CN102061686B - Partial stability and slurry volume weight determination method of pure viscosity slot wall of underground continuous wall - Google Patents
Partial stability and slurry volume weight determination method of pure viscosity slot wall of underground continuous wall Download PDFInfo
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- CN102061686B CN102061686B CN2010105646924A CN201010564692A CN102061686B CN 102061686 B CN102061686 B CN 102061686B CN 2010105646924 A CN2010105646924 A CN 2010105646924A CN 201010564692 A CN201010564692 A CN 201010564692A CN 102061686 B CN102061686 B CN 102061686B
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Abstract
The invention provides a partial stability and slurry volume weight determination method of a pure viscosity slot wall of an underground continuous wall in the technical field of constructional engineering. The method comprises the following steps of: sufficiently collecting existing geologic information of a working area to master the soil condition of a place, and determining the cohesion c, the volume weight gamma and the thickness h'n of each layer of soil body; setting the slurry volume weight of gamma-w; substituting the respective parameters into a partial instability safety coefficient formula of the pure viscosity slot wall, determining a minimum value of the safety coefficient of each layer of soil body by a searching method, and comparing the safety coefficient of each layer of soil body with the safety coefficients of the adjacent multiple layers of soil bodies to obtain the minimum safety coefficient, namely the partial safety coefficient of the pure viscosity slot wall; judging the partial stability of the pure viscosity slot wall according to the partial safety coefficient of the pure viscosity slot wall; and regulating the slurry volume weight until the partial safety coefficient of the slot wall is more than 1. By the partial stability and slurry volume weight determination method, the stability analysis and the slurry volume weight are precise and efficient, the engineering application is convenient, the determination value is small, the result is reliable, the practicability is perfect, and the application prospect is wide.
Description
Technical field
The present invention relates to a kind of method of construction engineering technical field, specifically is that a kind of diaphragm wall pure viscosity cell wall local stability and mud unit weight are confirmed method.
Background technology
Construction method of underground continuous wall; Utilize grooving machinery exactly; Adopt mud to carry out retaining wall, dig groove, in the groove section, put into prefabricated reinforcing cage then with certain-length and degree of depth to underground drilling; Concrete builds up one section reinforced concrete wall section under the priming petock, and couples together piecemeal and form together the underground wall body of sealing continuously.Diaphragm wall is owing to its good integrity, body of wall rigidity are big, and the supporting and protection structure distortion is less; The wall body has good impervious ability; Can be used as outer wall of underground structure; Can be used under the multiple geological conditions many characteristics such as construction, is the pattern of generally using in the bracing of foundation pit engineering of going along with sb. to guard him.Mud need be full of the groove section all the time in the continuous wall trench underground construction overall process, plays liquid and supports, keeps effects such as stablizing of the cell wall soil body, makes body of wall before building up, the danger that cell wall caves in can not occur.
Through retrieval to existing domestic and international technical literature; Xu Dianxiang is at " the 3rd nd Annual Meeting collection of China Civil Engineering Society " 1986; No11, pp.12-16 is last " the stable and mud of cell wall in the opinion construction of diaphragm wall " delivered, studied mud, underground water, soil pressure three's interaction; Through equilibrium of forces, analyzed the resistance to overturning of cell wall.Liu Jianhang, Hou Xueyuan chief editor " base pit engineering handbook (1997) has been introduced the empirical formula method of parabola cylinder method, plum Hough empirical formula method and non-cohesive soil.Parabola cylinder method is the limit of utilization balance method, supposes that slide mass is the parabola cylinder, through equilibrium of forces, draws the safety factor of cell wall.Plum Hough empirical formula method is the formula that obtains according to field trial.More than three kinds of methods all be whole unstability pattern.
Filz G M; Deng; At " Journal of Geotechnical and Geoenvironmental Engineering " 2004, No130 (9), last " the Stability of long trenches in sand supported by bentonite-waterslurry " that delivers of pp.915-921; This article has been introduced the method that defines local buckling with the ratio of frictional force between (vertically) grogs and grogs effective unit weight on the trough wall surface, also is the formula of setting up through equilibrium of forces.
