CN110457636A - A kind of length mini pile reinforces roadbed basement high method for determination of amount after expansive soil foundation - Google Patents
A kind of length mini pile reinforces roadbed basement high method for determination of amount after expansive soil foundation Download PDFInfo
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Abstract
A kind of length mini pile reinforces roadbed basement high method for determination of amount after expansive soil foundation, rationally to determine the remaining uplift capacity of length mini pile consolidated subsoil, rational basis is provided for the design of length mini pile Resistant heave, simplicity is calculated, can satisfy actual requirement of engineering.The following steps are included: determining that layer depth l' etc. is severely influenced in the climate influenced layer of expansive soil foundation or immersion influence depth l, expansive soil foundation atmosphere by sampling actual measurement or field investigation；Determine that length mini pile calculates i-th layer of arid season native initial expansion force σ in depth boundsb0i；Determine that length mini pile calculates in depth bounds i-th layer of native remaining expansive force σ after external rainfall or water effectbfi；Determine that long mini pile assigns " neutral point " position or more i-th layer of native anchor force σui；Determine that length mini pile reinforces roadbed basement high amount s after expansive soil foundatione。
Description
Technical field
The present invention relates to geotechnical engineering foundation treatment technology field, in particular to a kind of length mini pile reinforces expansion soil
Roadbed basement high method for determination of amount after base.
Technical background
Unsaturated expansive soil, which has, meets the characteristic that water generates protuberance deformation, builds high standard without tiny fragments of stone, coal, etc. railway in swelled ground area
When, the protuberance deformation of ground easily causes high speed railway fragments-free track slab cracking, causes great non-fragment orbit disease, or even danger
And the traffic safety of bullet train, especially non-fragment orbit low embankment or cutting bedding.
To solve the above-mentioned problems, the applicant discloses a kind of decrease expansion in the application for a patent for invention proposed on the same day
The length mini pile construction that soil Keelung is risen, the construction include expansive soil foundation under ballastless track roadbed is arranged in short miniature
Stake, be arranged at intervals at the long mini pile of expansive soil foundation between short mini pile, and be arranged in ballastless track roadbed bottom every
Water layer.This is configured to the protuberance deformation for effectively weakening or eliminating ballastless track roadbed substrate swelled ground, saves engineering consumptive material, contracting
Subtract high-speed rail investment, has broad popularization and application prospect.But length mini pile reinforces the remaining uplift capacity after expansive soil foundation, mesh
It is preceding still without a kind of reasonable determining method, to solve the above problems, pole need to propose that a kind of length mini pile reinforces expansion soil
Roadbed basement high method for determination of amount after base.
Summary of the invention
Technical problem to be solved by the invention is to provide roadbed substrates after a kind of length mini pile reinforcing expansive soil foundation
Method for determination of amount is swelled, is length mini pile Resistant heave rationally to determine the remaining uplift capacity of length mini pile consolidated subsoil
Design provides rational basis, calculates simplicity, can satisfy actual requirement of engineering.
It is as follows that the present invention solves technical solution used by above-mentioned technology:
The present invention proposes that a kind of length mini pile reinforces roadbed basement high method for determination of amount after expansive soil foundation, including
Following steps:
1. the climate influenced layer or immersion influence depth l of expansive soil foundation are determined by sampling actual measurement or field investigation,
Unit m determines that layer depth l', unit m is severely influenced in expansive soil foundation atmosphere；By live practical prospecting or test pile test, really
" neutral point " the depth l of fixed length mini pile0, unit m, determine " neutral point " position more than the i-th (i=1,2,3 ...) layer soil meet water
The upward tangential force f generated after expansion in long mini pile side tablei, unit kPa；Pass through field geology drilling investigation and indoor geotechnique
Test, determines i-th layer of native expansion index Csi, determine i-th layer of arid season native initial void ratio e0i, determine i-th layer it is native
