CN106049529B - Single pile foundation support table barricade combines retaining structure design and calculation method - Google Patents
Single pile foundation support table barricade combines retaining structure design and calculation method Download PDFInfo
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- 238000013461 design Methods 0.000 title claims abstract description 22
- 238000004364 calculation method Methods 0.000 title claims abstract description 15
- 238000010008 shearing Methods 0.000 claims abstract description 17
- 230000000694 effects Effects 0.000 claims abstract description 13
- 238000006243 chemical reaction Methods 0.000 claims abstract description 11
- 239000002689 soil Substances 0.000 claims description 29
- 239000011435 rock Substances 0.000 claims description 17
- 238000005452 bending Methods 0.000 claims description 15
- 238000004873 anchoring Methods 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 11
- 239000000463 material Substances 0.000 claims description 5
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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Abstract
The invention discloses single pile foundation support table barricade combine retaining structure design and calculation method, for combining structure formed by four single pile foundation, cushion cap, barricade, sawtooth parts, and included barricade, cushion cap, the design and calculation method of pile foundation.The present invention propose it is a kind of be used for thick-layer, the novel compositions retaining structure of giant heavy laver land slide body, relatively individually using friction pile or barricade progress supporting and retaining system by the way of, effect is more preferable, and economy is higher.And propose the computational methods for considering subgrade reaction and the combining structure cushion cap of pile framing coordinative role, the relatively existing computational methods used at present are more nearly the real bearing state of structure, amount of deflection, corner, shearing and the moment of flexure of trying to achieve cushion cap that can be easy, reliable foundation be provided for engineering calculation.
Description
Technical field
The present invention relates to one kind combine retaining structure design and calculation method, specifically include by single pile foundation, cushion cap, barricade,
The combining structure and the design and calculation method of the structure that antiskid sawtooth is formed.
Background technology
Single pile foundation-cushion cap-barricade is a kind of New Retaining Structure, is made up of friction pile, cushion cap, sawtooth and retaining wall,
Be mainly used in that highway, railway river bank scouring be serious, high embankment steep slope region, can solve the problem that riparian protection building foundation bury compared with
Deep difficulty.
Using the method for reinforcing side slope of friction pile, pile body extends to gliding mass top surface, therefore the buried depth of friction pile is deeper, pile body chi
Very little and moment is all larger.And combining structure by the long structural shape for replacing with cushion cap supporting retaining wall of part stake to bear part
Horizontal thrust, it is thus possible to effectively reduce bending, size and embankment embankment slope height, cost saving, therefore apply
It is relatively broad.
In the engineering constructions such as mountain area, storehouse bank, the water conservancy in riverbank area, traffic, it is frequently run onto high slope, landslide and height and fills out
The engineerings such as side, retaining structure is often set to protect engineering safety.Common supporting construction type is more, such as friction pile, gear
Cob wall, pile plate wall, anchor ingot plate, anchor cable, anchor pole, bar-mat reinforcement etc..
Friction pile and earth-retaining wall technology are analyzed as follows exemplified by handling landslide：
Friction pile is through slip mass and gos deep into the pile of slider bed, to the sliding force of supporting and retaining system gliding mass, plays stable side slope
Effect, it is a kind of major measure of antiskid processing.
In high gradient slope (containing landslide) reinforcing engineering, when using traditional friction pile, friction pile is primarily subjected to shear
And Moment, pile body free segment are used to bearing the Thrusts of the unstable slopes in top, and to bear bottom steady for pile body anchoring section
The drag of Rock And Soil offer is determined to keep stress balance.
When unstable slopes thickness is thicker and Thrust is larger, the shearing or moment of flexure born due to friction pile is larger,
So that pile body cross sectional dimensions and pile body length are often very big；In addition, when considering the effect such as rainfall, Reservoir Water Level, earthquake,
The physical dimension of friction pile may be bigger, even has to use multiple rows of friction pile supporting and retaining system sometimes.
According to pile-pile cap-barricade combining structure, because the cantilever end length of stake greatly reduces so that stake institute bending moment
Significantly lower, thus pile body sectional dimension and length are obviously reduced.Therefore, come down for shallow-layer and medium bed, using anti-
Sliding pile structure can obtain better effects.For thick-layer, giant heavy laver land slide, the structure is no longer applicable.
Retaining wall refers to that supporting is banketed or the hillside soil body, prevents from banketing or the structure of soil deformation unstability.Here only with
Analyzed exemplified by balance weight retaining wall, balance weight retaining wall is to maintain itself steady again with the soil utilized with retaining wall self gravitation
It is fixed, formed using concreting, be typically unworthy of reinforcing bar or a small amount of reinforcing bar is only equipped with subrange, its economic benefit is bright
It is aobvious.
The advantages of balance weight retaining wall is can to build up highly larger, is gathered materials on the spot, easy for construction, good economical benefit.But
Because balance weight retaining wall volume, weight are all big, thus it is higher to ground requirement for bearing capacity.
Balance weight retaining wall is after wall under soil pressure effect, it is necessary to have enough resistances to overturning and the intensity of structure,
Retaining wall should be checked during design under load action, along the sliding stability of substrate, the overturning stability rotated around toe of wall and ground
The bearing capacity of base.When balance weight retaining wall is used to handle landslide, because wall has to pass through slip mass and gos deep into slider bed, therefore,
It is only used for handling shallow failure, and the foundation bearing capacity of slider bed must also is fulfilled for requiring.
