CN110210145A - Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method - Google Patents
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method Download PDFInfo
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Abstract
The invention discloses a kind of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement amount calculation methods, belong to building pile foundation technical field, the present invention provides a kind of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation methods, the scheme of use are as follows: extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is single pile, it or is Single row pillars, or center is away from the scattering pile for being greater than 6 times of stake diameters, the pile foundation settlement calculating of bored concrete pile does not consider that cushion cap bottom foundation soil shares load action, extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method is as follows: establishing coordinate system respectively to two Uniform-section Piles, by above-mentioned pile foundation stress, respectively by the additional stress in foundation soil on the Mindlin solution calculating following pile body axis of stake transverse plane for considering the influence of stake diameter, then the additional stress for calculating point generation is superimposed, the settling amount of pile foundation is calculated using Uniaxial Compression layerwise summation method , and it is included in stake top supreme disk disk top section part Pile shaft conpression；The present invention is suitable for building pile foundation settling amount calculating field.
Description
Technical field
The invention discloses a kind of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement amount calculation methods, belong to building pile foundation skill
Art field.
Background technique
Pile foundation is one of the important form on building basis, and for high-rise and bridge, the overwhelming majority uses stake
Basis.Later period the 1950s, India start to use Multi-section reaming pile in swelled ground, and at the beginning of 1978, Beijing builds work
To 300mm minor diameter pile body, enlarged footing diameter is 480m for journey research institute, two sections and three section reaming stubs that pile body length is 5m into
Row experimental study.Subsequent 2000 or so, application and the mechanism study of compacted bearing disk pile were carried out in many places of China.It squeezes
Expanding branch tray concrete filling pile is the compacted expanding place's soil body of different parts in pile body lower part using dedicated squeeze equipment, in turn
The decrement for reducing the soil body, then hangs steel reinforcement cage, and penetration concrete forms expanding branch grouting pile.When pre- embedded at stake bottom
Grouting Pipe simultaneously when progress pile grouting, just forms extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile after pile.Due in pile body different parts
Provided with branch, part frictional resistance is replaced with bottom bearing, so that bearing capacity of single pile is largely increased, settles and significantly reduce.In turn
Significant economic benefit and social benefit are all achieved increasing pile foundation safety, reducing project cost and shortening the construction period aspect.
Some areas are applied and promote compacted bearing disk pile at home at present, have accumulated some engineering datas, but on the whole still in
Technological development and research application stage.
Include two large divisions for bearing vertical load Pile Foundations Design, first, the bearing capacity of stake determines, second, stake it is heavy
Drop determines." Code for design of building " (GB50007-2011) forces provision regulation, and design grade is first class, second class
Building should all be designed by foundation deformation.At present for the bearing capacity transport mechanism research of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile compared with
It is more but less to settlement research, and there is no be formally included in " the building stake of existing industry standard for extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile
Base technical specification " in (JGJ94-2008) and existing national regulation " Code for design of building " (GB50007-2011).
Currently, settlement calculation when carrying vertical load for extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is come to a conclusion not yet.
The present invention is in line with pile foundation settlement meter related with existing industry standard " technical code for building pile foundation " (JGJ94-2008)
The thinking of calculation is unified, proposes single pile, Single row pillars or the pile center of the formation of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile away from greater than 6 times of stake diameters
Scattering pile single pile settlement calculation method, facilitate for bear vertical load extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile settlement issues
A kind of calculation method is provided.
Summary of the invention
It is of the existing technology in order to solve the problems, such as, it is formed the present invention provides a kind of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile
The single pile settlement calculation method of single pile, Single row pillars or pile center away from the scattering pile for being greater than 6 times of stake diameters.
To solve the above-mentioned problems, present invention employs following schemes:
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method, extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile or be single pile, or
It is Single row pillars or center away from the scattering pile for being greater than 6 times of stake diameters, the pile foundation settlement calculating of bored concrete pile does not consider cushion cap bottom foundation soil
Load action is shared, extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method is as follows:
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is reduced to upper and lower two connected equal-diameter piles, by the equivalent letter of variable cross-section pile body
Turn to two connected cross-section pile bodies；The stress equivalent-simplification of foundation pile is that stake top supreme disk disk top section bears to be uniformly distributed side
Resistance, upper disk disk top section to stake end bear to be uniformly distributed collateral resistance and are uniformly distributed end resistance；
The settling amount of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile calculates are as follows: coordinate system is established respectively to two Uniform-section Piles,
By above-mentioned pile foundation stress, respectively by foundation soil on the Mindlin solution calculating following pile body axis of stake transverse plane for considering the influence of stake diameter
In additional stress, be then superimposed to calculating the additional stress that point generates, pile foundation calculated using Uniaxial Compression layerwise summation method
Settling amount, and it is included in stake top supreme disk disk top section part Pile shaft conpression.
