CN109299508A - A method of calculating the critical embedded coefficient of SMW retaining structure - Google Patents
A method of calculating the critical embedded coefficient of SMW retaining structure Download PDFInfo
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Abstract
The method of a kind of critical embedded coefficient of calculating SMW retaining structure of the invention, when calculating SMW earth-retaining diaphragm wall building-in depth, anchor support power, respectively using N row's bolt action point as supporting point.When the supporting point with the first fulcrum for " simple beam method ", active earth pressure is ignored；When with fulcrum that the second supporting point is " simple beam method ", active earth pressure and the first support force balance the second support moment thereon, only consider the following slider equalising torque of the second fulcrum.A kind of method of critical embedded coefficient of calculating SMW retaining structure of the invention, by the SMW retaining structure building-in depth, anchor support power, close with measured value got, degree of agreement is higher than conventionally employed equivalent beam method, and it is more simple and easy to operate than equivalent beam method, especially in retaining structure Preliminary design, a kind of method that design SMW retaining structure is simple and practical is provided for engineers and technicians.
Description
Technical field
The present invention relates to technical field of buildings, more particularly, to a kind of calculating critical embedded coefficient of SMW retaining structure
Method.
Background technique
SMW barricade stake, i.e. fashioned iron cement mixing pile, principle are that H profile steel is inserted into cement mixing method, increase soil cement
Mixing pile bending resistance, shear resistance, to improve the supporting and retaining system of SMW barricade, impermeability.Since the barricade stake is soil cement and fashioned iron
The mixture of structure, calculating assumed condition, selection model, parameter selection etc., viewpoint is different so far.
Retaining structure soil pressure is calculated using Rankine Earth Pressure at present, and Rankine Earth Pressure is when the soil body reaches the limit of balance
Lateral pressure when state, in practical base pit engineering, retaining structure does not allow to generate over-large displacement, and the soil body is not up to the limit thereafter
Equilibrium state does not meet engineering reality with Rankine theoretical calculation active earth pressure.It is usual retaining structure building-in depth, horizontally-supported
Power etc. is calculated using equivalent beam method, but this method is cumbersome, and operation is inconvenient.Horizontal branch in " building foundation pit supporting technical regulation "
The calculating of support force needs scene to measure the horizontal displacement value etc. at fulcrum, and is often difficult to obtain when retaining structure Preliminary design
The measured value.
Therefore, based on above-mentioned problem, it is badly in need of inventing a kind of method for calculating the critical embedded coefficient of SMW barricade stake, with solution
Certainly above-mentioned technical problem.
Summary of the invention
The present invention provides a kind of method for calculating the critical embedded coefficient of SMW retaining structure, to solve upper existing calculating SMW branch
It keeps off the method complexity of the critical embedded coefficient of structure, meet the technical problem of engineering reality.
According to an aspect of the present invention, provide it is a kind of calculate the critical embedded coefficient of SMW retaining structure method, including with
Lower step:
Step S1, there is N layers of anchor pole on initial setting branch mark structure, and N is greater than 1 natural integer；
Step S2 is based on principle of moment balance using the supporting point of n-th layer anchor pole as fulcrum, calculates and obtains the supporting file knot
The building-in depth of structure, and the n-th layer anchor pole is the farthest anchor pole apart from the supporting file structural top, the building-in depth is
The depth of the branch mark structure insertion bottom of foundation ditch；
Step S3 obtains the height of the branch mark structure based on the building-in depth；
Step S4 is based on principle of moment balance using the supporting point of a layers of anchor pole as fulcrum, obtains a+1 layers of anchor support
The passive earth pressure thickness of point excavation face calculating considered below, and a layers of anchor pole reaction of supports, and a are calculated according to Rankine formula
≥1；
Step S5, a=a+1 execute step S4, until a=N；
Step S6 obtains each layer of rock-bolt length, and the spacing between the support reaction based on each layer of anchor pole, adjacent anchor pole
With anchor bolt construction angle, the anchor pulling force of each layer of anchor pole is obtained.
