CN101059408A - Bridge super long large diameter pile foundation bearing capacity test method - Google Patents

Bridge super long large diameter pile foundation bearing capacity test method Download PDF

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CN101059408A
CN101059408A CN 200710055630 CN200710055630A CN101059408A CN 101059408 A CN101059408 A CN 101059408A CN 200710055630 CN200710055630 CN 200710055630 CN 200710055630 A CN200710055630 A CN 200710055630A CN 101059408 A CN101059408 A CN 101059408A
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pile
test
bearing capacity
sample
stress
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孙福申
佴磊
李舰航
冷曦晨
陈波
王心毅
辛建营
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JILIN INST OF COMMUNICATION SCIENCES
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Abstract

The invention discloses a bearing force test method of bridge ultra-long large-diameter pile, which is a middle shearing test based on Mohr-Clone strength theory to find the pile side friction force, is based on three value methods of normal stresses between pile soils, considers the effect of yield strength of around soils, and calculates out three pile limit bearing forces according to the side stress caused by self weight, normal stress generated by finite element digit calculation, and normal stress generated by coupling weight and finite element. The inventive test has simple operation, without large loading device and limited loading weight, while the invention can drill and sample on site, process indoor test, completely simulate real project geological character of pile ground, and completely consider similarity as similar simulation of real condition, the material, size, and bearing state of test sample, pile and around soil, with low cost, reliable data, or the like.