Further, the extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is that the supreme disk Pan Ding of stake top is cut in the punishment of upper disk disk top section
Face and two, upper disk disk top section to stake end equal-diameter pile, establish coordinate system respectively, and application considers what stake diameter influenced respectively
Mindlin solution solves stress influence coefficient；
A. the actual cross-sectional area and length computation Uniform-section Piles of stake are pressed in stake top supreme disk disk top section part, only consider side resistance
Power；Upper disk disk top section to stake end is reduced to using branch maximal projection area as pile body equivalent cross-sectional area, upper disk Pan Ding to stake end
Length is the long major diameter Uniform-section Piles of Equivalent Pile；
B. stake top supreme disk disk top section partial coordinates origin is former extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile stake top, with ordinate
Z=l is sedimentation initial calculation point, and l is that former extruding-enlarging branch tray grouting behind shaft or drift lining grout pile is long, calculates the stake below stake end of this section of collateral resistance
The stress influence coefficient that ground different depth generates in body axis；
C. upper disk disk top section to stake end part coordinate origin is plane where upper disk disk top section, with ordinate z=l2
To settle initial calculation point, wherein l2For upper disk Pan Ding to stake end length, this section of simplified collateral resistance and end resistance are calculated separately
The power stress influence coefficient that ground different depth generates on the following pile body axis in stake end；
D. stake top supreme disk disk top section and the distribution of upper disk disk top section to stake end two parts lateral friction of pile are reduced to
It is uniformly distributed mode along pile body, stake end end resistance is reduced to be uniformly distributed mode by branch maximal projection area；
E. the equivalent end resistance in stake end, stake top supreme disk disk top section pile side resistance and the stake side resistance of upper disk disk top section to stake end
Power stress influence coefficient Ip, I at i-th layer of native half thickness on the following pile body axis of stake transverse planesr1And Isr2By public affairs
Formula (2-1) and formula (2-2) calculate separately, or to look into existing professional standard " technical code for building pile foundation " (JGJ94-2008) attached
F " considering that the Mindlin (Mindlin) that stake diameter influences solves stress influence coefficient " is recorded, I is directly determinedp、Isr1And Isr2；
Wherein:
By the I at disk disk top section to stake end in formula (2-1) calculatingpWhen, with r=D/2, l=l2Formula replacement is substituted into, r is meter
Calculate section foundation pile radius, unit m；D is upper disk disk top section to stake end section stake diameter, unit m；Z is settlement calculation point to upper disk
The distance of disk top section, unit m；
The I of stake top supreme disk disk top section is calculated by formula (2-2)sr1When, with r=d/2, l=l1Formula replacement is substituted into, r is
Calculate section foundation pile radius, unit m；D is stake top supreme disk disk top section section stake diameter, unit m；Z is settlement calculation point to stake
The distance on top, unit m；
By the I at disk disk top section to stake end in formula (2-2) calculatingsr2When, with r=D/2, l=l2Formula replacement is substituted into, r is
Calculate section foundation pile radius, unit m；D is upper disk disk top section to stake end section stake diameter, unit m；Z is settlement calculation point to upper
The distance of disk disk top section, unit m；
Poisson's ratio μ takes 0.35；
It f., should be by zero value when calculating the lower direct stress stack result of point is negative value.