Net overlying stress σ in situy0i, unit kPa determines the initial expansion force σ of i-th layer of arid season natural swelled grounds0i, unit kPa,
Determine the remaining expansive force σ of i-th layer of natural swelled ground after external rainfall or water effectsfi, unit kPa；
2. determining that length mini pile calculates i-th layer of native initial expansion force of arid season in depth bounds by following formula
σb0i:
σ in formulab0iI-th layer of native initial expansion force of arid season in depth bounds, unit kPa are calculated for length mini pile；
σs0iFor the initial expansion force of i-th layer of arid season natural swelled ground, 1. unit kPa is determined by step；Z is ground depth, single
Position m；LdLong, the unit m for short mini pile stake；LcLong, the unit m for long mini pile stake；mcdFor 0~L of ground depthdStake soil in range
Area replacement ratio；mcFor ground depth Ld~LcStake soil area replacement ratio in range；
3. determining that length mini pile calculates in depth bounds i-th layer of soil after external rainfall or water effect by following formula
Remaining expansive force σbfi:
σ in formulabfiIt is swollen for i-th layer of native residue after external rainfall in length mini pile calculating depth bounds or water effect
Expansive force, unit kPa；σsfiFor the remaining expansive force of i-th layer after external rainfall or water effect natural swelled ground, unit kPa, by
1. step determines；
4. determining that long mini pile assigns " neutral point " position or more i-th layer of native anchor force σ by following formulaui:
σ in formulauiAssign " neutral point " position or more i-th layer of native anchor force for long mini pile, unit kPa；fiIt is " neutral
The upward tangential force more than point " position generated after i-th layer of native water-swellable in long mini pile side table, unit kPa are 1. true by step
It is fixed；fi' it is the downward tangential force that the i-th layer of soil in " neutral point " position or less generates long mini pile side table, unit kPa, by step
1. determining；HiFor i-th layer of native lift height, unit mm；dcFor long mini pile stake diameter, unit m；S be long mini pile with it is short miniature
The stake spacing of stake, unit m；
5. by following formula determine length mini pile reinforce expansive soil foundation after roadbed basement high amount se:
In formula, seFor roadbed basement high amount after length mini pile reinforcing expansive soil foundation, unit mm；ΔseiIt is micro- for length
I-th layer of native uplift capacity of roadbed substrate after expansive soil foundation, unit mm are reinforced in type stake；CsiFor i-th layer of native expansion index, by step
Suddenly it 1. determines；HiFor i-th layer of native lift height, unit mm；e0iFor i-th layer of native initial void ratio of arid season, by step
1. determining；σy0iFor i-th layer of net overlying stress in native original position, 1. unit kPa is determined by step；σb0iFor the calculating of length mini pile
2. i-th layer of native initial expansion force of arid season in depth bounds, unit kPa are determined by step；σbfiFor length mini pile meter
Calculate in depth bounds that after external rainfall or water effect 3. i-th layer of native remaining expansive force, unit kPa are determined by step；Δσyi
For the total stress variation that Roadbed Soil generates, unit kPa；σuiIt is native that i-th layer of " neutral point " position or more is assigned for long mini pile
4. anchor force, unit kPa are determined by step.
The invention has the advantages that comprehensively considering short mini pile metathesis, the displacement of long mini pile and anchorage effect
On the basis of, it proposes a kind of feasible length mini pile and reinforces roadbed basement high method for determination of amount after expansive soil foundation,
Solve the problems, such as that length mini pile lacks design theory in Resistant heave application, it is ensured that length mini pile is anti-in expansive soil foundation
Protuberance design is more scientific and reasonable, has important directive significance without the processing design of tiny fragments of stone, coal, etc. railway ground to domestic and international high speed.
Detailed description of the invention
Fig. 1 is the cross-sectional view that roadbed bottom length mini pile reinforces expansive soil foundation.
Fig. 2 is the floor plan that roadbed bottom length mini pile reinforces expansive soil foundation.
Component and corresponding label are shown: short mini pile 1, long mini pile 2, water barrier 3, roadbed M, expansive soil foundation in figure
D, the short long L of mini pile staked, the long long L of mini pile stakec, short mini pile stake diameter dd, long mini pile stake diameter dc, long mini pile with it is short miniature
The stake distance s of stake.
Specific embodiment
The present invention is further illustrated below by specific embodiment and in conjunction with attached drawing.