In summary, so that processing is come down as an example, friction pile has significant excellent when handling shallow-layer and medium-bedded landslide
More property, and be used to handle thick-layer and the effect of giant heavy laver land slide might not be reliable；Retaining wall is simply possible to use in processing slider bed ground
Bearing capacity meets desired shallow failure.In other engineerings such as high slope, high roadbed engineering, friction pile and retaining wall also have
Respective limitation.
Based on barricade and the respective advantage and disadvantage of friction pile, it is proposed that a kind of single pile foundation-cushion cap-barricade combination retaining structure
And its design and calculation method.
The content of the invention
Present invention aim to address in the prior art, barricade and the isostructural insufficient problem of friction pile, it is proposed that a kind of
Single pile foundation-cushion cap-barricade combination retaining structure design and calculation method.
To realize that the technical scheme that the object of the invention uses is such, single pile foundation-cushion cap-barricade combination supporting and retaining system knot
The design and calculation method of structure, for retaining structure retaining structure support basement rock and slip mass, the slip mass to be covered in basement rock
On.It is characterized in that：Including balance weight retaining wall, antiskid sawtooth, cushion cap and single pile foundation.
The inside of the bottom embedment basement rock of the single pile foundation, the top of the single pile foundation is located at the inside of slip mass.
The cushion cap is located at single pile foundation top center.The cushion cap is rigidly connected with single pile foundation.It is described
Cushion cap is located at the inside of slip mass.
The antiskid sawtooth is located at the top of cushion cap.The antiskid sawtooth is rigidly connected with cushion cap.
The balance weight retaining wall is located at the top of antiskid sawtooth, bottom and the antiskid sawtooth phase of the balance weight retaining wall
Agree with.The balance weight retaining wall supports slip mass.
The side that the balance weight retaining wall is in contact with slip mass is left side, and the left side of the balance weight retaining wall is provided with
Platform at one, the right side of the balance weight retaining wall are higher than left side.The balance weight retaining wall and slip mass form concave inward structure.
Design and calculation method, comprise the following steps：
1) design of balance weight retaining wall calculates, including：The deadweight of balance weight retaining wall, horizontally and vertically soil pressure；
1.1) calculating of the deadweight of balance weight retaining wall；
The deadweight of the balance weight retaining wall is：
GGear=γConcrete·VGear(formula one)
In formula：GGear- retaining wall is conducted oneself with dignity；
γConcrete- retaining wall material severe；
VGear- retaining wall volume；
1.2) calculating of the horizontally and vertically soil pressure of balance weight retaining wall；
The soil pressure of the balance weight retaining wall is calculated according to Coulomb's earth pressure：
In formula：Ea- active earth pressure；
γSoil- severe of banketing；
H-retaining wall height；(using algorithm is simplified, not calculating wall up and down respectively)
Ka- coefficient of active earth pressure；
- internal friction angle；
ρ-grading angle, it is clockwise negative (facing upward tiltedly) counterclockwise just (to bow tiltedly)；
β-wall carries on the back the inclination angle on surface of banketing；
δ-wall carries on the back the angle of friction between the soil body；
2) calculating of the external load and internal force of cushion cap；
The external load of the cushion cap includes the deadweight of vertical earth pressure and balance weight retaining wall；The internal force bag of the cushion cap
Include：Shearing, moment of flexure, amount of deflection and corner；
2.1) basic assumption
The every bit amount of deflection of beam is equal with foundation deformation, and exists between the two without gap；Foundation deformation and the point
Stress size is directly proportional, and interaction is not present in adjacent ground；Beam on elastic foundation observes plane cross-section assumption, and structure is in loading process
In, neutral axis does not deflect；
2.2) calculating of the external load of cushion cap；
The retaining wall deadweight and vertical earth pressure that evenly load suffered by the cushion cap is transmitted by top form；
In formula：Evenly load suffered by q-cushion cap；
Eay- vertical active earth pressure；
GGear- retaining wall is conducted oneself with dignity；
L-cushion cap length；
2.3) calculating of the internal force of cushion cap；
2.31) beam on elastic foundation that winkler assumes is under Uniform Load, using the first ginseng under short beam computational methods
Number method is solved：
In formula：EI-bending rigidity；
Q (x)-external load equation；
P (x)-subgrade reaction equation；
Winkler assumes that the subsidence of foundations is directly proportional to the pressure p=ky, and introduced feature factor beta, can obtain：
In formula：K-coefficient of subgrade reaction；
The citation form solved is：
In formula：F (β x) is the deflection correction coefficient under various load situations；
y0- left side initial deflection；
θ0The initial corner in-left side；
Q0- left side initially shears；
M0- left side initial moment；
Krannov's function：
Hyperbolic function：
2.32) fixed end is divided into three parts by grade beam as border to be calculated, first paragraph and the 3rd section are considered as one end
The beam on elastic foundation that free one end is fixed, both are in symmetry status, and the beam on elastic foundation that second segment is considered as both ends fixation is counted
Calculate；
For evenly load, deflection correction item is：
Winkler beam on elastic foundations fundamental equation under Uniform Load can be expressed as：
1. cantilever segment, i.e. first paragraph or the 3rd section
By left side constraints Q0=0, M0=0：
By right side constraints yA=0, θA=0 inverse obtains：
Further abbreviation is：