Further, the final settlement of the extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile pile foundation calculates depth Zn, by stress ratio method
It determines, i.e. ZnPlace additional stress σ as caused by stakezWith the weight stress σ of soilcFollowing formula requirement should be met:
σz≤0.2σc。 (3-1)
Further, the Final Settlement of Pile Foundation s that cushion cap bottom foundation soil does not share load is calculated as follows:
Wherein,
The calculating hierarchy number of soil layer in n-- settlement calculation depth bounds；Hierarchy number should be in conjunction with soil layer property, and lift height is not
It should be more than 0.3 times for calculating depth；
S-- extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile final settlement, unit mm on the following pile body axis of stake transverse plane；
se-- stake top to upper disk disk top length section calculates Pile shaft conpression, unit mm；
σz1i-- stake top to upper disk disk top length section is uniformly distributed collateral resistance i-th layer on the following pile body axis of stake transverse plane
Additional stress, unit kPa are generated at the half thickness of soil；
σz2i-- upper disk Pan Ding to stake end length section, the equivalent end resistance in stake end and be uniformly distributed collateral resistance stake transverse plane with
The sum of additional stress, unit kPa are generated on lower pile body axis at i-th layer of native half thickness；
△ zi-- i-th calculates soil thickness, unit m；
Esi-- i-th calculates the compression modulus of soil layer, unit MPa, and the gravity pressure using gravity pressure to the soil of soil adds
Compression modulus when additonal pressure acts on；
Q --- it is extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile under the quasi- permanent compound action of load effect, the additional load of stake top,
Unit is kN；
Q1-- under the quasi- permanent compound action of load effect, axle power that the supreme disk top surface section pile body of stake top undertakes it
With unit kN, numerically equal to stake top, can be by Q to the sum of the collateral resistance of upper disk disk top length section1=π d ∑ qsjljIt calculates,
Wherein qsjFor stake week jth layer side resistance of soil, ljFor stake week jth layer soil thickness, d is the supreme disk top surface section stake of stake top
Diameter；
Q2-- under the quasi- permanent compound action of load effect, pile shaft force at upper disk disk top section, by Q2=Q-Q1It calculates,
Unit kN；
l1-- stake top to upper disk disk top section length, unit m；
l2-- upper disk disk top section to stake end length, unit m；
Aps-- stake top to upper disk disk top section length section pile body area of section, unit m2；
The ratio between pile shaft force at the equivalent total end resistance of α-pile tip resistance ratio, i.e. chassis and stake end and upper disk disk top section, closely
The equivalent total end resistance and bearing capacity of single pile for seemingly taking chassis and stake end to undertake subtract the total collateral resistance in disk disk top above section stake side
The ratio between difference；
IP, i、ISr1, i、ISr2, i--- consider that the Mindlin that stake diameter influences solves stress influence coefficient, IP, iFor chassis and stake end
Equivalent end resistance stress influence coefficient at i-th layer of native half thickness below stake transverse plane；ISr1, iFor the supreme disk of stake top
Disk top section pile side resistance stress influence coefficient at i-th layer of native half thickness below stake transverse plane；ISr2, iFor upper disk
Disk top section stress influence coefficient at i-th layer of native half thickness below stake transverse plane to stake end pile side resistance；
Ec-- the elasticity modulus of pile concrete, unit MPa；
ξe-- pile compression coefficient, according to local settlement observation data and empirically determined, when no local experience, takes ψD=1.0；
ψ -- pile foundation settlement correction factor, according to local settlement observation data and empirically determined, when no local experience, takes ψD=
1.0。
Compared with the prior art, the present invention has the following beneficial effects:
1, two parts are divided into as boundary using the upper disk disk top section of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile, are reduced to two phases up and down
Equal-diameter pile even, makes variable cross-section pile body become two cross-section pile bodies, to simplify challenge.
2, coordinate system is established respectively with section where stake top and upper disk disk top, application is examined respectively to upper and lower two equal-diameter piles
The Mindlin solution formula that considering stake diameter influences calculates the additional stress generated in ground on the following pile body axis of stake transverse plane, to meter
Calculate point generate an additional stress superposition, then using Uniaxial Compression layerwise summation method calculate pile foundation settling amount, thus guarantee with
Existing continuity of the industry standard " technical code for building pile foundation " (JGJ94-2008) in relation to pile foundation settlement Computation schema.
3, it after extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is reduced to upper and lower two connected equal-diameter piles, reapplies and considers stake diameter shadow
Loud Mindlin solves formula, and engineers and technicians are acceptant, promotes and applies convenient for practical.
Detailed description of the invention
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method of the present invention is described further with reference to the accompanying drawing.
Fig. 1 is extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile collateral resistance, end resistance stress decomposition diagram in the present invention.
Fig. 2 is the data that extruding-enlarging branch tray of embodiment of the present invention grouting behind shaft or drift lining bored concrete pile single pile settlement calculates.
In figure: d is stake top supreme disk disk top section diameter；D is upper disk disk top section to stake end equivalent diameter；L is squeezed
Branch grouting behind shaft or drift lining grout pile is long；l1It is long for the stake of stake top supreme disk disk top section；l2It is long for the stake of upper disk disk top section to stake end；Q is
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is under the quasi- permanent compound action of load effect, stake top additional load；Q1For in load effect standard
Under permanent compound action, the sum of the axle power that above section pile body undertakes at the section of upper disk top surface, Q2It is quasi- permanent in load effect
Under compound action, pile shaft force at upper disk disk top section.