Roadbed basement high method for determination of amount after a kind of length mini pile reinforcing expansive soil foundation of the invention, including with
Lower step:
1. the climate influenced layer or immersion influence depth l of expansive soil foundation are determined by sampling actual measurement or field investigation,
Unit m determines that layer depth l', unit m is severely influenced in expansive soil foundation atmosphere；By live practical prospecting or test pile test, really
" neutral point " the depth l of fixed length mini pile0, unit m, determine " neutral point " position more than the i-th (i=1,2,3 ...) layer soil meet water
The upward tangential force f generated after expansion in long mini pile side tablei, unit kPa；Pass through field geology drilling investigation and indoor geotechnique
Test, determines i-th layer of native expansion index Csi, determine i-th layer of arid season native initial void ratio e0i, determine i-th layer it is native
Net overlying stress σ in situy0i, unit kPa determines the initial expansion force σ of i-th layer of arid season natural swelled grounds0i, unit kPa,
Determine the remaining expansive force σ of i-th layer of natural swelled ground after external rainfall or water effectsfi, unit kPa.
2. determining that length mini pile calculates i-th layer of native initial expansion force of arid season in depth bounds by following formula
σb0i:
σ in formulab0iI-th layer of native initial expansion force of arid season in depth bounds, unit kPa are calculated for length mini pile；
σs0iFor the initial expansion force of i-th layer of arid season natural swelled ground, 1. unit kPa is determined by step；Z is ground depth, single
Position m；LdLong, the unit m for short mini pile stake；LcLong, the unit m for long mini pile stake；mcdFor 0~L of ground depthdStake soil in range
Area replacement ratio；mcFor ground depth Ld~LcStake soil area replacement ratio in range.
3. determining that length mini pile calculates in depth bounds i-th layer of soil after external rainfall or water effect by following formula
Remaining expansive force σbfi:
σ in formulabfiIt is swollen for i-th layer of native residue after external rainfall in length mini pile calculating depth bounds or water effect
Expansive force, unit kPa；σsfiFor the remaining expansive force of i-th layer after external rainfall or water effect natural swelled ground, unit kPa, by
1. step determines.
4. determining that long mini pile assigns " neutral point " position or more i-th layer of native anchor force σ by following formulaui:
σ in formulauiAssign " neutral point " position or more i-th layer of native anchor force for long mini pile, unit kPa；fiIt is " neutral
The upward tangential force more than point " position generated after i-th layer of native water-swellable in long mini pile side table, unit kPa are 1. true by step
It is fixed；fi' it is the downward tangential force that the i-th layer of soil in " neutral point " position or less generates long mini pile side table, unit kPa, by step
1. determining；HiFor i-th layer of native lift height, unit mm；dcFor long mini pile stake diameter, unit m；S be long mini pile with it is short miniature
The stake spacing of stake, unit m.
5. by following formula determine length mini pile reinforce expansive soil foundation after roadbed basement high amount se:
In formula, seFor roadbed basement high amount after length mini pile reinforcing expansive soil foundation, unit mm；ΔseiIt is micro- for length
I-th layer of native uplift capacity of roadbed substrate after expansive soil foundation, unit mm are reinforced in type stake；CsiFor i-th layer of native expansion index, by step
Suddenly it 1. determines；HiFor i-th layer of native lift height, unit mm；e0iFor i-th layer of native initial void ratio of arid season, by step
1. determining；σy0iFor i-th layer of net overlying stress in native original position, 1. unit kPa is determined by step；σb0iFor the calculating of length mini pile
2. i-th layer of native initial expansion force of arid season in depth bounds, unit kPa are determined by step；σbfiFor length mini pile meter
Calculate in depth bounds that after external rainfall or water effect 3. i-th layer of native remaining expansive force, unit kPa are determined by step；Δσyi
For the total stress variation that Roadbed Soil generates, unit kPa；σuiIt is native that i-th layer of " neutral point " position or more is assigned for long mini pile
4. anchor force, unit kPa are determined by step.
The step 1. in, " neutral point " is uplift capacity position equal with the amount of pulling out on long mini pile of foundation soil.
The step 2.~3. in, 0~L of ground depthdStake soil area replacement ratio m in rangecdIt determines as follows
In formula, ApcFor the average cross-section of long mini pile, unit m2；ApdFor the average cross-section of short mini pile, unit m2；
AeThe Ground Treatment area undertaken by single long mini pile and single short mini pile, unit m2；ddIt is single for short mini pile stake diameter
Position m.
The step 2.~3. in, ground depth Ld~LcStake soil area replacement ratio m in rangedIt determines as follows
The step 2.~5. in, long mini pile is round stake, and the long L of stakecNot less than the atmospheric effect of expansive soil foundation
Depth or immersion influence depth；Short mini pile is round stake, and the long L of stakedLayer depth is severely influenced slightly larger than atmosphere；
The step 2.~5. in, short mini pile and long mini pile equidistantly lay out pile by square.