On the basis of above scheme preferably, the step S2 is specifically included:
It can get according to principle of moment balance:
EaA×HA=EpB×HB；
Wherein,
EaA=﹛ [a+6 (h1+h2)]+[a+6(h1+h2+h3+X1)] ﹜ (h3+X1)/2；
And a indicates Active Pressure on Retaining Wall initial value (kPa)；h1Indicate the above soil thickness (m) of first layer anchor pole；h2
Indicate soil thickness (m) between first and second layer of anchor pole；h3Indicate second layer anchor pole to soil thickness (m) between foundation pit bottom；EaAIt indicates
Excavation of foundation pit is to bottom, active earth pressure resultant force (kPa) after retaining wall；EpBIndicate excavation of foundation pit to bottom, it is passive before retaining wall
Soil pressure resultant force (kPa)；HAActive earth pressure is with joint efforts to the distance (m) of second layer anchor pole after indicating retaining wall；HBIndicate retaining wall
Preceding passive earth pressure is with joint efforts to the distance (m) of second layer anchor pole；X1Indicate the passive of excavation of foundation pit finished surface calculating considered below
Soil pressure thickness (m).
On the basis of above scheme preferably, the detailed calculation method of step S3 are as follows: M=h1+h2+h3+1.2X1, and M takes
Integer, M indicate the height of branch mark structure.On the basis of above scheme preferably, the detailed calculation method of step S6 are as follows:
Based on formula:To obtain the anchor pulling force of each layer of anchor pole；
Wherein, T indicates that the anchor pulling force (kN/m) of every layer of anchor pole, R indicate that the support reaction (kN/m) of every layer of anchor pole, s indicate phase
Spacing (m) between adjacent anchor pole, θ indicate anchor bolt construction angle, and θ≤15 °.
A kind of method of critical embedded coefficient of calculating SMW retaining structure of the invention is calculating SMW earth-retaining diaphragm wall build-in
When depth, anchor support power, respectively using N row's bolt action point as supporting point.When the supporting point for taking the first fulcrum as " simple beam method "
When, active earth pressure is ignored (more than the main soil pressure critical depth of Rankine)；With the fulcrum (revolution that the second supporting point is " simple beam method "
Center) when, active earth pressure and the first support force balance the second support moment thereon, only consider the following slider of the second fulcrum
Equalising torque.
A kind of method of critical embedded coefficient of calculating SMW retaining structure of the invention, it is embedding by the SMW retaining structure got
Gu depth, anchor support power, close with measured value, degree of agreement is higher than conventionally employed equivalent beam method, and compares equivalent beam method
It is simple and easy to operate, especially in retaining structure Preliminary design.A kind of design SMW retaining structure letter is provided for engineers and technicians
Just practical method.That is: when calculating SMW earth-retaining diaphragm wall building-in depth and anchor support power, respectively with two rows of bolt actions
Point is supporting point.With the first fulcrum be " simple beam method " supporting point when, active earth pressure ignore (Rankine Earth Pressure critical depth with
On), when with fulcrum (centre of gyration) that the second supporting point is " simple beam method ", active earth pressure and the first support force are to second thereon
Support moment balance, only considers the following slider equalising torque of the second fulcrum.
Detailed description of the invention
Fig. 1 is supporting file structure stress diagrammatic cross-section of the invention；
Fig. 2 is supporting file structure stress diagrammatic cross-section when being excavated to second layer anchor support point of the invention；
Fig. 3 is the force diagram of first layer anchor pole of the invention；
Fig. 4 is the force diagram of second layer anchor pole of the invention；
Fig. 5 is base pit engineering log sheet of the invention；
Fig. 6 is soil pressure of the invention with change in depth figure；
Fig. 7 is the stress diagrammatic cross-section of the first state of branch mark structure of the invention；
Fig. 8 is the barricade stress diagrammatic cross-section of second of state of branch mark structure of the invention；
Fig. 9 is " simple beam method " stress diagram of first layer anchor pole of the invention；
Figure 10 is " simple beam method " stress diagram of second layer anchor pole of the invention.