In formula, L1- cantilever segment length；
2. interlude, i.e. second segment
By left side constraints yA=0, θA=0：
By right side constraints yB=0, θB=0 inverse obtains：
In formula, L2- middle segment length；
X-the distance away from left end bearing；
3) calculating of the external load and internal force of single pile foundation；
The external load that pile foundation is subject to includes：Come down power, horizontal earth pressure, moment of flexure caused by upper load；Internal force includes：Cut
Power, moment of flexure, amount of deflection, corner；
3.1) basic assumption is identical with the basic assumption of step 2.1)；
3.2) external load of single pile foundation calculates
Single pile foundation is acted on by landslide power, is calculated using coefficient transfer method；
Residual pushing force (i.e. the Thrust of Landslide of the part) Ei of the i-th stick can be drawn, i.e.,：
In formula：Ei-the i-th piece gliding mass residual pushing force；
- 1 piece of gliding mass residual pushing force of Ei-1-the i-th；
Wi-the i-th piece gliding mass weight；
Ri-the i-th piece gliding mass slider bed counter-force；
ψ i-carry-over factor,
The cohesion of Rock And Soil on ci-the i-th piece gliding mass face；
The sliding surface length of Li-the i-th piece gliding mass；
The internal friction angle of Rock And Soil on φ i-the i-th piece gliding masses face；
The inclination angle of α i-the i-th piece gliding mass sliding surfaces；
The inclination angle of-1 piece of gliding mass sliding surface of α i-1-the i-th；
3.3) internal force of single pile foundation calculates
The single pile foundation is divided into free segment and anchoring section two parts are calculated；
1. free segment
Deflection correction item：F (β x)=f1(βx)+f2(βx)+f3(β x) (formula 19)
Evenly load：
Border concentrated force：
Border moment of flexure：
Winkler beam on elastic foundations fundamental equation under the effect of three power can be expressed as：
By constraints Q0=0, M0=0 substitutes into formula 23, obtains：
By constraints yA=0, θA=0 substitutes into above formula 24, and inverse obtains：
Wherein, A, B are：
In formula：H1- cantilever segment and cushion cap height sum；
2. anchoring section
The anchoring section is that the free beam on elastic foundation in one end is fixed in one end, and there are concentrated force and concentrated bending moment in border, without
Cloth load, i.e. free segment q '=0 and F=0；
In formula：E′xThe horizontal loading that-top is transmitted；
E′yThe vertical load that-top is transmitted；
M'-moment of flexure；
Wherein, C, D are：
In formula：H2- anchoring depth.
What deserves to be explained is the design checking of retaining wall, including three resistant slide, antidumping, intensity parts；
Because antiskid sawtooth acts on, it is not necessary to carry out resistant slide checking computations.
Strength checking chooses dangerouse cross-section, and stress is calculated and is less than allowable stress.
In formula：∑ N-vertical cross-section is made a concerted effort；
B-checking computations cross-sectional width；
E-eccentric throw；
During design in the step 2) on cushion cap calculates, because winkler assumes to have ignored the effect of shear stress, do not have
There is the continuity for considering soil deformation, therefore winkler assumes the truth that can not comprehensively reflect grade beam, for some feelings
Ground under condition, larger error can be produced.In general can consider that following several situations assume to be compared using winkler
Satisfied result：
1) high-compressibility soft soil foundation, thin broken rock or uneven soil layer；
2) plastic zone is relatively large under native (such as mud, soft clay) ground of the very low semi liquid state of shearing strength or substrate；
3) hard formation be present under ground compression layer and compression layer is relatively thin；
4) shallow foundation
During the internal force of cushion cap calculates in the step 2), single pile foundation-cushion cap-barricade combination retaining structure, due to cushion cap
Consolidated with pile foundation connecting portion, both should be considered as to an entirety when making vertical bearing capacity calculating and calculated, and soil is arranged at bottom
The effect of body drag.
The combination junction structure of consideration subgrade reaction continuously contacts with ground, continuous modification, and suffered counter-force is also continuously distributed
, there is infinite multiple fulcrums and infinite multiple support reactions, be infinite multiple indeterminate structure, using winkler elastic foundations
Beam is calculated.
The solution have the advantages that unquestionable, the present invention has advantages below：
For thick-layer, the combination retaining structure of giant heavy laver land slide body, supporting and retaining system is individually relatively carried out using friction pile or barricade
Mode, effect is more preferable, and economy is higher.Consider the calculating of subgrade reaction and the combining structure cushion cap of pile-pile cap coordinative role
Method, the relatively existing computational methods used at present are more nearly the real bearing state of structure, and be capable of simplicity tries to achieve scratching for cushion cap
Degree, corner, shearing and moment of flexure, reliable foundation is provided for engineering calculation.
Brief description of the drawings
Fig. 1 is that single pile foundation-cushion cap-barricade combines retaining structure schematic diagram；
Fig. 2 is that single pile foundation-cushion cap-barricade combines retaining structure cushion cap free segment calculating schematic diagram；
Fig. 3 is that single pile foundation-cushion cap-barricade combines retaining structure cushion cap interlude calculating schematic diagram；
Fig. 4 is that single pile foundation-cushion cap-barricade combines retaining structure pile foundation calculating schematic diagram；
Fig. 5 is the structural representation of coefficient transfer method；
Fig. 6 is the shear diagram of cushion cap；
Fig. 7 is the bending moment diagram of cushion cap；
Fig. 8 is the shear diagram of single pile foundation；
Fig. 9 is the bending moment diagram of single pile foundation.