The step 2.~5. in, length mini pile calculate depth by climate influenced layer or immersion influence depth l determine.
The step 5. in, Roadbed Soil generate total stress changes delta σyIt is true by Boussinesq theoretical calculation
It is fixed.
Embodiment:
Referring to Fig.1, a certain ballastless track roadbed M filling height of Fig. 2, Yun Gui (Kunming to Nanning) railway is 2.70m, expansion
Roadbed M top surface width is 13.4m on soil base D, and roadbed M side slope ratio is 1:1.5.Roadbed M bottom expansion soil base D has
In-strong Expansion Potential, basement high deformation easily causes the top surface ballastless track roadbed M to generate to rise displacement, lead to guideway irregularity
Property aggravation, influence bullet train normal operation.
To weaken the deformation of roadbed M basement high, the short mini pile 1 of proposed adoption and long mini pile 2 carry out foundation stabilization, roadbed
Water barrier 3 is arranged in the bottom M；The short mini pile 1 is made of sand material, stake diameter 0.2m, the long 3.0m of stake；The long mini pile 2 by
Reinforcing bar and pea gravel concreten composition, stake diameter 0.2m, the long 6.0m of stake；Referring to Fig. 2, the short mini pile 1 is with long mini pile 2 by pros
Shape equidistantly lays out pile, stake spacing 0.5m；Below to short mini pile 1 and roadbed M substrate after long mini pile 2 reinforcing expansive soil foundation D
Uplift capacity is determined, the specific steps are as follows:
1. determining the immersion influence depth l of expansive soil foundation D by sampling actual measurement or field investigation, it is 4.5m, determines swollen
It is 2.8m that layer depth l', which is severely influenced, in swollen soil base D atmosphere；By live practical prospecting or test pile test, long mini pile 2 is determined
" neutral point " depth l0For 3.0m, determine after i-th (i=1,2,3 ...) layer soil water-swellable of " neutral point " position or more in length
The upward tangential force f that 2 side table of mini pile generatesi, unit kPa, definitive result is shown in Table 1；Pass through field geology drilling investigation and room
Interior geotechnical testament determines i-th layer of native expansion index Csi, determine i-th layer of arid season native initial void ratio e0i, determine i-th
The net overlying stress σ in situ of layer soily0i, unit kPa determines the initial expansion force σ of i-th layer of arid season natural swelled grounds0i, single
Position kPa, determines the remaining expansive force σ of i-th layer of natural swelled ground after external rainfall or water effectsfi, unit kPa, Csi、σy0i、
σs0i、σsfi、σuiDetermination the results are shown in Table 1.
1 ground calculating parameter definitive result of table
2. determining that length mini pile calculates i-th layer of native initial expansion force of arid season in depth bounds by following formula
σb0i:
σ in formulab0iI-th layer of native initial expansion force of arid season in depth bounds, unit kPa are calculated for length mini pile；
σs0iFor the initial expansion force of i-th layer of arid season natural swelled ground, 1. unit kPa is determined by step；Z is ground depth, single
Position m；Ld1 long, the unit m for short mini pile；Lc2 long, the unit m for long mini pile；mcdFor 0~L of ground depthdStake in range
Native area replacement ratio；mcFor ground depth Ld~LcStake soil area replacement ratio in range.
Length mini pile calculates i-th layer of arid season native initial expansion force σ in depth boundsb0iDetermination process and result
It is shown in Table 2.