Specific embodiment
With reference to the accompanying drawings and examples, specific embodiments of the present invention will be described in further detail.Implement below
Example is not intended to limit the scope of the invention for illustrating the present invention.
Refering to Figure 1, the present invention provides a kind of methods for calculating the critical embedded coefficient of SMW retaining structure, including
Following steps:
Step S1, there is N layers of anchor pole on initial setting branch mark structure, and N is greater than 1 natural integer；
Step S2 is based on principle of moment balance using the supporting point of n-th layer anchor pole as fulcrum, calculates and obtains the supporting file knot
The building-in depth of structure, and n-th layer anchor pole is the farthest anchor pole apart from the supporting file structural top, building-in depth is branch mark structure
It is inserted into the depth of bottom of foundation ditch；
Step S3 obtains the height of branch mark structure based on building-in depth；
Step S4 is based on principle of moment balance using the supporting point of a layers of anchor pole as fulcrum, obtains a+1 layers of anchor support
The passive earth pressure thickness of point excavation face calculating considered below, and a layers of anchor pole reaction of supports, and a are calculated according to Rankine formula
≥1；
Step S5, a=a+1 execute step S4, until a=N；
Step S6 obtains each layer of rock-bolt length, and the spacing between the support reaction based on each layer of anchor pole, adjacent anchor pole
With anchor bolt construction angle, the anchor pulling force of each layer of anchor pole is obtained.
In a preferred embodiment of the invention, step S2 circular of the invention includes:
It can get according to principle of moment balance:
EaA×HA=EpB×HB(1)；
Wherein,
EaA=﹛ [a+6 (h1+h2)]+[a+6(h1+h2+h3+X1)] ﹜ (h3+X1)/2 (2)；
And a indicates Active Pressure on Retaining Wall initial value (kPa)；h1Indicate the above soil thickness (m) of first layer anchor pole；h2
Indicate soil thickness (m) between first and second layer of anchor pole；h3Indicate second layer anchor pole to soil thickness (m) between foundation pit bottom；EaAIt indicates
Excavation of foundation pit is to bottom, active earth pressure resultant force (kPa) after retaining wall；EpBIndicate excavation of foundation pit to bottom, it is passive before retaining wall
Soil pressure resultant force (kPa)；HAActive earth pressure is with joint efforts to the distance (m) of second layer anchor pole after indicating retaining wall；HBIndicate retaining wall
Preceding passive earth pressure is with joint efforts to the distance (m) of second layer anchor pole；X1Indicate the passive of excavation of foundation pit finished surface calculating considered below
Soil pressure thickness (m).
In another preferred embodiment of the invention, the detailed calculation method of step S3 are as follows: M=h1+h2+h3+1.2X1, and M
Round numbers, M indicate the height of branch mark structure.On the basis of above scheme preferably, the detailed calculation method of step S6 are as follows:
Based on formula:To obtain the anchor pulling force of each layer of anchor pole；
Wherein, T indicates that the anchor pulling force (kN/m) of every layer of anchor pole, R indicate that the support reaction (kN/m) of every layer of anchor pole, s indicate phase
Spacing (m) between adjacent anchor pole, θ indicate anchor bolt construction angle, and θ≤15 °.
A kind of method of critical embedded coefficient of calculating SMW retaining structure of the invention is calculating SMW earth-retaining diaphragm wall build-in
When depth, anchor support power, respectively using N row's bolt action point as supporting point.When the supporting point for taking the first fulcrum as " simple beam method "
When, active earth pressure is ignored (more than the main soil pressure critical depth of Rankine)；With the fulcrum (revolution that the second supporting point is " simple beam method "
Center) when, active earth pressure and the first support force balance the second support moment thereon, only consider the following slider of the second fulcrum
Equalising torque.