In the retrieval of further document, do not find that still similar method of the present invention solves the document that pure viscosity cell wall local stability and mud unit weight in the continuous wall trench underground process are confirmed method.
Summary of the invention
The present invention is directed to the deficiency that exists in existing definite method, proposed a kind of diaphragm wall pure viscosity cell wall local stability and mud unit weight and confirmed method.The present invention improve greatly the precision and the efficient of the analysis of pure viscosity local stability and mud unit weight in the continuous wall trench underground construction, have stronger practicality.
The present invention realizes through following technical scheme:
The present invention includes following steps:
The first step, fully the existing geologic information in collection work district is grasped place soil property situation, confirm cohesion c, the unit weight γ of soil property, the thickness h of every layer soil body '
n
Second step, the unit weight γ of setting mud
w
The 3rd step; Be updated to each parameter by what pure viscosity cell wall part was derived and find the solution the safety factor formula; Utilize search method to confirm the minimum value of safety factor; Safety factor through to the every layer soil body and the adjacent multilayer soil body compares, and the minimum safety factor that obtains is the secure topical coefficient of pure viscosity cell wall;
The 4th step, according to the size of safety factor, judge the local stability of pure viscosity cell wall, adjustment mud unit weight, until the secure topical coefficient of pure viscosity cell wall greater than 1.
Through geologic information and test data; Confirm the soil body parameter of workspace; Through constructure scheme, confirm groove section and mud parameter, through confirming formula and definite method; Obtain the safety factor of pure viscosity cell wall local buckling in the continuous wall trench underground process, and make the judgement of cell wall stability.
Described geologic information, abundant collection work district geologic information, the degree capable of using of analysis of data, emphasis carries out taxonomic revision and analysis and research to borehole data, payes attention to layering and petrographic description research to borehole data.
Described soil body parameter is through sampling test or in situ test, under the situation of not draining; Determine the cohesion c of every layer soil body,, determine the unit weight γ of every layer soil body through the native unit weight test of mensuration such as core cutter method; According to the workspace geologic information, confirm the thickness h of every layer soil body '
n
Described grooving parameter according to the construction of diaphragm wall scheme of formulating, is set the unit weight γ of mud
w
Described definite formula is following Dingan County really overall coefficient formula
In the formula: F
n---the safety factor of n layer soil body;
C---the cohesion (kPa) of soil;
Unit weight (the kN/m of γ---the soil body
3);
γ
w---the unit weight (kN/m of mud
3);
H '
n-the n layer soil body thickness (m);
α---intermediate variable can be tried to achieve through
.
If the individual layer soil body is got h '
nFor bottom land to the distance of leading the wall bottom surface.
Described definite method is to utilize numerical analysis to ask to be worth method most, through changing α, searches out safety factor F
nMinimum value.And adjacent multilayer soil body parametric solution formula
In the formula: c
m---the cohesion (kPa) of the adjacent multilayer soil body;
c
n---the cohesion (kPa) of n layer soil body;
γ
m---the unit weight (kN/m of the adjacent multilayer soil body
3);
γ
n---the unit weight (kN/m of n layer soil body
3);
H '
n---n layer soil body thickness (m);
H---adjacent multilayer soil body thickness (m);
The parameter substitution formula (1) of the adjacent multilayer soil body, obtain the safety factor F of the adjacent multilayer soil body
m, relatively the safety factor of each layer soil body and the adjacent combination soil body is big or small, and minimum value F is the safety factor of pure viscosity cell wall local buckling in the continuous wall trench underground process.
The F that compares each layer soil body
n, get minimum value F, be the safety factor of pure viscosity cell wall local buckling in the continuous wall trench underground process.
Described judgement of stability method is if F, explains that cell wall is in stable state greater than 1; Local buckling's phenomenon can not take place, if F, explains that cell wall plays pendulum less than 1; Local buckling's phenomenon can take place, adjustment mud unit weight, until pure viscosity cell wall secure topical coefficient greater than 1.