2 σ of tableb0iDetermination process and result
| i | Hi | dd | dc | s | mcd | md | σs0i | σb0i |
| 1 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 178.6 | 156.15 |
| 2 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 173.8 | 156.15 |
| 3 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 164.0 | 147.83 |
| 4 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 145.9 | 138.98 |
| 5 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 131.6 | 116.09 |
| 6 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 122.7 | 114.01 |
| 7 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 109.3 | 100.49 |
| 8 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 91.1 | 90.60 |
| 9 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 75.4 | 68.75 |
| 10 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 65.2 | 63.03 |
| 11 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 57.8 | 51.07 |
| 12 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 50.4 | 50.03 |
| 13 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 34.0 | 38.06 |
| 14 | 400 | 0.2 | 0.2 | 0.5 | 0.126 | / | 20.3 | 21.41 |
| 15 | 300 | 0.2 | 0.2 | 0.5 | 0.126 | / | 12.6 | 14.13 |
| 16 | 400 | 0.2 | 0.2 | 0.5 | / | 0.063 | 6.9 | 0.00 |
| 17 | 400 | 0.2 | 0.2 | 0.5 | / | 0.063 | 3.1 | 0.00 |
| 18 | 400 | 0.2 | 0.2 | 0.5 | / | 0.063 | 0.6 | 0.10 |
3. determining that length mini pile calculates in depth bounds i-th layer of soil after external rainfall or water effect by following formula
Remaining expansive force σbfi:
σ in formulabfiIt is swollen for i-th layer of native residue after external rainfall in length mini pile calculating depth bounds or water effect
Expansive force, unit kPa；σsfiFor the remaining expansive force of i-th layer after external rainfall or water effect natural swelled ground, unit kPa, by
1. step determines.
The remaining expansive force σ of i-th layer of soil after water effect in length mini pile calculating depth boundsbfiDetermination process and knot
Fruit is shown in Table 3.
3 σ of tablebfiDetermination process and result
| i | Hi | dd | dc | s | mcd | md | σsfi | σbfi |
| 1 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.0 |
| 2 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.7 | 0.60 |
| 3 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 1.9 | 1.64 |
| 4 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.00 |
| 5 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 6.0 | 5.29 |
| 6 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.0 |
| 7 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.0 |
| 8 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.0 |
| 9 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.1 | 0.08 |
| 10 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.1 | 0.08 |
| 11 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.0 |
| 12 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 1.0 | 0.87 |
| 13 | 200 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.0 |
| 14 | 400 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.0 |
| 15 | 300 | 0.2 | 0.2 | 0.5 | 0.126 | / | 0.0 | 0.0 |
| 16 | 400 | 0.2 | 0.2 | 0.5 | / | 0.063 | 0.0 | 0.0 |
| 17 | 400 | 0.2 | 0.2 | 0.5 | / | 0.063 | 4.9 | 0.0 |
| 18 | 400 | 0.2 | 0.2 | 0.5 | / | 0.063 | 1.3 | 0.10 |
4. determining that long mini pile 2 assigns " neutral point " position or more i-th layer of native anchor force σ by following formulaui:
σ in formulauiAssign " neutral point " position or more i-th layer of native anchor force for long mini pile 2, unit kPa；fiFor " in
Property point " the upward tangential force that more than position is generated after i-th layer of native water-swellable in long 2 side table of mini pile, unit kPa, by step
1. determining；fi' long 2 side table of mini pile is generated for i-th layer of soil below " neutral point " position downward tangential force, unit kPa, by
1. step determines；HiFor i-th layer of native lift height, unit mm；dcFor 2 diameters of long mini pile, unit m；S be long mini pile 2 with
The stake spacing of short mini pile 1, unit m；
Long mini pile 2 assigns i-th layer of " neutral point " position or more native anchor force σuiDetermination process and the results are shown in Table 4.