In figure：Retaining wall 1, antiskid sawtooth 2, cushion cap 3, single pile foundation 4, basement rock 5, slip mass 6.
Embodiment
With reference to embodiment, the invention will be further described, but should not be construed the above-mentioned subject area of the present invention only
It is limited to following embodiments.Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and used
With means, various replacements and change are made, all should be included within the scope of the present invention.
As shown in figure 1, single pile foundation-cushion cap-barricade combination retaining structure, the retaining structure support basement rock 5 and landslide
Body 6, the slip mass 6 are covered on basement rock 5.It is characterized in that：Including balance weight retaining wall 1, antiskid sawtooth 2, cushion cap 3 and list
Campshed base 4.
The inside of the bottom embedment basement rock 5 of the single pile foundation 4, the top of the single pile foundation 4 is located at the interior of slip mass 6
Portion.
The cushion cap 3 is located at the single top center of pile foundation 4.The cushion cap 3 is rigidly connected with single pile foundation 4.
The cushion cap 3 is located at the inside of slip mass 6.
The antiskid sawtooth 2 is located at the top of cushion cap 3.The antiskid sawtooth 2 is rigidly connected with cushion cap 3.
The balance weight retaining wall 1 is located at the top of antiskid sawtooth 2, and bottom and the antiskid of the balance weight retaining wall 1 are sawed
The phase of tooth 2 is agreed with.The balance weight retaining wall 1 supports slip mass 6.
The side that the balance weight retaining wall 1 is in contact with slip mass 6 is left side, the left side of the balance weight retaining wall 1
Provided with platform at one, the right side of the balance weight retaining wall 1 is higher than left side.In the balance weight retaining wall 1 and slip mass 6 are formed
Recessed structure.
The height of retaining wall 1 in the present embodiment is 12m, and material severe is 21kN/m3；Cushion cap high 1.6m, wide 4.0m, it is long
10.0m, material severe are 25kN/m3；Pile foundation length 14.0m, sectional dimension 2.0m × 3.0m, stake spacing 6.0m, material severe
For 25kN/m3。
The design and calculation method of single pile foundation-cushion cap-barricade combination retaining structure, it is characterised in that comprise the following steps：
1) design of balance weight retaining wall 1 calculates, including：The deadweight of balance weight retaining wall 1, horizontally and vertically soil pressure；
1.1) calculating of the deadweight of balance weight retaining wall 1；
The deadweight of the balance weight retaining wall 1 is：
GGear=γConcrete·VGear(formula one)=905.28kN
In formula：GGear- retaining wall is conducted oneself with dignity；
γConcrete- retaining wall material severe；
VGear- retaining wall volume；
1.2) calculating of the horizontally and vertically soil pressure of balance weight retaining wall 1；
The soil pressure of the balance weight retaining wall 1 is calculated according to Coulomb's earth pressure：
In formula：Ea- active earth pressure；Ea=323kN
γSoil- severe of banketing；γSoil=18kN/m3
H-retaining wall height；H=12m
- internal friction angle；
ρ-grading angle, it is clockwise negative (facing upward tiltedly) counterclockwise just (to bow tiltedly)；
ρ=0 °
β-wall carries on the back the inclination angle on surface of banketing；β=0 °
δ-wall carries on the back the angle of friction between the soil body；δ=14.4 °
1.3) design checking of retaining wall 1
The design checking of the retaining wall 1 includes three resistant slide, antidumping, intensity parts；Because antiskid sawtooth acts on,
Resistant slide checking computations need not be carried out.
Strength checking chooses dangerouse cross-section, and stress is calculated and is less than allowable stress.
Upper and lower wall bottom is taken respectively as checking computations section：
It is satisfied by requiring, concrete will not destroy.
The external load of the cushion cap 3 includes the deadweight of vertical earth pressure and balance weight retaining wall 1；The internal force of the cushion cap 3
Including：Shearing, moment of flexure, amount of deflection and corner；
During design on cushion cap calculates, because winkler assumes to have ignored the effect of shear stress, soil body change is not accounted for
The continuity of shape, therefore winkler assumes comprehensively reflect the truth of grade beam, for ground in some cases,
Larger error can be produced.In general can consider that following several situations assume that satisfied result can be obtained using winkler：
(1) high-compressibility soft soil foundation, thin broken rock or uneven soil layer；
(2) plastic zone is relatively large under native (such as mud, soft clay) ground of the very low semi liquid state of shearing strength or substrate；
(3) hard formation be present under ground compression layer and compression layer is relatively thin；
(4) shallow foundation
2) design of cushion cap 3 calculates
2.1) basic assumption
The every bit amount of deflection of beam is equal with foundation deformation, and exists between the two without gap；Foundation deformation and the point
Stress size is directly proportional, and interaction is not present in adjacent ground；Beam on elastic foundation observes plane cross-section assumption, and structure is in loading process
In, neutral axis does not deflect；
2.2) calculating of the external load of cushion cap 3；
The retaining wall deadweight and vertical earth pressure that evenly load suffered by the cushion cap 3 is transmitted by top form；
In formula：Evenly load suffered by q-cushion cap；
Eay- vertical active earth pressure；
GGear- retaining wall is conducted oneself with dignity；
L-cushion cap length；
Shearing, bending moment diagram are drawn out, the shear diagram of the cushion cap 3 is as shown in fig. 6, bending moment diagram such as Fig. 7 institutes of the cushion cap 3
Show.