The present invention have definite precision high with the analysis efficiency advantages of higher, improve greatly in the continuous wall trench underground construction pure viscosity local stability analyze and the precision and the efficient of mud unit weight, practical applications is conveniently; Confirm that amount is little; Reliable results has stronger practicality, and application prospect is extensive.
Description of drawings
Fig. 1 is cylinder curved surface of the present invention local buckling sketch map;
Fig. 2 works as γ=17.5kN/m for embodiments of the invention
3, h '
nF is with γ during=4m
w/ γ variation relation curve.
The specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are elaborated: present embodiment provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment being to implement under the prerequisite with technical scheme of the present invention.
Embodiment:
With somewhere, Shanghai City comprehensive reformation (first phase) case history.The east side, construction plant of this project is Huangpu River flood-control wall, and flood-control wall is to build the seventies in 20th century, and in initial stage nineties process heightening and consolidation.The west side, place is the road of heavy traffic, and has underground utilities to distribute, and newly-built interim flood-control wall is effectively isolated construction area and pipeline, road.
The base pit engineering of this engineering land-based area scope building is divided into A, B, C and D totally 4 works areas; Space enclosing structure adopts thick, the 27m～28m deep underground continuous wall of 800mm, adopts three road horizontal reinforcement concrete to support in the hole, and the excavation of foundation pit mode is conventional along constructing; Excavation of foundation pit degree of depth 13.5m; Foundation ditch always prolongs 1200m, belongs to the one-level foundation ditch, and the foundation pit deformation control criterion is strict.
Be pure viscosity cell wall local stability in the grooving process of inspection diaphragm wall, the local gliding model in the face of cylinder as shown in Figure 1.Concrete grammar and step are following:
1) abundant collection work district geologic information is studied the layering and the petrographic description of borehole data, and the filler complicated component that each section superficial part of engineering bankets differs greatly.The mud that the thickness of recent deposition of being furnished with the waters matrix section does not wait, soil property is uneven, and its thickness is about 0.2～7.2m; Land-based area superficial part miscellaneous fill is generally thicker, and its constituent is complicated; Plan to build the existing flood-control wall of the nearly Huangpu River in place zone, all have jackstone to distribute, its uneven thickness is about the about 6.0m in jackstone thickness, about the about 18.0m of its width.
2) through sampling test or in situ test, under the situation of not draining, determine the cohesion c=15kPa of second layer soil body moment unstability, the unit weight γ=18kN/m of soil
3, the cohesion c=20kPa of the 3rd layer soil body moment unstability, the unit weight γ=18.2kN/m of soil
3
3) according to the unit weight γ of object of construction production diaphragm wall projected depth and constructure scheme mud
w=12kN/m
3, the thickness h of the second layer soil body '
n=7m, the thickness h of the 3rd layer soil body '
n=9m.
4) be updated to each layer parameter by what pure viscosity local buckling derived and find the solution safety factor formula (1), utilize numerical analysis to ask and be worth method most,, search out safety factor minimum value F through changing α
2=2.0663, F
3=2.083.Obtain the parameter of second and third layer soil body, c by formula (2)
2,3=17.812, γ
2,3=18.112, obtain the safety factor F of the adjacent two layers soil body by formula (1)
2,3=1.332.
Relatively the safety factor of each layer soil body and the adjacent combination soil body is big or small, and minimum value F is the safety factor of pure viscosity local buckling in the continuous wall trench underground process.Because F
2,3＜F
3＜F
2,3So, F=1.408
5) because F greater than 1, explains that cell wall is in stable state, local buckling's phenomenon can not take place.
For ease of contrast and the analysis of confirming the result, as shown in Figure 2, as γ=17.5kN/m
3, h '
nF is with γ during=19m
w/ γ variation relation curve can find out that by figure safety factor F is with the ratio γ of mud unit weight with soil body unit weight
wThe increase of/γ and increasing increases with the increase of soil body cohesion.
Can be found out that by embodiment the unit weight of the cohesion of cell wall secure topical coefficient and the soil body, the unit weight of the soil body, mud, the thickness of each layer soil body are relevant, through adjusting above each parameter, it is stable to control cell wall, confirms the configuration unit weight of mud.