A kind of method of critical embedded coefficient of calculating SMW retaining structure of the invention, it is embedding by the SMW retaining structure got
Gu depth, anchor support power, close with measured value, degree of agreement is higher than conventionally employed equivalent beam method, and compares equivalent beam method
It is simple and easy to operate, especially in retaining structure Preliminary design.A kind of design SMW retaining structure letter is provided for engineers and technicians
Just practical method.That is: when calculating SMW earth-retaining diaphragm wall building-in depth and anchor support power, respectively with two rows of bolt actions
Point is supporting point.With the first fulcrum be " simple beam method " supporting point when, active earth pressure ignore (Rankine Earth Pressure critical depth with
On), when with fulcrum (centre of gyration) that the second supporting point is " simple beam method ", active earth pressure and the first support force are to second thereon
Support moment balance, only considers the following slider equalising torque of the second fulcrum.
Numerical procedure in order to further illustrate the present invention, below using N=2 as specific embodiment, that is to say, that preliminary
There are 2 layers of anchor pole on setting branch mark structure, with the calculating process that the present invention will be described in detail.
The first step obtains the fixity depth calculatic of branch mark structure
When by digging to foundation pit bottom, taking second layer anchor pole, the following are sliders, using the second anchor support point as fulcrum power taking square
The active and passive soil pressure of balance, i.e. diaphragm wall lower end effect is obtained around the equalising torque of second layer fulcrum, such as Fig. 1, it may be assumed that
EaA×HA=EpB×HB(6)；
It according to Fig. 1, can be calculated based on trapezoidal area: EaA={ [a+6 (h1+h2)]+
[a+6(h1+h2+h3+X1)]}(h3+X1)/2 (7)；
According to Fig. 1, it is available to certain point Calculating Torque during Rotary that resultant force is equal to certain point torque based on each component:
(8)；EpB: passive earth pressure (depth X is calculated according to Rankine Earth Pressure1)
After solving X value, in order to improve its safety coefficient, considers safety stock, enable D=1.2X；
Therefore the total length of SMW earth-retaining diaphragm wall building-in depth (including H profile steel) is h1+h2+h3+ 1.2X, round numbers.
Second step obtains the calculating of anchor support power
The 2.1 first layer anchor pole reactions of supports
When being excavated to second layer anchor support point, first layer anchor pole is least favorable situation, and the reaction of supports is maximum；Calculate first
The following slider of fulcrum, the active and passive soil pressure acted on thereon are shown in Fig. 2, calculating process around the equalising torque of the first fulcrum:
HA1EaA1=HB1EpB1+HB2EpB2
Wherein: a in figure indicates Active Pressure on Retaining Wall initial value (kPa)；
h1Indicate the above soil thickness (m) of first layer anchor pole；
h2Indicate soil thickness (m) between first and second layer of anchor pole；
EaA1When expression is excavated to second layer anchor support point, active earth pressure resultant force (kN/m) after retaining wall；
EpB1When expression is excavated to second layer anchor support point, the first layer soil body passive earth pressure (kN/m) before retaining wall；
EpB2When expression is excavated to second layer anchor support point, the second layer soil body passive earth pressure (kN/m) before retaining wall；
HA1Active earth pressure is with joint efforts to the distance (m) of first layer anchor pole after indicating retaining wall；
HB1Indicate retaining wall before the first layer soil body passive earth pressure to first layer anchor pole distance (m)；
HB2Indicate retaining wall before the second layer soil body passive earth pressure to first layer anchor pole distance (m)；
X2Indicate the passive earth pressure thickness (m) of second layer anchor support point excavation face calculating considered below；
It is calculated according to trapezoidal area, available:
EaA1={ (a+6h1)+[a+6(h1+h2+X2)]}(h2+X2)/2 (11)；
Each component is equal to resultant force to certain point torque and puts Calculating Torque during Rotary to certain, available:
EpB1It indicates to calculate passive earth pressure (total depth X according to Rankine formula2)