4 σ of tableuiDetermination process and result
| i | Hi | dc | fi | fi' | s | σui |
| 1 | 200 | 0.2 | 51 | / | 0.5 | 64.1 |
| 2 | 200 | 0.2 | 51 | / | 0.5 | 61.3 |
| 3 | 200 | 0.2 | 51 | / | 0.5 | 55.6 |
| 4 | 200 | 0.2 | 42 | / | 0.5 | 52.8 |
| 5 | 200 | 0.2 | 42 | / | 0.5 | 52.2 |
| 6 | 200 | 0.2 | 42 | / | 0.5 | 50.9 |
| 7 | 200 | 0.2 | 40 | / | 0.5 | 50.3 |
| 8 | 200 | 0.2 | 40 | / | 0.5 | 50.3 |
| 9 | 200 | 0.2 | 40 | / | 0.5 | 50.3 |
| 10 | 200 | 0.2 | 40 | / | 0.5 | 46.2 |
| 11 | 200 | 0.2 | 40 | / | 0.5 | 38.0 |
| 12 | 200 | 0.2 | 27 | / | 0.5 | 33.9 |
| 13 | 200 | 0.2 | 27 | / | 0.5 | 33.9 |
| 14 | 400 | 0.2 | 27 | / | 0.5 | 33.9 |
| 15 | 300 | 0.2 | / | 32 | 0.5 | 0.0 |
| 16 | 400 | 0.2 | / | 32 | 0.5 | 0.0 |
| 17 | 400 | 0.2 | / | 48 | 0.5 | 0.0 |
| 18 | 400 | 0.2 | / | 48 | 0.5 | 0.0 |
5. by following formula determine length mini pile reinforce expansive soil foundation D after roadbed M basement high amount se:
In formula, seFor roadbed M basement high amount after length mini pile reinforcing expansive soil foundation D, unit mm；ΔseiFor length
Mini pile reinforces i-th layer of native uplift capacity of roadbed M substrate after expansive soil foundation D, unit mm；CsiFor i-th layer of native expansion index,
It is 1. determined by step；HiFor i-th layer of native lift height, unit mm；e0iFor i-th layer of native initial void ratio of arid season, by
1. step determines；σy0iFor i-th layer of net overlying stress in native original position, 1. unit kPa is determined by step；σb0iFor length mini pile
I-th layer of native initial expansion force of arid season in depth bounds is calculated, 2. unit kPa is determined by step；σbfiIt is miniature for length
Stake calculates in depth bounds that after external rainfall or water effect 3. i-th layer of native remaining expansive force, unit kPa are determined by step；
ΔσyiFor roadbed M banket generation total stress variation, unit kPa；σui" neutral point " position or more i-th is assigned for long mini pile 2
4. the anchor force of layer soil, unit kPa are determined by step.
The step 5. in, length mini pile reinforces the native uplift capacity Δ s of i-th layer of roadbed M substrate after expansive soil foundation Dei
Detailed calculating process be shown in Table 5, in 5 calculating process of table, if Δ sei< 0, then Δ seiTake 0.
The calculating process of 5 i-th layers of table native uplift capacity
According to table 5, length mini pile can be obtained and reinforce roadbed M basement high amount s after expansive soil foundation De:
Therefore, can obtain roadbed M basement high amount after length mini pile reinforces expansive soil foundation D is 1.28mm.
A kind of length mini pile provided by the invention reinforces roadbed M basement high method for determination of amount after expansive soil foundation,
It can rationally determine that length mini pile reinforces the remaining uplift capacity of swelled ground groundwork, effectively judge the Resistant heave effect of length mini pile
Fruit provides scientific basis for this novel Resistant heave structure design of length mini pile, avoids blindly designing, cause should not wave
Take.
The above only uses a kind of length mini pile of the diagram illustrating present invention to reinforce roadbed substrate after expansive soil foundation
The some principles for swelling method for determination of amount are not intended to for the present invention to be confined to shown and described specific method and applicable model
In enclosing, therefore all corresponding modifications that may be utilized and equivalent, belong to the applied the scope of the patents of the present invention.
Claims (3)
1. a kind of length mini pile reinforces roadbed basement high method for determination of amount after expansive soil foundation, comprising the following steps:
1. the climate influenced layer or immersion influence depth l of expansive soil foundation (D) are determined by sampling actual measurement or field investigation,
Unit m determines that layer depth l', unit m is severely influenced in expansive soil foundation (D) atmosphere；It is tested by live practical prospecting or test pile,
Determine " neutral point " the depth l of long mini pile (2)0, unit m, determine " neutral point " position more than i-th (i=1,2,3 ...) layer soil
The upward tangential force f generated after water-swellable in long mini pile (2) side tablei, unit kPa；By field geology drill investigation and
Indoor geotechnical testament determines i-th layer of native expansion index Csi, determine i-th layer of arid season native initial void ratio e0i, determine
I-th layer of native net overlying stress σ in situy0i, unit kPa determines the initial expansion force of i-th layer of arid season natural swelled ground