The present embodiment practical applications is convenient, confirms that amount is little, reliable results, and application prospect is extensive.
Claims (4)
1. diaphragm wall pure viscosity cell wall local stability and mud unit weight are confirmed method, it is characterized in that, may further comprise the steps:
The first step, fully the existing geologic information in collection work district is grasped place soil property situation, confirm cohesion c, the unit weight γ of the soil body, the thickness h of every layer soil body '
n
In second step, set mud unit weight γ
w
The 3rd step; Be updated to pure viscosity cell wall local buckling safety factor formula to each parameter; Utilize search method to confirm the minimum value of every layer soil body safety factor; Safety factor through to the every layer soil body and the adjacent multilayer soil body compares, and the minimum safety factor that obtains is the safety factor of pure viscosity cell wall local buckling;
Described pure viscosity cell wall local buckling safety factor formula is:
In the formula: F
n---n layer soil body safety factor; C---the cohesion (kPa) of soil; Unit weight (the kN/m of γ---the soil body
3); γ
w---mud unit weight (kN/m
3); H '
n---n layer soil body thickness (m); α---intermediate variable can pass through
Try to achieve; If the individual layer soil body is got h '
nFor bottom land to the distance of leading the wall bottom surface;
Said search method is worth method most for utilizing numerical analysis to ask, and through changing α, searches out the minimum value F of every layer soil body safety factor
n
The parameter of the adjacent multilayer soil body can be tried to achieve by following formula
In the formula: c
m---the cohesion (kPa) of the adjacent multilayer soil body; c
n---the cohesion (kPa) of n layer soil body; γ
m---the unit weight (kN/m of the adjacent multilayer soil body
3); γ
n---the unit weight (kN/m of n layer soil body
3); H '
n---n layer soil body thickness (m); H---adjacent multilayer soil body thickness (m); The parameter substitution formula (1) of the adjacent multilayer soil body, obtain the safety factor F of the adjacent multilayer soil body
m
The 4th step, according to pure viscosity cell wall secure topical coefficient magnitude, judge the stability that the pure viscosity cell wall is local, adjustment mud unit weight, until cell wall secure topical coefficient greater than 1.
2. the described diaphragm wall pure viscosity of claim 1 cell wall local stability and mud unit weight are confirmed method, it is characterized in that, in the first step; Abundant collection work district geologic information, the degree capable of using of analysis of data is through sampling test or in situ test; Under the situation of not draining, determine the cohesion c of the soil body, measure the unit weight γ that is unearthed through core cutter method; According to the workspace geologic information, confirm the thickness h of every layer soil body '
n
3. the described diaphragm wall pure viscosity of claim 1 cell wall local stability and mud unit weight are confirmed method, it is characterized in that, in second step, according to the construction of diaphragm wall scheme of formulating, set the unit weight γ of mud
w
4. the described diaphragm wall pure viscosity of claim 1 cell wall local stability and mud unit weight are confirmed method, it is characterized in that, in the 4th step; If F, explains that cell wall is in stable state greater than 1, local buckling's phenomenon can not take place; If F, explains that cell wall plays pendulum less than 1, local buckling's phenomenon can take place; Adjustment mud unit weight, until cell wall secure topical coefficient greater than 1.
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Non-Patent Citations (5)
| Title |
|---|
| 刘海卿,于海峰,于波.深层地下连续墙槽壁稳定机理研究.《科学技术与工程》.2006,第6卷(第08期), * |
| 史世雍,章伟.深基坑地下连续墙的泥浆槽壁稳定分析.《岩土工程学报》.2006,第28卷 * |
| 张厚美，夏明耀.地下连续墙泥浆槽壁稳定的三维分析.《土木工程学报》.2000,第33卷(第01期), * |
| 徐伟,周建军.地下连续墙泥浆护壁稳定分析理论探讨.《建筑施工》.2003,第25卷(第05期), * |
| 郑玉辉.地下连续墙槽壁稳定的研究.《岩土工程技术》.2007,第21卷(第01期), * |
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