EpB2It indicates to calculate passive earth pressure (total depth X according to Rankine formula2)
HB1Indicate trapezoidal passive earth pressure to second layer anchor support point distance plus h2(m)
HB2The distance of the second layer soil body passive earth pressure to second layer anchor pole adds h before expression retaining wall2(m)
Based on formula (11) and formula (12), X can be solved2Value, then according to two points of passive earth pressure EpB1、EpB2, ask
Force action point value (the h of the two out2+△h1)。
Based on each component to certain point torque be equal to resultant force to certain point torque principle, this passive earth pressure point of resultant force with
It is the supporting-point for imagining " simple beam method " in the excavation stage that first anchor, which draws fulcrum, and such as Fig. 3 is taken with passive earth pressure point of resultant force
Equalising torque can obtain first layer anchor pole reaction of supports RA1Are as follows:
RA1(h2+△h1)=(a+6h1)h2(h2/2+△h1)+6h2 2(1/3h2+△h1)/2 (13)；
2.2 second layer anchor pole reactions of supports
When being excavated to foundation pit bottom, second layer anchor pole is least favorable situation, and the reaction of supports is maximum；With above-mentioned, wall is found out
The point of resultant force of passive soil pressure suffered by build-in part, the point of resultant force can obtain second layer anchor as imaginary fulcrum, such as Fig. 4
Bar reaction of supports RA2Are as follows:
RA2(h3+△h2)=(a+6h1+6h2)h3(h3/2+△h2)+6h3 2(1/3h3+△h2)/2(13)。
Three, calculation of bolts
Rock-bolt length is calculated, first to obtain first layer rock-bolt length and second layer rock-bolt length.
According to design anchor pulling force:
In formula, T indicates that the anchor pulling force (kN/m) of every layer of anchor pole, R indicate that the support reaction (kN/m) of every layer of anchor pole, s indicate phase
Spacing (m) between adjacent anchor pole, θ indicate anchor bolt construction angle, and θ≤15 °.
Due to efficiency of pile groups, anchor pole setting is not easy too close, and first layer, second layer anchor pole distance s take the integral multiple of a spacing.
In order to further verify calculation method accuracy of the invention, following operating condition is set, carries out real data verifying:
Set planar dimension 80m × 100m, formation situation such as Fig. 5, excavation of foundation pit depth 9.0m, using SMW barricade
Stake adds the support pattern of two rows of recoverable anchor rods again.Depth are arranged respectively at -1.5m, -5.0m in two rows of recoverable anchor rods, ground
Load takes 10kPa.Excavation of foundation pit operating condition are as follows: operating condition one is dug to -2.0m (construction first row anchor pole), and operating condition two is dug to -5.5m
(construction second row anchor pole), operating condition three is dug to foundation pit bottom -9.0m.
SMW earth-retaining diaphragm wall (soil cement campshed is simultaneously inserted into H profile steel core material) design, H profile steel: H -482 × 300 × 11 ×
15, spacing@=0.45m, area of section A=146.4cm2/ root, modulus of section Wx=2520cm3/ root, the moment of inertia Ix=
60800cm4/ root, radius of gyration ix=20.4cm/ root, σb=215MPa, τ=125MPa.
The first step, soil pressure distribution
Using lateral pressure soil pressure.Silty clay lateral pressure coefficient takes K=0.3, and gravel mixes clay lateral pressure coefficient
K=0.4 is taken,
Ground: ea=10 × 0.3=3.0kPa
At-the 2.45m of ground: ea=(10+17 × 2.45) × 0.3=15.5kPa
At-the 6.55m of ground:
At-the 9.0m of ground: ea=(10+17 × 2.45+18 × 4.1+19 × 2.45) × 0.4=68.8kPa
Fig. 2 is shown in using Rankine Earth Pressure calculating -1.5m, -2.45m, -5.0m, -6.55m, -9.0m soil pressure；
Using PL-TY25 type type vibration wire earth pressure gauge, respectively in depth -1.5m, -2.45m, -5.0m, -6.55m, -9.0m
Embedded earth pressure gauge, test result are shown in Fig. 6；
Shown in Fig. 6, the above are negative value, three kinds of soil pressures to increase with depth and increase for the main soil pressure critical depth of Rankine,
But lateral pressure result and Measured Soil pressure value are closer, illustrate that lateral pressure active earth pressure is feasible.In order to just
It is calculated in simplifying, it is assumed that lateral pressure distribution such as Fig. 3, ea=3.0+6z, (unit kPa).