Specific embodiment
The present invention is further described in conjunction with Fig. 1-2, when specially cushion cap bottom foundation soil does not share load, is infused after extruding-enlarging branch tray
Starch bored concrete pile single pile settlement calculation method and data.
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method, extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile or be single pile, or
It is Single row pillars or center away from the scattering pile for being greater than 6 times of stake diameters, the pile foundation settlement calculating of bored concrete pile does not consider cushion cap bottom foundation soil
Load action is shared, extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method is as follows:
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is reduced to upper and lower two connected equal-diameter piles, by the equivalent letter of variable cross-section pile body
Turn to two connected cross-section pile bodies；The stress equivalent-simplification of foundation pile is that stake top supreme disk disk top section bears to be uniformly distributed side
Resistance, upper disk disk top section to stake end bear to be uniformly distributed collateral resistance and are uniformly distributed end resistance；
The settling amount of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile calculates are as follows: coordinate system is established respectively to two Uniform-section Piles,
By above-mentioned pile foundation stress, respectively by foundation soil on the Mindlin solution calculating following pile body axis of stake transverse plane for considering the influence of stake diameter
In additional stress, be then superimposed to calculating the additional stress that point generates, pile foundation calculated using Uniaxial Compression layerwise summation method
Settling amount, and it is included in stake top supreme disk disk top section part Pile shaft conpression.
Further, the extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is that the supreme disk Pan Ding of stake top is cut in the punishment of upper disk disk top section
Face and two, upper disk disk top section to stake end equal-diameter pile, establish coordinate system respectively, and application considers what stake diameter influenced respectively
Mindlin solution solves stress influence coefficient；
A. the actual cross-sectional area and length computation Uniform-section Piles of stake are pressed in stake top supreme disk disk top section part, only consider side resistance
Power；Upper disk disk top section to stake end is reduced to using branch maximal projection area as pile body equivalent cross-sectional area, upper disk Pan Ding to stake end
Length is the long major diameter Uniform-section Piles of Equivalent Pile；
B. stake top supreme disk disk top section partial coordinates origin is former extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile stake top, with ordinate
Z=l is sedimentation initial calculation point, and l is that former extruding-enlarging branch tray grouting behind shaft or drift lining grout pile is long, calculates the stake below stake end of this section of collateral resistance
The stress influence coefficient that ground different depth generates in body axis；
C. upper disk disk top section to stake end part coordinate origin is plane where upper disk disk top section, with ordinate z=l2
To settle initial calculation point, wherein l2For upper disk Pan Ding to stake end length, this section of simplified collateral resistance and end resistance are calculated separately
The power stress influence coefficient that ground different depth generates on the following pile body axis in stake end；
D. stake top supreme disk disk top section and the distribution of upper disk disk top section to stake end two parts lateral friction of pile are reduced to
It is uniformly distributed mode along pile body, stake end end resistance is reduced to be uniformly distributed mode by branch maximal projection area；
E. the equivalent end resistance in stake end, stake top supreme disk disk top section pile side resistance and the stake side resistance of upper disk disk top section to stake end
Power stress influence coefficient Ip, I at i-th layer of native half thickness on the following pile body axis of stake transverse planesr1And Isr2By public affairs
Formula (2-1) and formula (2-2) calculate separately, or to look into existing professional standard " technical code for building pile foundation " (JGJ94-2008) attached
F " considering that the Mindlin (Mindlin) that stake diameter influences solves stress influence coefficient " is recorded, I is directly determinedp、Isr1And Isr2；
Wherein:
By the I at disk disk top section to stake end in formula (2-1) calculatingpWhen, with r=D/2, l=l2Formula replacement is substituted into, r is meter
Calculate section foundation pile radius, unit m；D is upper disk disk top section to stake end section stake diameter, unit m；Z is settlement calculation point to upper disk
The distance of disk top section, unit m；
The I of stake top supreme disk disk top section is calculated by formula (2-2)sr1When, with r=d/2, l=l1Formula replacement is substituted into, r is
Calculate section foundation pile radius, unit m；D is stake top supreme disk disk top section section stake diameter, unit m；Z is settlement calculation point to stake
The distance on top, unit m；
By the I at disk disk top section to stake end in formula (2-2) calculatingsr2When, with r=D/2, l=l2Formula replacement is substituted into, r is
Calculate section foundation pile radius, unit m；D is upper disk disk top section to stake end section stake diameter, unit m；Z is settlement calculation point to upper
The distance of disk disk top section, unit m；
Poisson's ratio μ takes 0.35；
It f., should be by zero value when calculating the lower direct stress stack result of point is negative value.