σs0i, unit kPa determines the remaining expansive force σ of i-th layer of natural swelled ground after external rainfall or water effectsfi, unit kPa；
2. determining that length mini pile calculates i-th layer of arid season native initial expansion force σ in depth bounds by following formulab0i:
σ in formulab0iI-th layer of native initial expansion force of arid season in depth bounds, unit kPa are calculated for length mini pile；σs0i
For the initial expansion force of i-th layer of arid season natural swelled ground, 1. unit kPa is determined by step；Z is ground depth, unit m；
LdLong, the unit m for short mini pile (1) stake；LcLong, the unit m for long mini pile (2) stake；mcdFor 0~L of ground depthdStake in range
Native area replacement ratio；mcFor ground depth Ld~LcStake soil area replacement ratio in range；
3. by following formula determine length mini pile calculate in depth bounds after external rainfall or water effect i-th layer it is native surplus
After-expansion power σbfi:
σ in formulabfiFor i-th layer of native remaining expansive force after external rainfall in length mini pile calculating depth bounds or water effect；
σsfiFor the remaining expansive force of i-th layer after external rainfall or water effect natural swelled ground, 1. unit kPa is determined by step；
4. determining that long mini pile (2) assign " neutral point " position or more i-th layer of native anchor force σ by following formulaui:
σ in formulauiAssign " neutral point " position or more i-th layer of native anchor force for long mini pile (2), unit kPa；fiIt is " neutral
The upward tangential force more than point " position generated after i-th layer of native water-swellable in long mini pile (2) side table, unit kPa, by step
1. determining；fi' long mini pile (2) side table is generated for i-th layer of soil below " neutral point " position downward tangential force, unit kPa,
It is 1. determined by step；HiFor i-th layer of native lift height, unit mm；dcFor long mini pile (2) stake diameter, unit m；S is that length is miniature
The stake spacing of stake (2) and short mini pile (1), unit m；
5. determining that length mini pile reinforces expansive soil foundation (D) roadbed (M) basement high amount s afterwards by following formulae:
In formula, seExpansive soil foundation (D) roadbed (M) basement high amount afterwards, unit mm are reinforced for length mini pile；ΔseiFor length
Mini pile reinforces expansive soil foundation (D) i-th layer of native uplift capacity of roadbed (M) substrate afterwards, unit mm；CsiFor i-th layer of native expansion
1. index is determined by step；HiFor i-th layer of native lift height, unit m；e0iFor i-th layer of arid season native initial hole
Than 1. being determined by step；σy0iFor i-th layer of net overlying stress in native original position, 1. unit kPa is determined by step；σb0iIt is micro- for length
Type stake calculates i-th layer of native initial expansion force of arid season in depth bounds, 2. unit kPa is determined by step；σbfiFor length
Mini pile calculates in depth bounds i-th layer of native remaining expansive force after external rainfall or water effect, unit kPa, 3. by step
It determines；ΔσyiFor roadbed (M) banket generation total stress variation, unit kPa；σui" neutral point " position is assigned for long mini pile (2)
Above i-th layer of native anchor force is set, 4. unit kPa is determined by step.
2. the determination side that a kind of length mini pile according to claim 1 reinforces roadbed basement high amount after expansive soil foundation
Method, it is characterised in that: the step 2.~3. in, 0~L of ground depthdStake soil area replacement ratio m in rangecdAs follows
It determines:
In formula, ApcFor the average cross-section of long mini pile (2), unit m2；ApdFor the average cross-section of short mini pile (1), unit
m2；AeThe Ground Treatment area undertaken by single long mini pile (2) and single short mini pile (1), unit m2；dcIt is miniature for length
Stake (2) stake diameter, unit m；ddFor short mini pile (1) stake diameter, unit m；S is between long mini pile (2) and the stake of short mini pile (1)
Away from unit m.
3. the determination side that a kind of length mini pile according to claim 1 reinforces roadbed basement high amount after expansive soil foundation
Method, it is characterised in that: the step 2.~3. in, ground depth Ld~LcStake soil area replacement ratio m in rangedAs follows
It determines
In formula, ApcFor the average cross-section of long mini pile (2), unit m2；AeFor single long mini pile (2) and single short mini pile
(1) the Ground Treatment area undertaken, unit m2；dcFor long mini pile (2) stake diameter, unit m；S be long mini pile (2) with it is short micro-
The stake spacing of type stake (1), unit m.