When calculating SMW earth-retaining diaphragm wall building-in depth, anchor support power and barricade internal force, respectively with two rows of bolt actions
Point is supporting point.With the first fulcrum be " simple beam method " supporting point when, active earth pressure ignores (the main soil pressure critical depth of Rankine
More than)；When with fulcrum (centre of gyration) that the second supporting point is " simple beam method ", active earth pressure and the first support force are to the thereon
Two support moments balance, only considers the following slider equalising torque of the second fulcrum.SMW earth-retaining diaphragm wall takes 1 meter along longitudinal direction
Width is calculated.
Second step, the calculating of building-in depth
When by digging to foundation pit bottom, the active and passive soil pressure of diaphragm wall lower end effect is obtained around the equalising torque of second layer fulcrum
Out, such as Fig. 7, it may be assumed that
PA×HA=PB×HB；
Solve x=2.2m；Consider safety stock, enables
D=1.2x=1.2 × 2.2=2.64m
So the total length of SMW earth-retaining diaphragm wall building-in depth (including H profile steel) is 9.0+2.64=11.64m, it is rounded
Number 12m.
Use equivalent beam method calculate SMW earth-retaining diaphragm wall building-in depth for 12.5m.The calculating of third step anchor support power
The 3.1 first layer anchor pole reactions of supports
When operating condition two digs extremely -5.5m, first layer anchor pole is least favorable situation, and the reaction of supports is maximum；Calculate the first fulcrum with
Lower slider, the active and passive soil pressure acted on thereon are shown in Fig. 8 around the equalising torque of the first fulcrum, calculating process:
HAPA=HB1PB1+HB2PB2；
HB1=4.56m, PB1=57.64kN/m；
x3+4.8x2- 12.2x-3.0=0；
X=2.01m is obtained, passive earth pressure point of resultant force is 5.21m.
It is to imagine in the excavation stage that this passive earth pressure point of resultant force and the first anchor, which draw fulcrum,
The supporting-point of " simple beam method ", such as Fig. 9, first layer anchor pole reaction of supports RAFor
3.2 second layer anchor pole reactions of supports
It is excavated to hole bottom -9.0m, second layer anchor pole is least favorable situation, and the reaction of supports is maximum；With above-mentioned, wall is found out
The point of resultant force of passive soil pressure suffered by build-in part can obtain second layer anchor pole reaction of supports A as imaginary fulcrum, such as Figure 10；
kN/m。
3.3 calculation of bolts
Rock-bolt length calculating process is omited；First layer rock-bolt length 11.5m, second layer rock-bolt length 9.5m.
Design anchor pulling force
In formula, R is support reaction, unit kN/m；S is anchor pole spacing (m)；θ is anchor bolt construction angle, θ≤15 °.
Due to efficiency of pile groups, anchor pole setting is not easy too close, and first layer, second layer anchor pole distance s take the integral multiple of a spacing,
That is s=450 × 8=3600；Setting angle takes θ=15 °, anchoring body diameter D=135mm；Design load:
First layer
The second layer
3.4 three kinds of anchor pole reaction of supports methods compare
Calculating first, second layer of anchor pole reaction of supports using equivalent beam method is respectively 51.35kN/m, 98.15kN/m.
Anti-pulling of anchor bar detection.It selects 3 anchor poles to do pull-out bond test respectively from first layer, second layer anchor pole, measures anchor
Bar ultimate bearing capacity；The each layer of test anchor pole for participating in statistics dials the very poor no more than average value of bearing capacity when the limit is anti-
When 30%, anchor rod ultimate anti-pulling capacity standard value can use the average value of 3 test values.First, second layer of anchor rod ultimate resistance to plucking
Bearing capacity is respectively 201.0kN/ root, 420.3kN/ root.Table 1 is first, second layer of anchor pole reaction of supports equivalent beam method, simple beam
Method, live pull-out bond test value contrast table.