Further, the final settlement of the extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile pile foundation calculates depth Zn, by stress ratio method
It determines, i.e. ZnPlace additional stress σ as caused by stakezWith the weight stress σ of soilcFollowing formula requirement should be met:
σz≤0.2σc。 (3-1)
Further, the Final Settlement of Pile Foundation s that cushion cap bottom foundation soil does not share load is calculated as follows:
Wherein,
The calculating hierarchy number of soil layer in n-- settlement calculation depth bounds；Hierarchy number should be in conjunction with soil layer property, and lift height is not
It should be more than 0.3 times for calculating depth；
S-- extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile final settlement, unit mm on the following pile body axis of stake transverse plane；
se-- stake top to upper disk disk top length section calculates Pile shaft conpression, unit mm；
σz1i-- stake top to upper disk disk top length section is uniformly distributed collateral resistance i-th layer on the following pile body axis of stake transverse plane
Additional stress, unit kPa are generated at the half thickness of soil；
σz2i-- upper disk Pan Ding to stake end length section, the equivalent end resistance in stake end and be uniformly distributed collateral resistance stake transverse plane with
The sum of additional stress, unit kPa are generated on lower pile body axis at i-th layer of native half thickness；
△ zi-- i-th calculates soil thickness, unit m；
Esi-- i-th calculates the compression modulus of soil layer, unit MPa, and the gravity pressure using gravity pressure to the soil of soil adds
Compression modulus when additonal pressure acts on；
Q --- it is extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile under the quasi- permanent compound action of load effect, the additional load of stake top,
Unit is kN；
Q1-- under the quasi- permanent compound action of load effect, axle power that the supreme disk top surface section pile body of stake top undertakes it
With unit kN, numerically equal to stake top, can be by Q to the sum of the collateral resistance of upper disk disk top length section1Three π d ∑ qsjljIt calculates,
Wherein qsjFor stake week jth layer side resistance of soil, ljFor stake week jth layer soil thickness, d is the supreme disk top surface section stake of stake top
Diameter；
Q2-- under the quasi- permanent compound action of load effect, pile shaft force at upper disk disk top section, by Q2Three Q-Q1It calculates,
Unit kN；
l1-- stake top to upper disk disk top section length, unit m；
l2-- upper disk disk top section to stake end length, unit m；
Aps-- stake top to upper disk disk top section length section pile body area of section, unit m2；
The ratio between pile shaft force at the equivalent total end resistance of α-pile tip resistance ratio, i.e. chassis and stake end and upper disk disk top section, closely
The equivalent total end resistance and bearing capacity of single pile for seemingly taking chassis and stake end to undertake subtract the total collateral resistance in disk disk top above section stake side
The ratio between difference；
IP, i、ISr1, i、ISr2, i--- consider that the Mindlin that stake diameter influences solves stress influence coefficient, IP, iFor chassis and stake end
Equivalent end resistance stress influence coefficient at i-th layer of native half thickness below stake transverse plane；ISr1, iFor the supreme disk of stake top
Disk top section pile side resistance stress influence coefficient at i-th layer of native half thickness below stake transverse plane；ISr2, iFor upper disk
Disk top section stress influence coefficient at i-th layer of native half thickness below stake transverse plane to stake end pile side resistance；
Ec-- the elasticity modulus of pile concrete, unit MPa；
ξe-- pile compression coefficient, according to local settlement observation data and empirically determined, when no local experience, takes ψD=1.0；
ψ -- pile foundation settlement correction factor, according to local settlement observation data and empirically determined, when no local experience, takes ψD=
1.0。
Taiyuan high-rise residential building is 34 story shear wall constructions, and building foundation is using drilling extruding-enlarging branch tray grouting behind shaft or drift lining perfusion
Stake, building foundation long 63.6m, wide 18.6m, buried depth 7m, using drilling extruding-enlarging branch tray post grouting pile bored concrete pile.Stake diameter 800mm, has
Imitate the long 24m of stake, stake spacing 5m, full hall arrangement.If two force bearing disks, upper disk is located under stake top at 16.8m (to be marked at maximum gauge
It is high), disk top section absolute altitude is 16.0m under stake top, and lower wall is located under stake top (absolute altitude at maximum gauge), disk Gao Junwei at 22.8m
1.6m, upper disk, lower disk diameter are 1.8m.Formation situation and correlative index are shown in Table 1, level of ground water subsurface 7m.