According to shearing, bending moment diagram, it is known that failure by shear may occur at the supporting of cushion cap 3, easily occur by curved broken at span centre
It is bad, the unfavorable position of cushion cap 3 is strengthened, the foundation calculated as arrangement of reinforcement；
2.3) calculating of the internal force of cushion cap 3；
During the internal force of cushion cap calculates, single pile foundation-cushion cap-barricade combination retaining structure, due to cushion cap and pile foundation connecting portion
Both, should be considered as an entirety and be calculated, and resistance of soil is arranged at bottom by position consolidation when making vertical bearing capacity calculating.
The combination junction structure of consideration subgrade reaction continuously contacts with ground, continuous modification, and suffered counter-force is also continuously distributed
, there is infinite multiple fulcrums and infinite multiple support reactions, be infinite multiple indeterminate structure, using winkler elastic foundations
Beam is calculated.
2.31) beam on elastic foundation that winkler assumes is under Uniform Load, using the first ginseng under short beam computational methods
Number method is solved：
In formula：EI-bending rigidity；
Q (x)-external load equation；
P (x)-subgrade reaction equation；
Winkler assumes that the subsidence of foundations is directly proportional to the pressure p=ky, and introduced feature factor beta, can obtain：
In formula：K-coefficient of subgrade reaction；
The citation form solved is：
In formula：F (β x) is the deflection correction coefficient under various load situations；
y0- left side initial deflection；
θ0The initial corner in-left side；
Q0- left side initially shears；
M0- left side initial moment；
Krannov's function：
Hyperbolic function：
2.32) fixed end is divided into three parts by grade beam as border to be calculated, first paragraph and the 3rd section are considered as one end
The beam on elastic foundation that free one end is fixed, both are in symmetry status, and the beam on elastic foundation that second segment is considered as both ends fixation is counted
Calculate；
For evenly load, deflection correction item is：
Winkler beam on elastic foundations fundamental equation under Uniform Load can be expressed as：
1. cantilever segment, first paragraph as shown in Figure 2 or the 3rd section
By left side constraints Q0=0, M0=0：
By right side constraints yA=0, θA=0 inverse obtains：
Further abbreviation is：
In formula, L1- cantilever segment length；
2. interlude, second segment as shown in Figure 3
By left side constraints yA=0, θA=0：
By right side constraints yB=0, θB=0 inverse obtains：
In formula, L2- middle segment length；
X-the distance away from left end bearing；
3) calculating of the external load and internal force of single pile foundation 4；
The external load that pile foundation is subject to includes：Come down power, horizontal earth pressure, moment of flexure caused by upper load；Internal force includes：Cut
Power, moment of flexure, amount of deflection, corner；
3.1) basic assumption is identical with the basic assumption of step 2.1)；
3.2) external load of single pile foundation 4 calculates
As shown in figure 5, using coefficient transfer method calculate the external load of single pile foundation 4；
Residual pushing force (i.e. the Thrust of Landslide of the part) Ei of the i-th stick can be drawn, i.e.,：
In formula：Ei- the i-th piece of gliding mass residual pushing force；
Ei-1- the i-th -1 piece of gliding mass residual pushing force；
Wi- the i-th piece of gliding mass weight；
Ri- the i-th piece of gliding mass slider bed counter-force；
ψi- carry-over factor,
ciThe cohesion of Rock And Soil on-the i-th piece of gliding mass face；
LiThe sliding surface length of-the i-th piece of gliding mass；
φiThe internal friction angle of Rock And Soil on-the i-th piece of gliding mass face；
αiThe inclination angle of-the i-th piece of gliding mass sliding surface；
αi-1The inclination angle of-the i-th -1 piece of gliding mass sliding surface；
It is 202.21kN/m that can try to achieve Thrust of Landslide according to 1~table of table 3, is with joint efforts 2022.1kN.To single pile foundation-hold
Platform-barricade combination retaining structure, is 1011.05kN per pile stress, free end length is 4.27m, is scaled distributed rectangular q=
236.78kN/m。
Table 1
Table 2
Table 3
3.3) internal force of single pile foundation 4 calculates, as shown in Figure 4；
The single pile foundation 4 is divided to be calculated for free segment and anchoring section two parts；
1. free segment
Deflection correction item：F (β x)=f1(βx)+f2(βx)+f3(β x) (formula 19)
Evenly load：
Border concentrated force：
Border moment of flexure：
Winkler beam on elastic foundations fundamental equation under the effect of three power can be expressed as：
By left side constraints Q0=0, M0=0 substitutes into formula 23, obtains：
By right side constraints yA=0, θA=0 substitutes into above formula 24, and inverse obtains：
Wherein, A, B are：
In formula：H1- cantilever segment and cushion cap height sum；
2. anchoring section
The anchoring section is that the free beam on elastic foundation in one end is fixed in one end, and there are concentrated force and concentrated bending moment in border, without
Cloth load, i.e. free segment q '=0 and F=0；
In formula：E′xThe horizontal loading that-top is transmitted；
E′yThe vertical load that-top is transmitted；
M'-moment of flexure；
Wherein, C, D are：
In formula：H2- anchoring depth.
