, P
MaxFor intending static pressure maximum value (kPa);
P is for intending static pressure average (kPa) in impacting Δ t time of contact;
W is the weight (kN) of hammer ram;
A is the floor space (m of jump bit
2);
H is for falling apart from (m);
G is acceleration of gravity (m/s
2);
Δ t impacts time of contact (s) for hammer soil, and Δ t reference value: it is 100～200ms that stream is moulded cohesive soil, and plastic cohesive soil is 80～120ms, and pan soil is 20～60ms.
The change of the stress angle of flare of the weak soil characteristic load bearing capacity of weak soil layer 1 and weak soil covering layer 2 is specially in the step (4): by the different numerical value of selection in its span of tabling look-up; The change of weak soil characteristic load bearing capacity is one by one the trend that increases, ram one time at every turn after this value all increase, this value can be by every 10%～30% consideration all over the raising previous state usually; The change of stress angle of flare also is one by one the trend that increases, and is every usually all over can be by increasing progressively 1 °～2 ° considerations.
The final control thickness of weak soil covering layer 2 is by formula P in the step (6)
Max/ S=f
Ak, S=π R
2And R=r+h
1Tg θ counterplot obtains.
The shock loading of present embodiment and weak soil overburden cover control method, its basic principle is:
Under the condition that drainability adapts, the consideration of weak soil covering layer 2 thickness mainly is to make the weak soil integral body under the covering layer 2 have the ability that necessary opposing destroys; Otherwise, the load that transmits when just impact load 3 acts on weak soil layer 1 should less than or be no more than the bearing capacity limiting value of weak soil, promptly the stress angle of flare of load by weak soil covering layer 2 acts on the weak soil face and stress is not more than the bearing capacity of weak soil---can consider by being no more than the weak soil characteristic load bearing capacity.Because the weak soil bearing capacity is low and it is long recovery time to destroy the back, in order to improve and improve weak soil carrying and anti-deformation effectively one by one, when conditions such as the stress angle of flare of the weak soil character of weak soil layer 1, weak soil covering layer 2 and draining 4 were determined, maximum impact load rule really mainly depended on the thickness of weak soil covering layer 2; Otherwise, the maximum value of determining mainly to depend on shock loading 3 of weak soil covering layer 2 thickness under this condition.
Generally speaking, under the condition that drainability adapts, can or control the maximum impact load by following key factor control weak soil overburden cover:
(1) impact load---impact load is big more, and the weak soil overburden cover should be big more (providing quantitatively or the sxemiquantitative relation);
(2) the stress angle of flare that bankets---this stress angle of flare is big more, and the weak soil overburden cover can be more little (provide the stress angle of flare of different classes of soil layer, the general big more stress angle of flare of density is big more), and impact load can be big more;
(3) weak soil characteristic load bearing capacity---this value is big more, and the weak soil covering layer can be more little, and impact load can be big more;
(4) weak soil overburden cover---this value is big more, and impact load can be big more.
Because impact load can artificially be adjusted easily, so initially the value of applying is more little for it, its corresponding weak soil overburden cover can be more little.
As mentioned above, just can realize the present invention preferably, the foregoing description is preferred embodiment of the present invention only, is not to be used for limiting practical range of the present invention; Be that all equalizations of doing according to content of the present invention change and modification, all contained by claim of the present invention scope required for protection.
Claims (8)
1, be used for the shock loading and the weak soil overburden cover control method of Soft Ground, it is characterized in that, may further comprise the steps:
(1) determines weak soil characteristic load bearing capacity f
Ak
(2) determine the tectal original depth of weak soil, and according to the stress sphere of action on the tectal stress angle of flare calculating of the weak soil weak soil face;
(3) according to the weak soil characteristic load bearing capacity f that obtains
AkWith the stress sphere of action on the weak soil face, calculate first pass shock loading value;
(4) according to the weak soil characteristic load bearing capacity and the tectal stress angle of flare of weak soil that change, calculate the shock loading value again second time;
(5) repeating step (4) is until the maximum value that obtains shock loading;
(6) calculate the tectal final control thickness of weak soil according to the maximum value of shock loading and corresponding weak soil characteristic load bearing capacity counterplot thereof.
According to described shock loading and the weak soil overburden cover control method that is used for Soft Ground of claim 1, it is characterized in that 2, the determining by experimental measurement or table look-up of the described weak soil characteristic load bearing capacity of step (1) obtains.