Under the quasi- permanent compound action of load effect, pile top load 4015kN.Concrete uses C40, Ec=3.25 × 104MPa。
Table 1 is formation parameter, specific as follows:
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculates, pitch to diameter ratio s/d=5/0.8=6.25 > 6, heavy using single pile
Calculation formula drops.Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is punished in upper disk disk top section as upper and lower two parts, is calculated separately additional
Stress, the then sedimentation of superposition calculation extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile.
1, pile tip resistance ratio α is calculated；
Under the quasi- permanent compound action of load effect, pile top load Q=4015kN takes qsj=20kPa, l1=16m, d
=0.8m.
Q1=π d ∑ qsjlj=3.14 × 0.8 × 20 × 16=804kN
Q2=Q-Q1=3211kN
Qp=Ap2qp=3.14 × 1.82/ 4 × 800=2035kN
α=Qp/Q2=2035/3211=0.63
2, the additional stress that stake top supreme disk disk top section part generates on the following pile body axis of stake transverse plane
Stake top supreme disk disk top section part is calculated by the actual cross-section of stake, only considers collateral resistance, lateral friction of pile distribution
It is reduced to be uniformly distributed mode along pile body, takes qsj=20kPa.Coordinate system is established, coordinate origin takes former extruding-enlarging branch tray grouting behind shaft or drift lining
Bored concrete pile stake top, namely at the below ground 7m at the absolute altitude of cushion cap bottom surface, l1=16m, d=0.8m, with z1=l=24m is starting
Point is calculated, at this time l1/ d=16/0.8=20, n=ρ/l1=0 (ρ be adjacent studs value calculate stake axis horizontal distance, single pile is not
The influence for considering adjacent studs, takes ρ=0), work as m=z1/l1=24/16=1.5 is Fixed Initial Point (corresponding to below ground 31m), is taken
Isr1=0.367；Work as m=z1/l1=24/16=1.6, takes Isr1=0.298；As m=1.5~1.6, Isr1It is calculated by interpolation；Work as m
When > 1.6, I is takensr1=0.298.It looks into existing professional standard " technical code for building pile foundation " (JGJ94-2008) annex F and (considers stake
The Mindlin (Mindlin) that diameter influences solves stress influence coefficient), it calculates vertically answer what the following different depth in stake end generated downwards
Power influences coefficient Isr1, see Fig. 2.
σ is calculated by formulaz1:
3, the additional stress that upper disk disk top section generates on the following pile body axis of stake transverse plane to stake end part
Upper disk disk top section generates settling amount in stake transverse plane settlement calculation point to stake end pile side resistance and equivalent end resistance
When, upper disk disk top section to stake end part is reduced to using maximum branch projected area as pile body equivalent cross-sectional area, and upper disk Pan Ding is cut
Face to stake end length is the long major diameter Uniform-section Piles of Equivalent Pile.It follows that l2=8m, D=1.8m.Extruding-enlarging branch tray grouting behind shaft or drift lining
The distribution of poured pile base pile side resistance is reduced to be uniformly distributed mode along pile body, and stake end end resistance is reduced to maximum branch perspective plane
Mode is uniformly distributed in product.
Coordinate origin is plane where upper disk disk top section, namely the reference origin at below ground 23m.With z2=l2=
8m is initial calculation point (corresponding to below ground 31m).L at this time2/ D=8/1.8=4.4 < 10, takes l2/ D=10 corresponds to table,
N=ρ/l2=0 (ρ is the horizontal distance that adjacent studs value calculates stake axis, and single pile does not consider the influence of adjacent studs, takes ρ=0), works as m
=z2/l2=8/8=1.0 is Fixed Initial Point, and Cha Xianhang professional standard " technical code for building pile foundation " (JGJ94-2008) annex F (is examined
Consider the Mindlin (Mindlin) that stake diameter influences and solve stress influence coefficient), it calculates downwards and stake side at the following different depth in stake end is hindered
The vertical stress of power and equivalent end resistance influences coefficient Isr2And Ip, see Fig. 2.
σ is calculated separately by formulazpAnd σzsr2, then acquire σz2:
σzt=σzp+σzsr2=31.61Ip+18.56Isr2；
4, determine that the final settlement of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile calculates depth Zn.It can be determined by stress ratio method, i.e. ZnPlace
The additional stress σ as caused by stakezWith the weight stress σ of soilcFollowing formula requirement should be met:
σz=σz1+σz2
σz≤0.2σc； (3-1)
As shown in Figure 2, Z under stake endnWhen=27.2m (below ground 34.2m), σz=51.038kPa, corresponding self weight are answered
0.2 σ of powerc=76.288kPa meets formula (3-1).