Shearing, bending moment diagram are drawn, the shear diagram of the single pile foundation 4 is as shown in figure 8, the bending moment diagram of the single pile foundation 4
As shown in Figure 9.
According to Fig. 8 and Fig. 9, it is known that single pile foundation 4 anchors interface and failure by shear easily occurs, and below anchoring interface
At a certain distance from easily occur by curved destruction.The foundation that can be calculated according to shearing, bending moment diagram as arrangement of reinforcement, and to single pile foundation 4
Unfavorable position is strengthened.
Claims (1)
1. single pile foundation-cushion cap-barricade combination retaining structure design and calculation method, for retaining structure support basement rock (5) and
Slip mass (6), the slip mass (6) are covered on basement rock (5)；It is characterized in that：Sawed including balance weight retaining wall (1), antiskid
Tooth (2), cushion cap (3) and single pile foundation (4)；
The inside of the bottom embedment basement rock (5) of the single pile foundation (4), the top of the single pile foundation (4) is located at slip mass (6)
Inside；
The cushion cap (3) is located at single pile foundation (4) top center；The cushion cap (3) carries out rigidity with single pile foundation (4) and connected
Connect；The cushion cap (3) is located at the inside of slip mass (6)；
The antiskid sawtooth (2) is located at the top of cushion cap (3)；The antiskid sawtooth (2) is rigidly connected with cushion cap (3)；
The balance weight retaining wall (1) is located at the top of antiskid sawtooth (2), the bottom of the balance weight retaining wall (1) and antiskid
Sawtooth (2) mutually agrees with；Balance weight retaining wall (1) the support slip mass (6)；
The side that the balance weight retaining wall (1) is in contact with slip mass (6) is left side, a left side for the balance weight retaining wall (1)
Side is provided with platform at one, and the right side of the balance weight retaining wall (1) is higher than left side；The balance weight retaining wall (1) and slip mass
(6) concave inward structure is formed；
The combination retaining structure design and calculation method comprises the following steps：
1) calculating of balance weight retaining wall (1), including：The deadweight of balance weight retaining wall (1) and soil pressure；
1.1) deadweight of the balance weight retaining wall (1) is：
GGear=γConcrete·VGear
In formula：γConcrete- retaining wall material severe；
VGear- retaining wall volume；
1.2) soil pressure of the balance weight retaining wall (1)：
Wherein：
In formula：γSoil- severe of banketing；
H-retaining wall height；
Ka- coefficient of active earth pressure；
- internal friction angle；
ρ-grading angle, counterclockwise for just, clockwise is negative；
β-wall carries on the back the inclination angle on surface of banketing；
δ-wall carries on the back the angle of friction between the soil body；
2) calculating of the external load and internal force of cushion cap (3)；
The external load of the cushion cap (3) includes the deadweight of vertical earth pressure and balance weight retaining wall (1)；The cushion cap (3) it is interior
Power includes：Shearing, moment of flexure, amount of deflection and corner；
2.1) basic assumption
The every bit amount of deflection of beam is equal with foundation deformation, and exists between the two without gap；Foundation deformation and the stress
Size is directly proportional, and interaction is not present in adjacent ground；Beam on elastic foundation observes plane cross-section assumption, structure in loading process,
Neutral axis does not deflect；
2.2) external load of cushion cap (3)：
Wherein：
In formula：Eay- vertical active earth pressure；
EaThe active earth pressure tried to achieve in-step 1.2)；
GGearThe retaining wall deadweight tried to achieve in-step 1.1)；
L-cushion cap length；
2.3) calculating of the internal force of cushion cap (3)；
Using fixed end as border by grade beam, i.e. cushion cap (3), it is divided into three parts and is calculated, first paragraph and the 3rd section is one end
The beam on elastic foundation that free one end is fixed；Second segment is the beam on elastic foundation that both ends are fixed；
1. cantilever segment, i.e. first paragraph and the 3rd section
The amount of deflection y, rotational angle theta, moment M, shearing Q：
<mrow>
<mi>y</mi>
<mo>=</mo>
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<msub>
<mi>y</mi>
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<mn>1</mn>