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Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010071067A (en) * | 2008-08-19 | 2010-04-02 | Jfe Steel Corp | Repair method for base course or the like |
| CN202745068U (en) * | 2012-09-05 | 2013-02-20 | 浙江大东南建设有限公司 | CFG (Cement Fly-ash Gravel) pile-PHC (Prestressed High-intensity Concrete) tubular pile combined type long-short pile composite foundation |
| CN103352455A (en) * | 2013-07-30 | 2013-10-16 | 上海城建市政工程（集团）有限公司 | Monitoring method of bottom soil heave of excavation foundation pit |
| US20130313740A1 (en) * | 2012-05-23 | 2013-11-28 | Dennard Charles Gilpin | Concrete void forming method and device |
| CN105868484A (en) * | 2016-04-11 | 2016-08-17 | 中铁二院工程集团有限责任公司 | Calculation method for ascending and descending amount of top face of low embankment of ballastless track under expansion-shrinkage action of expansive soil foundation |
| CN106436673A (en) * | 2016-07-22 | 2017-02-22 | 中铁二院工程集团有限责任公司 | Field water immersion testing method of expansive soil foundation under roadbed project |
| CN106934145A (en) * | 2017-03-08 | 2017-07-07 | 中铁二院工程集团有限责任公司 | The determination method of non-fragment orbit swelled rock and soil cutting and low embankment substrate minimum replacement thickness |
| CN107587511A (en) * | 2017-10-17 | 2018-01-16 | 中冶集团武汉勘察研究院有限公司 | For preventing and administering the long-short pile ruggedized construction and reinforcement means of foundation ditch bottom heave |
| CN107604770A (en) * | 2017-09-13 | 2018-01-19 | 中铁二院工程集团有限责任公司 | Non-fragment orbit low embankment substrate swelled ground pile foundation reinforcement afterwale method for determination of amount |
-
2018
- 2018-05-07 CN CN201810425046.6A patent/CN110457636B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010071067A (en) * | 2008-08-19 | 2010-04-02 | Jfe Steel Corp | Repair method for base course or the like |
| US20130313740A1 (en) * | 2012-05-23 | 2013-11-28 | Dennard Charles Gilpin | Concrete void forming method and device |
| CN202745068U (en) * | 2012-09-05 | 2013-02-20 | 浙江大东南建设有限公司 | CFG (Cement Fly-ash Gravel) pile-PHC (Prestressed High-intensity Concrete) tubular pile combined type long-short pile composite foundation |
| CN103352455A (en) * | 2013-07-30 | 2013-10-16 | 上海城建市政工程（集团）有限公司 | Monitoring method of bottom soil heave of excavation foundation pit |
| CN105868484A (en) * | 2016-04-11 | 2016-08-17 | 中铁二院工程集团有限责任公司 | Calculation method for ascending and descending amount of top face of low embankment of ballastless track under expansion-shrinkage action of expansive soil foundation |
| CN106436673A (en) * | 2016-07-22 | 2017-02-22 | 中铁二院工程集团有限责任公司 | Field water immersion testing method of expansive soil foundation under roadbed project |
| CN106934145A (en) * | 2017-03-08 | 2017-07-07 | 中铁二院工程集团有限责任公司 | The determination method of non-fragment orbit swelled rock and soil cutting and low embankment substrate minimum replacement thickness |
| CN107604770A (en) * | 2017-09-13 | 2018-01-19 | 中铁二院工程集团有限责任公司 | Non-fragment orbit low embankment substrate swelled ground pile foundation reinforcement afterwale method for determination of amount |
| CN107587511A (en) * | 2017-10-17 | 2018-01-16 | 中冶集团武汉勘察研究院有限公司 | For preventing and administering the long-short pile ruggedized construction and reinforcement means of foundation ditch bottom heave |
Non-Patent Citations (5)
| Title |
|---|
| ZHAOYU WANG等: "Dynamic Finite Element Analysis of Micropile Foundation in Subgrade", 《GEOHUNAN INTERNATIONAL CONFERENCE 2009》 * |
| 中铁二院工程集团有限责任公司等: "铁路工程地基处理技术规程", 《万方标准》 * |
| 印长俊等: "湘潭市某深基坑复合土钉墙支护变形的有限元分析", 《湘潭大学自然科学学报》 * |
| 陈伟志: "低矮路堤荷载下膨胀土地基胀缩变形特性研究", 《中国博士学位论文全文数据库 (工程科技Ⅱ辑)》 * |
| 陈伟志等: "铁路路基下膨胀土长短微型桩抗隆起研究", 《HTTPS://KNS.CNKI.NET/KCMS/DETAIL/42.1397.O3.20181022.1106.001.HTML》 * |
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