The table 1 anchor pole reaction of supports, three kinds of method contrast tables
Learn that result is close from three kinds of method reduced values of the above-mentioned reaction of supports, especially with " simple beam method " counted result and reality
Measured value is more close.
Finally, the present processes are only preferable embodiment, it is not intended to limit the scope of the present invention.It is all
Within the spirit and principles in the present invention, any modification, equivalent replacement, improvement and so on should be included in protection of the invention
Within the scope of.
Claims (4)
1. a kind of method for calculating the critical embedded coefficient of SMW retaining structure, which is characterized in that include the following steps
Step S1, there is N layers of anchor pole on initial setting branch mark structure, and N is greater than 1 natural integer；
Step S2 is based on principle of moment balance using the supporting point of n-th layer anchor pole as fulcrum, calculates and obtains the branch mark structure
Building-in depth, and the n-th layer anchor pole is the farthest anchor pole apart from the supporting file structural top, the building-in depth is described
The depth of branch mark structure insertion bottom of foundation ditch；
Step S3 obtains the height of the branch mark structure based on the building-in depth；
Step S4 is based on principle of moment balance using the supporting point of a layers of anchor pole as fulcrum, obtains a+1 layers of anchor support point and opens
The passive earth pressure thickness of digging face calculating considered below, and a layers of anchor pole reaction of supports, and a >=1 are calculated according to Rankine formula；
Step S5, a=a+1 execute step S4, until a=N；
Step S6 obtains each layer of rock-bolt length, and spacing and anchor between the support reaction based on each layer of anchor pole, adjacent anchor pole
Bar construction angle, obtains the anchor pulling force of each layer of anchor pole.
2. a kind of method for calculating the critical embedded coefficient of SMW retaining structure as described in claim 1, which is characterized in that described
Step S2 is specifically included:
It can get according to principle of moment balance:
EaA×HA=EpB×HB；
Wherein,
EaA=﹛ [a+6 (h1+h2)]+[a+6(h1+h2+h3+X1)] ﹜ (h3+X1)/2；
And a indicates Active Pressure on Retaining Wall initial value (kPa)；h1Indicate the above soil thickness (m) of first layer anchor pole；h2It indicates
Soil thickness (m) between first and second layer of anchor pole；h3Indicate second layer anchor pole to soil thickness (m) between foundation pit bottom；EaAIndicate foundation pit
It is excavated to bottom, active earth pressure resultant force (kPa) after retaining wall；EpBIndicate excavation of foundation pit to bottom, passive soil pressure before retaining wall
Power resultant force (kPa)；HAActive earth pressure is with joint efforts to the distance (m) of second layer anchor pole after indicating retaining wall；HBQuilt before expression retaining wall
Dynamic soil pressure is with joint efforts to the distance (m) of second layer anchor pole；X1Indicate the passive soil pressure of excavation of foundation pit finished surface calculating considered below
Power thickness (m).
3. a kind of method for calculating the critical embedded coefficient of SMW retaining structure as claimed in claim 2, which is characterized in that described
The detailed calculation method of step S3 are as follows:
M=h1+h2+h3+1.2X1, and M round numbers, M indicate the height of branch mark structure.
4. a kind of method for calculating the critical embedded coefficient of SMW retaining structure as described in claim 1, which is characterized in that described
The detailed calculation method of step S6 are as follows:
Based on formula:To obtain the anchor pulling force of each layer of anchor pole；
Wherein, T indicates that the anchor pulling force (kN/m) of every layer of anchor pole, R indicate that the support reaction (kN/m) of every layer of anchor pole, s indicate adjacent anchor
Spacing (m) between bar, θ indicate anchor bolt construction angle, and θ≤15 °.
Priority Applications (1)
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