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<mfrac>
<msub>
<mi>&theta;</mi>
<mn>0</mn>
</msub>
<mi>&beta;</mi>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>2</mn>
</msub>
<mo>+</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
</mrow>
<mrow>
<mi>&theta;</mi>
<mo>=</mo>
<msub>
<mi>&theta;</mi>
<mn>0</mn>
</msub>
<msub>
<mi>&phi;</mi>
<mn>1</mn>
</msub>
<mo>+</mo>
<mn>4</mn>
<mi>&beta;</mi>
<mrow>
<mo>(</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
<mo>-</mo>
<msub>
<mi>y</mi>
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<mn>4</mn>
</msub>
</mrow>
<mrow>
<mi>M</mi>
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<mn>4</mn>
<msup>
<mi>&beta;</mi>
<mn>2</mn>
</msup>
<mi>E</mi>
<mi>I</mi>
<mrow>
<mo>(</mo>
<msub>
<mi>y</mi>
<mn>0</mn>
</msub>
<mo>-</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
<mo>)</mo>
</mrow>
<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
<mo>+</mo>
<mn>4</mn>
<msub>
<mi>&beta;EI&theta;</mi>
<mn>0</mn>
</msub>
<msub>
<mi>&phi;</mi>
<mn>4</mn>
</msub>
</mrow>
<mrow>
<mi>Q</mi>
<mo>=</mo>
<mn>4</mn>
<msup>
<mi>&beta;</mi>
<mn>3</mn>
</msup>
<mi>E</mi>
<mi>I</mi>
<mrow>
<mo>(</mo>
<msub>
<mi>y</mi>
<mn>0</mn>
</msub>
<mo>-</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
<mo>)</mo>
</mrow>
<msub>
<mi>&phi;</mi>
<mn>2</mn>
</msub>
<mo>+</mo>
<mn>4</mn>
<msup>
<mi>&beta;</mi>
<mn>2</mn>
</msup>
<msub>
<mi>EI&theta;</mi>
<mn>0</mn>
</msub>
<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
</mrow>
Wherein：
Krannov's function：
In formula, L1- cantilever segment length；
K-coefficient of subgrade reaction；
EI-bending rigidity；
The characteristic coefficient of β-introducing；
2. interlude, i.e. second segment
The amount of deflection y, rotational angle theta, moment M, shearing Q：
<mrow>
<mi>y</mi>
<mo>=</mo>
<mo>-</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
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<mn>1</mn>
</msub>
<mo>-</mo>
<mfrac>
<msub>
<mi>M</mi>
<mi>A</mi>
</msub>
<mrow>
<msup>
<mi>EI&beta;</mi>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
<mo>-</mo>
<mfrac>
<msub>
<mi>Q</mi>
<mi>A</mi>
</msub>
<mrow>
<msup>
<mi>EI&beta;</mi>
<mn>3</mn>
</msup>
</mrow>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>4</mn>
</msub>
<mo>+</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
</mrow>
<mrow>
<mi>&theta;</mi>
<mo>=</mo>
<mo>-</mo>
<mfrac>
<msub>
<mi>M</mi>
<mi>A</mi>
</msub>
<mrow>
<mi>E</mi>
<mi>I</mi>
<mi>&beta;</mi>
</mrow>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>2</mn>
</msub>
<mo>-</mo>
<mo>-</mo>
<mfrac>
<msub>
<mi>Q</mi>
<mi>A</mi>
</msub>
<mrow>
<msup>
<mi>EI&beta;</mi>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
<mo>+</mo>
<mn>4</mn>
<mi>&beta;</mi>
<mo>&CenterDot;</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>4</mn>
</msub>
</mrow>
<mrow>
<mi>M</mi>
<mo>=</mo>
<msub>
<mi>M</mi>
<mi>A</mi>
</msub>
<msub>
<mi>&phi;</mi>
<mn>1</mn>
</msub>
<mo>+</mo>
<mfrac>
<msub>
<mi>Q</mi>
<mi>A</mi>
</msub>
<mi>&beta;</mi>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>2</mn>
</msub>
<mo>-</mo>
<mn>4</mn>
<msup>
<mi>EI&beta;</mi>
<mn>2</mn>
</msup>
<mo>&CenterDot;</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
</mrow>
<mrow>
<mi>Q</mi>
<mo>=</mo>
<msub>
<mi>Q</mi>
<mn>0</mn>
</msub>
<msub>
<mi>&phi;</mi>
<mn>1</mn>
</msub>
<mo>-</mo>
<mn>4</mn>
<msup>
<mi>EI&beta;</mi>
<mn>3</mn>
</msup>
<mo>&CenterDot;</mo>
<mfrac>
<mi>q</mi>
<mi>k</mi>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>2</mn>
</msub>
<mo>-</mo>
<mn>4</mn>
<msub>
<mi>&beta;M</mi>
<mn>0</mn>
</msub>
<msub>
<mi>&phi;</mi>
<mn>4</mn>
</msub>
</mrow>
Wherein：
Krannov's function：
In formula, L2- middle segment length；
X-the distance away from left end bearing；
The characteristic coefficient of β-introducing；
3) calculating of the external load and internal force of single pile foundation (4)；
The external load that pile foundation is subject to includes：Come down power, horizontal earth pressure, moment of flexure caused by upper load；Internal force includes：Shearing,
Moment of flexure, amount of deflection, corner；
3.1) basic assumption is identical with the basic assumption of step 2.1)；
3.2) external load of single pile foundation (4) calculates
Using coefficient transfer method be calculated the external load q ' of single pile foundation (4)；
3.3) internal force of single pile foundation (4) calculates
The single pile foundation (4) is divided into free segment and anchoring section two parts are calculated；