5, stake top supreme disk disk top section length computation Pile shaft conpression
Ec=3.25 × 104MPa, ξe=1, Aps1=3.14 × 0.82/ 4=0.5024m2, l1=16m, Q=4015kN
Then
6, when cushion cap bottom foundation soil does not share load, determine extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile final settlement s by following formula
It calculates.
Wherein, as shown in Figure 2, in settlement calculation depth, the pile side resistance of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile and equivalent
It is settled into 42.23mm caused by the additional stress that end resistance generates in ground on the following pile body axis of stake transverse plane, stake top is extremely
Upper disk disk top section length computation Pile shaft conpression seFor 3.93mm, ψ=1 is taken, it follows that extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile
Single pile final settlement s is 46.16mm.
To sum up, specific implementation case has been used to elaborate the principle of the present invention and embodiment, about upper
The explanation for stating case study on implementation is only the core concept of method and its design to assist understanding of the invention；Meanwhile for this
The those skilled in the art in field, according to the thought of the present invention, be embodied and application range on may have a change in place of.This
Description should not be construed as limiting the invention.
Claims (4)
1. extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method, which is characterized in that extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile or
It for single pile, or is Single row pillars or center away from the scattering pile for being greater than 6 times of stake diameters, the pile foundation settlement calculating of bored concrete pile does not consider to hold
Platform bottom foundation soil shares load action, and extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method is as follows:
Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is reduced to upper and lower two connected equal-diameter piles, is by variable cross-section pile body equivalent-simplification
Two connected cross-section pile bodies；The stress equivalent-simplification of foundation pile is that stake top supreme disk disk top section bears to be uniformly distributed side resistance
Power, upper disk disk top section to stake end bear to be uniformly distributed collateral resistance and are uniformly distributed end resistance；
The settling amount of extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile calculates are as follows: coordinate system is established respectively to two Uniform-section Piles, it will be upper
Pile foundation stress is stated, respectively by foundation soil on the Mindlin solution calculating following pile body axis of stake transverse plane for considering the influence of stake diameter
Then additional stress is superimposed the additional stress for calculating point generation, the sedimentation of pile foundation is calculated using Uniaxial Compression layerwise summation method
Amount, and it is included in stake top supreme disk disk top section part Pile shaft conpression.
2. extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method according to claim 1, which is characterized in that
The extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile is stake top supreme disk disk top section and upper disk Pan Ding in the punishment of upper disk disk top section
Two, section to stake end equal-diameter pile, establishes coordinate system respectively, and the Mindlin solution that application considers that stake diameter influences respectively solves stress
Influence coefficient；
A. the actual cross-sectional area and length computation Uniform-section Piles of stake are pressed in stake top supreme disk disk top section part, only consider collateral resistance；
Upper disk disk top section to stake end is reduced to using branch maximal projection area as pile body equivalent cross-sectional area, upper disk Pan Ding to stake end length
For the long major diameter Uniform-section Piles of Equivalent Pile；
B. stake top supreme disk disk top section partial coordinates origin is former extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile stake top, with ordinate z=l
To settle initial calculation point, l is that former extruding-enlarging branch tray grouting behind shaft or drift lining grout pile is long, calculates this section of collateral resistance in the following pile body axis in stake end
The stress influence coefficient that ground different depth generates on line；
C. upper disk disk top section to stake end part coordinate origin is plane where upper disk disk top section, with ordinate z=l2For sedimentation
Initial calculation point, wherein l2For upper disk Pan Ding to stake end length, this section of simplified collateral resistance and end resistance are calculated separately in stake
Hold the stress influence coefficient that ground different depth generates on following pile body axis；
D. stake top supreme disk disk top section and the distribution of upper disk disk top section to stake end two parts lateral friction of pile are reduced to along stake
Body is uniformly distributed mode, and stake end end resistance is reduced to be uniformly distributed mode by branch maximal projection area；
E. the equivalent end resistance in stake end, stake top supreme disk disk top section pile side resistance and upper disk disk top section to stake end pile side resistance exist
Stress influence coefficient Ip, I at i-th layer of native half thickness on the stake following pile body axis of transverse planesr1And Isr2By formula (2-
1) it is calculated separately with formula (2-2), or looks into existing professional standard " technical code for building pile foundation " (JGJ94-2008) annex F
" considering that the Mindlin (Mindlin) that stake diameter influences solves stress influence coefficient ", directly determines Ip、Isr1And Isr2；
Wherein:
By the I at disk disk top section to stake end in formula (2-1) calculatingpWhen, with r=D/2, l=l2Formula replacement is substituted into, r is to calculate section
Foundation pile radius, unit m；D is upper disk disk top section to stake end section stake diameter, unit m；Z is settlement calculation point to upper disk Pan Ding
The distance in section, unit m；
The I of stake top supreme disk disk top section is calculated by formula (2-2)sr1When, with r=d/2, l=l1Formula replacement is substituted into, r is to calculate
Section foundation pile radius, unit m；D is stake top supreme disk disk top section section stake diameter, unit m；Z is that settlement calculation point arrives stake top
Distance, unit m；
By the I at disk disk top section to stake end in formula (2-2) calculatingsr2When, with r=D/2, l=l2Formula replacement is substituted into, r is to calculate
Section foundation pile radius, unit m；D is upper disk disk top section to stake end section stake diameter, unit m；Z is settlement calculation point to upper disk disk
The distance of top section, unit m；
Poisson's ratio μ takes 0.35；
It f., should be by zero value when calculating the lower direct stress stack result of point is negative value.
3. extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method according to claim 1 or 2, which is characterized in that
The final settlement of the extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile pile foundation calculates depth Zn, determined by stress ratio method, i.e. ZnPlace is by stake
Caused additional stress σzWith the weight stress σ of soilcFollowing formula requirement should be met:
σz≤0.2σc。 (3-1)
4. extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method according to claims 1 and 2, which is characterized in that
The Final Settlement of Pile Foundation s that cushion cap bottom foundation soil does not share load is calculated as follows:
Wherein,
The calculating hierarchy number of soil layer in n-- settlement calculation depth bounds；Hierarchy number should should not surpass in conjunction with soil layer property, lift height
Cross 0.3 times for calculating depth；
S-- extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile final settlement, unit mm on the following pile body axis of stake transverse plane；
se-- stake top to upper disk disk top length section calculates Pile shaft conpression, unit mm；
σz1i-- stake top to upper disk disk top length section, be uniformly distributed collateral resistance on the following pile body axis of stake transverse plane i-th layer it is native
Additional stress, unit kPa are generated at half thickness；
σz2i-- upper disk Pan Ding to stake end length section and is uniformly distributed collateral resistance stake below stake transverse plane at the equivalent end resistance in stake end
The sum of additional stress, unit kPa are generated in body axis at i-th layer of native half thickness；
△ zi-- i-th calculates soil thickness, unit m；
Esi-- i-th calculates the compression modulus of soil layer, and unit MPa is added additional using the gravity pressure of gravity pressure to the soil of soil
Compression modulus when pressure acts on；
Q --- it is extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile under the quasi- permanent compound action of load effect, the additional load of stake top, unit
For kN；
Q1-- under the quasi- permanent compound action of load effect, the sum of the axle power that the supreme disk top surface section pile body of stake top undertakes is single
Position is kN, and numerically equal to stake top, can be by Q to the sum of the collateral resistance of upper disk disk top length section1=π d ∑ qsjljIt calculates, wherein qsj
For stake week jth layer side resistance of soil, ljFor stake week jth layer soil thickness, d is the supreme disk top surface section stake diameter of stake top；
Q2-- under the quasi- permanent compound action of load effect, pile shaft force at upper disk disk top section, by Q2=Q-Q1It calculates, unit
kN；
l1-- stake top to upper disk disk top section length, unit m；
l2-- upper disk disk top section to stake end length, unit m；
Aps-- stake top to upper disk disk top section length section pile body area of section, unit m2；
The ratio between pile shaft force at the equivalent total end resistance of α-pile tip resistance ratio, i.e. chassis and stake end and upper disk disk top section, approximation takes
Equivalent total end resistance and bearing capacity of single pile that chassis and stake end undertake subtract the difference of the total collateral resistance in disk disk top above section stake side
The ratio between；
IP, i、ISr1, i、ISr2, i--- consider that the Mindlin that stake diameter influences solves stress influence coefficient, IP, iFor the equivalent end in chassis and stake end
Resistance stress influence coefficient at i-th layer of native half thickness below stake transverse plane；ISr1, iIt is cut for the supreme disk Pan Ding of stake top
Face pile side resistance stress influence coefficient at i-th layer of native half thickness below stake transverse plane；ISr2, iIt is cut for upper disk Pan Ding
Face stress influence coefficient at i-th layer of native half thickness below stake transverse plane to stake end pile side resistance；
Ec-- the elasticity modulus of pile concrete, unit MPa；
ξe-- pile compression coefficient, according to local settlement observation data and empirically determined, when no local experience, takes ψD=1.0；
ψ -- pile foundation settlement correction factor, according to local settlement observation data and empirically determined, when no local experience, takes ψD=1.0.
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