3, according to described shock loading and the weak soil overburden cover control method that is used for Soft Ground of claim 1, it is characterized in that described step (2) is specially:
(2-1) obtain the tectal basic thickness of required weak soil according to the Soft Ground of the actual engine request face absolute altitude of handing over, set the tectal original depth of weak soil then, the weak soil covering layer original depth of setting is greater than the tectal basic thickness of required weak soil;
(2-2),, table look-up and determine the tectal stress angle of flare of weak soil according to the modulus of deformation relative ratio of weak soil covering layer and weak soil layer by tabling look-up or experimental measurement obtains the modulus of deformation of weak soil covering layer and weak soil layer respectively;
(2-3) according to the weak soil covering layer stress angle of flare that obtains, the stress sphere of action when the calculating shock loading is passed to the weak soil layer on the weak soil face is specially:
Earlier by formula R=r+h
1Tg θ calculates the stress sphere of action radius on the weak soil face, then by formula S=π R
2Calculate the stress sphere of action on the weak soil face; R is the circular radius of ramming face, h in the formula
1Be the tectal thickness of weak soil, θ is the tectal stress angle of flare of weak soil.
4, according to described shock loading and the weak soil overburden cover control method that is used for Soft Ground of claim 2, it is characterized in that the tectal stress angle of flare of the described weak soil of step (2-2) span is 23 °～30 °.
According to described shock loading and the weak soil overburden cover control method that is used for Soft Ground of claim 1, it is characterized in that 5, the described shock loading value of step (3) is intended the static pressure formula by equivalence
Calculate,
In the formula, P
MaxFor intending static pressure maximum value (kPa);
P is for intending static pressure average (kPa) in impacting Δ t time of contact;
W is the weight (kN) of hammer ram;
A is the floor space (m of jump bit
2);
H is for falling apart from (m);
G is acceleration of gravity (m/s
2);
Δ t impacts time of contact (s) for hammer soil.
6, according to described shock loading and the weak soil overburden cover control method that is used for Soft Ground of claim 1, it is characterized in that the described weak soil characteristic load bearing capacity of step (4) is specially with the change of weak soil covering layer stress angle of flare: by the different numerical value of selection in its span of tabling look-up; The change of weak soil characteristic load bearing capacity is the trend that increases one by one; The change of stress angle of flare also is the trend that increases one by one.
7, according to described shock loading and the weak soil overburden cover control method that is used for Soft Ground of claim 6, it is characterized in that, each this variable of described weak soil characteristic value is 10%～30% of a previous state, and each this variable of described stress angle of flare is that previous state increases progressively 1 °～2 °.
According to described shock loading and the weak soil overburden cover control method that is used for Soft Ground of claim 1, it is characterized in that 8, the tectal final control thickness of the described weak soil of step (6) is by formula P
Max/ S=f
Ak, S=π R
2And R=r+h
1The calculation of tg θ counterplot obtains back analysis and calculates.
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| CN2009101925263A CN101672030B (en) | 2009-09-22 | 2009-09-22 | Control method of impact load and thickness of soft clay covering layer for soft clay ground processing |
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| CN2009101925263A CN101672030B (en) | 2009-09-22 | 2009-09-22 | Control method of impact load and thickness of soft clay covering layer for soft clay ground processing |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102296591A (en) * | 2011-07-14 | 2011-12-28 | 福建省永固基强夯工程有限公司 | Rapid drainage solidifying treatment method of soft soil foundation |
| CN110595886A (en) * | 2019-09-11 | 2019-12-20 | 中国电建集团华东勘测设计研究院有限公司 | Model test device and method for researching soft clay thermal consolidation effect |
-
2009
- 2009-09-22 CN CN2009101925263A patent/CN101672030B/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102296591A (en) * | 2011-07-14 | 2011-12-28 | 福建省永固基强夯工程有限公司 | Rapid drainage solidifying treatment method of soft soil foundation |
| CN110595886A (en) * | 2019-09-11 | 2019-12-20 | 中国电建集团华东勘测设计研究院有限公司 | Model test device and method for researching soft clay thermal consolidation effect |
| CN110595886B (en) * | 2019-09-11 | 2021-12-28 | 中国电建集团华东勘测设计研究院有限公司 | Model test device and method for researching soft clay thermal consolidation effect |
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