1. free segment
The amount of deflection y, rotational angle theta, moment M, shearing Q：
Wherein：
Krannov's function：
In formula：H1- cantilever segment and cushion cap height sum；
F-landslide power acts on the horizontal force F=q of cushion cap side1×HCushion cap；
HCushion cap- cushion cap height；
EX- top barricade is transferred to the horizontal force of cushion cap top surface
MOutsideMoment of flexure caused by the effect of-external force is lower；
The characteristic coefficient of β-introducing；
2. anchoring section, i.e. free segment q '=0 and F=0；
The amount of deflection y, rotational angle theta, moment M, shearing Q：
<mrow>
<mi>y</mi>
<mo>=</mo>
<msub>
<mi>y</mi>
<mn>0</mn>
</msub>
<msub>
<mi>&phi;</mi>
<mn>1</mn>
</msub>
<mo>+</mo>
<mfrac>
<msub>
<mi>&theta;</mi>
<mn>0</mn>
</msub>
<mi>&beta;</mi>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>2</mn>
</msub>
<mo>-</mo>
<mfrac>
<msup>
<mi>M</mi>
<mo>&prime;</mo>
</msup>
<mrow>
<msup>
<mi>EI&beta;</mi>
<mn>2</mn>
</msup>
</mrow>
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<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
<mo>-</mo>
<mfrac>
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<mi>E</mi>
<mi>x</mi>
<mo>&prime;</mo>
</msubsup>
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<mi>EI&beta;</mi>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>4</mn>
</msub>
</mrow>
<mrow>
<mi>&theta;</mi>
<mo>=</mo>
<msub>
<mi>&theta;</mi>
<mn>0</mn>
</msub>
<msub>
<mi>&phi;</mi>
<mn>1</mn>
</msub>
<mo>-</mo>
<mfrac>
<msup>
<mi>M</mi>
<mo>&prime;</mo>
</msup>
<mrow>
<mi>E</mi>
<mi>I</mi>
<mi>&beta;</mi>
</mrow>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>2</mn>
</msub>
<mo>-</mo>
<mfrac>
<msubsup>
<mi>E</mi>
<mi>x</mi>
<mo>&prime;</mo>
</msubsup>
<mrow>
<mi>E</mi>
<mi>I</mi>
<mi>&beta;</mi>
</mrow>
</mfrac>
<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
<mo>-</mo>
<mn>4</mn>
<msub>
<mi>&beta;y</mi>
<mn>0</mn>
</msub>
<msub>
<mi>&phi;</mi>
<mn>4</mn>
</msub>
</mrow>
M=M' φ1+E'xφ2+4β2EIy0φ3+4βEIθ0φ4
Q=β E'xφ1+4β3EIy0φ2+4β2EIθ0φ3-4βM'φ4
Wherein：
<mrow>
<mi>C</mi>
<mo>=</mo>
<mfrac>
<mrow>
<msup>
<mi>M</mi>
<mo>&prime;</mo>
</msup>
<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
<mo>+</mo>
<msubsup>
<mi>E</mi>
<mi>x</mi>
<mo>&prime;</mo>
</msubsup>
<msub>
<mi>&phi;</mi>
<mn>4</mn>
</msub>
</mrow>
<mrow>
<msup>
<mi>EI&beta;</mi>
<mn>2</mn>
</msup>
</mrow>
</mfrac>
</mrow>
<mrow>
<mi>D</mi>
<mo>=</mo>
<mfrac>
<mrow>
<msup>
<mi>M</mi>
<mo>&prime;</mo>
</msup>
<msub>
<mi>&phi;</mi>
<mn>2</mn>
</msub>
<mo>+</mo>
<msubsup>
<mi>E</mi>
<mi>x</mi>
<mo>&prime;</mo>
</msubsup>
<msub>
<mi>&phi;</mi>
<mn>3</mn>
</msub>
</mrow>
<mrow>
<mi>E</mi>
<mi>I</mi>
<mi>&beta;</mi>
</mrow>
</mfrac>
</mrow>
Krannov's function：
In formula：
H2- anchoring depth；
E′xThe horizontal loading that-top is transmitted；
The moment of flexure that M'-top is transmitted；
E′yThe vertical load that-top is transmitted；
The characteristic coefficient of β-introducing；
Wherein：E'x=Ex+F+q'×H1
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<mi>x</mi>
</msub>
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<mi>F</mi>
<mo>)</mo>
</mrow>
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<msub>
<mi>H</mi>
<mn>1</mn>
</msub>
<mo>+</mo>
<msup>
<mi>q</mi>
<mo>&prime;</mo>
</msup>
<mo>&times;</mo>
<mfrac>
<mn>1</mn>
<mn>2</mn>
</mfrac>
<msubsup>
<mi>H</mi>
<mn>1</mn>
<mn>2</mn>
</msubsup>
<mo>.</mo>
</mrow>
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| CN111926844A (en) * | 2020-08-04 | 2020-11-13 | 清华大学建筑设计研究院有限公司 | Building foundation |
| CN113987645B (en) * | 2021-10-29 | 2024-04-09 | 西南交通大学 | Simplified internal force calculation method for mountain slope straight-inclined combined pile foundation |
| CN115404907B (en) * | 2022-09-16 | 2024-05-28 | 贵州正业工程技术投资有限公司 | Design method of multilayer gravity type reinforced retaining wall |
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| US7896582B2 (en) * | 2008-03-14 | 2011-03-01 | Fac Systems Inc. | Retaining wall |
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| CN104612144A (en) * | 2014-12-18 | 2015-05-13 | 中国电建集团贵阳勘测设计研究院有限公司 | Method for calculating minimum length of anchor section of slide-resistant pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| WO2021262131A1 (en) * | 2020-06-26 | 2021-12-30 | Samorodov Oleksandr Vitaliyovych | A method of testing soils using a pile |
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| CN106049529A (en) | 2016-10-26 |
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