Description

Bridge super long large diameter pile foundation bearing capacity test method
Technical field
The present invention discloses a kind of bridge super long large diameter pile foundation bearing capacity test method, belongs to bridge general structure construction technique field.
Background technology
Field static test for the bridge stake is to generally acknowledge single pile vertical resistance pressure, resistance to plucking and the level method the most reliably to bearing capacity that obtains in the world.The single pile vertical resistance pressure static test adopts the test method that approaches the vertical pressure resisting pile actual operating conditions exactly.Load action pushes up in stake, the stake top produces displacement (sedimentation), can obtain single test pile Q-S curve, also can obtain following top sedimentation of every grade of load curve over time, when burying measuring element underground in the pile body, can also directly record a limit frictional resistance of each soil layer of side and end load.Its problem that mainly exists is: the load that accumulation load method must solve the hundreds of ton even go up kiloton is stacked problem, and the ultimate bearing capacity of single pile of testing with this method is 30000KN the most greatly; The anchoring pile method must be provided with many anchoring piles and counter-force crossbeam, and required expense costliness, time are longer, also have certain danger, with the ultimate bearing capacity of single pile of this method test 34000KN the most greatly.
Summary of the invention
The present invention discloses a kind of bridge super long large diameter pile foundation bearing capacity test method, shortcomings such as overcome existing accumulation load method, anchoring pile method test specification is limited or testing expense is big, the time is long.
Technical solution of the present invention is as follows: experimental analogic method is the medium-sized shear test that theoretical foundation proposes to determine pile side friction with the More-enclosed pasture criterion of strength of classics, taken all factors into consideration ground environment in the design process of this test, pile-formation process, the influence of every factors such as actual formation pressure, adopt the lateral stress of the stratum gravity pressure generation of each layer midpoint respectively, the common Pyatyi pressure loading that lateral stress that stake produces under the ultimate load effect and interpolation are tried to achieve, measure shear stress and the horizontal shift of Different Strata lithology under 5 grades of load actions respectively, make shear stress-cut displacement curve figure, and then determine c between Different Strata and the pile concrete shearing friction according to shear stress-normal stress figure, φ (C is the surrender cohesive strength of soil, and Φ is the angle of internal friction of soil) value size.According to More-Coulomb criterion τ=σ tan φ+c, try to achieve the side friction [τ] between Different Strata and the pile body.Determine that bearing capacity of pile tip is the load-carrying properties on modeling stake end stratum with the triaxial compression test, sample is made the standard cylinder of diameter 5cm height 10cm, confined pressure with the certain multiple reduction acts on respectively on a plurality of samples, three compressive strength according to side direction confined pressure and sample are drawn Mohr's circle of stress, obtain the mole strength envelope curve, thereby, on this envelope curve, try to achieve its three compressive strength according to the suffered lateral stress in actual stake end stratum, can obtain ultimate bearing capacity of pile tip.Shape effect and similar problems such as size effect in processes such as manufacturing of test design, model, have been taken into full account.Comprise the similarity of testing with engineering piles environment of living in, determine three aspects such as triaxial test analog simulation of medium-sized shear test analog simulation and definite bearing capacity of pile tip of pile side friction.For example consider the influence of mud in the formation of pile, and material, how much, the similarity relation of stress etc.
In the research of determining pile ultimate bearing capacity, three kinds of obtaining value methods based on the normal stress of stake soil interphase interaction, considered the influence of all rock soil mass yield strengths of stake simultaneously, the normal stress of normal stress, deadweight and the Coupled with Finite Element generation of the lateral stress that causes with deadweight, finite element numerical calculating generation calculates three kinds of pile ultimate bearing capacities respectively, and through determining the accuracy of ultimate bearing capacity of single pile, determine to provide a kind of new method for bearing capacity of pile foundation with the comparative study simulation test of field measurement.
The present invention compared with prior art has the following advantages: the proposition of this new method of experimental analogic method is the innovation of bearing capacity of pile foundation research field, this theoretical method basis is sturdy, test method is simple, do not need big loading equipemtn, and it is unrestricted to load tonnage, by on-the-spot drill hole sampling, carry out shop experiment, the actual engineering Geological Characteristics of comprehensive simulated pile foundation has been considered the similarity problem comprehensively, comprises the analog simulation with actual engineering-environment, the material on test style and stake and all stratum of stake, physical dimension, the simulation of aspects such as stress, expense is lower, economical rationality, and outcome data is reliable.
Description of drawings
Fig. 1 transforms synoptic diagram mutually for simulation test of the present invention and stake actual loading.
Embodiment
Embodiment 1 Longhua bridge test pile project is specific as follows with the embodiment of k43+745 pile foundation test:
Physics, mechanical property test
One, the mensuration of unit weight
(1) mensuration of native unit weight
The unit weight of soil is meant the weight of the unit volume of soil, and core cutter method is adopted in this experiment.Be calculated as follows unit weight:
The soil sample numbering Sampling depth (m) Lithology Cutting ring number Cutting ring+sand heavy (g) Cutting ring heavy (g) Unit weight (g/cm 3) Soil layer average volume density (g/cm 3)
γ = w v
In the formula: γ is a unit weight (gram per centimeter 3); W is wet soil heavy (gram); V be the cutting ring volume (centimetre 3).
Calculating is accurate to 0.01 gram per centimeter 3Replicate determination is carried out in this test, gets the mean value of the two.Experimental record data and the results are shown in Table 2-1-1:
Table 2-1-1 Quaternary system sand unit weight test card
16-1 2.00-3.00 Fine sand A19 265.2 53.9 2.113 2.068
16-2 3.00-4.00 30 255.1 52.8 2.023
16-3 4.00-5.00 Medium sand 73 254.9 57.2 1.977 1.952
16-5 6.00-7.00 A14 246.5 53.9 1.926
16-8 9.00-10.00 Coarse sand 65 281.4 59.2 2.222 2.142
16-10 11.00-12.00 A27 260.0 53.9 2.061
16-15 16.00-17.00 Gravelly sand A21 269.3 53.8 2.155 2.095
16-17 18.00-19.00 A13 256.2 52.8 2.034
16-35 36.00-36.20 Clay B31 168.25 47.012 1.883 1.912
B8 172.70 47.016 1.952
B49 169.50 47.081 1.901
16-37 37.50-37.70 A42 170.95 47.316 1.920 1.905
41 170 49.070 1.878
A5 170.7 47.285 1.916
Remarks The volume of testing used cutting ring is 100cm 3
Two, Tu sizing assay test
(1) the granulometric composition analysis of sand
The granulometric composition of measuring sand adopts sieve method, and the sieve diameter of test usefulness is respectively 2mm, 0.5mm, 0.25mm, 0.1mm.Because soil sample the largest particles diameter less than 10mm, is got 100～200g sand sample and is sieved.The soil property amount on each screen tray is stayed in weighing, accurately to 0.1g.
By this Sieve Analysis Test, the disturbance sand sample of being got is named.
Sample number Sampling depth (m) Weight (g) The weight (g) of sand between each particle diameter (mm) Name
＞2 2～0.5 0.5～0.25 0.25～0.1 ＜0.1 ＜0.074
16-1 2.00-3.00 200.00 9.54 12.79 131.19 42.70 2.55 1.03 Fine sand
16-2 3.00-4.00 200.00 2.71 15.96 147.49 31.33 1.57 0.60 Fine sand
17-2 3.00-4.00 200.00 1.08 13.84 123.33 58.22 2.12 1.07 Fine sand
16-3 4.00-5.00 200.00 8.40 49.65 112.73 26.73 1.43 0.73 Medium sand
16-4 5.00-6.00 200.00 3.91 31.45 115.48 44.69 2.73 1.47 Medium sand
17-3 4.00-5.00 200.00 6.38 33.05 134.10 23.37 1.89 0.67 Medium sand
17-4 5.00-6.00 200.00 16.71 51.58 120.56 9.96 0.72 0.34 Medium sand
16-7 8.00-9.00 200.00 172.30 19.76 6.57 1.24 0.07 0.14 Medium sand
16-8 9.00-10.00 200.00 121.25 53.63 20.38 3.46 0.37 0.70 Medium sand
17-7 8.00-9.00 200.00 113.47 58.70 18.28 5.71 1.95 1.75 Medium sand
17-9 10.00-11.00 200.00 127.90 54.11 12.48 3.7 0.84 0.96 Coarse sand
17-10 11.00-12.00 200.65 15.76 61.93 82.77 23.44 3.91 12.84 Coarse sand
17-15 16.00-17.00 306.73 0.00 3.55 29.22 171.30 46.71 55.95 Coarse sand
Three, the mensuration of water cut
The water cut ω (also water percentage) of soil be the moisture quality that lost when under 100～150 ℃, drying by the fire constant weight and reach constant weight after the ratio of dry ground quality, represent with percentage.Water cut is calculated as follows, and is accurate to (0.1%).
ω 0＝(m 0/m d-1)*100
ω in the formula 0---water cut (%), m 0---natural earth quality g), m d--this has made 13 groups of samples altogether-dry ground quality (g), is respectively fine sand, clay and coarse sand.Test figure and the results are shown in Table 2-1-6: by table 2-1-4 as seen, the clay water cut is higher, and mean value is 29.38%, and the coarse sand water cut is lower than fine sand.
Table 2-1-4 sand water content test outcome table
Specimen coding Sampling depth (m) The soil sample title Sample box quality (g) Wet soil+box heavy (g) Dry ground+box heavy (g) Water cut (%) Average moisture content (%)
16-1 2.00-3.00 Fine sand 21.7 65.6 56.7 25.43 20.45
22.0 63.3 55.6 22.92
16-2 3.00-4.00 22.4 50.1 46.1 16.88
22.0 57.9 52.8 16.56
16-3 4.00-5.00 Medium sand 21.8 41.7 42.7 21.05 18.91
22 55.8 50.1 20.28
16-5 6.00-7.00 21.7 56.0 50.8 17.87
21.8 58.7 53.5 16.40
16-8 9.00-10.00 Coarse sand 22.0 49.5 46.3 13.17 13.20
21.7 52.5 49.1 12.41
16-10 11.00-12.00 22.5 49.0 45.2 16.74
21.4 53.0 49.5 12.46
16-15 16.00-17.00 Gravel 21.6 66.0 61.0 12.70 11.43
21.6 64.0 59.3 12.47
16-17 18.00-19.00 21.7 59.0 55.5 10.35
22.0 46.9 44.6 10.18
16-35 36.00-36.20 Clay 21.65 53.37 46.29 28.74 29.38
21.79 54.80 47.08 30.53
16-37 37.50-37.70 22.58 53.40 46.55 28.59
22.70 52.48 45.67 29.49
Four, mould, the mensuration of liquid limit
(1) liquid limit
Test adopts the bevel-type liquid limit apparatus to survey liquid limit, and adopting weight is 76 grams, and cone angle is the circular cone instrument of 30 degree.Get each about 60 gram of saturated clay sample, in the test glass of packing into after carefully stirring evenly, add and the circular cone instrument is put into back about 15 seconds gently after full, when the water cut of cone embedded depth during just for 10mm is liquid limit.2 samples have been made altogether.Its test result is shown in table 2-1-5.
Table 2-1-5 clay liquid limit test is table as a result
The soil sample numbering Lithology Sampling depth (m) Wet soil+box heavy (g) Dry ground+box heavy (g) Box heavy (g) Liquid limit water cut (%) Mean value
16-35 Clay 36.00-36.20 79.79 64.35 21.91 36.39 37.22
16-37 Clay 37.50-37.70 80.12 64.23 22.46 38.04
And soil specimen moisture content when producing the long native bar for 1cm in crack, being the plastic limit water cut, the same method of oven dry that adopts is measured.Test findings is shown in table 2-1-6.
The plastic limit test of table 2-1-6 clay is table as a result
The soil sample numbering Lithology Sampling depth (m) Wet soil+box heavy (g) Dry ground+box heavy (g) Box heavy (g) Plastic limit water cut (%) Mean value
16-35 Clay 36.00-36.20 27.28 26.22 21.96 24.87 26.49
16-37 Clay 37.50-37.70 30.56 28.66 21.87 28.10
Five, compression concretion test
The purpose of this test is the curved line relation of its compressive stress and compress variation when determining the Quaternary system pressurized, thereby similar to the stress～strain curve of rock, in order to definite its yield characteristics value.
Table 2-1-7 Quaternary system clay and the fixed compression test outcome table of sand sample
The soil sample numbering Lithology Soil particle density ρ (g/cm 3) Water cut ω (%) Natural density ρ (g/cm 3) Initial void ratio e Compressibility coefficient a 1-2 (Mpa -1) Modulus in compression E (Mpa)
16-1 Fine sand 2.67 24.18 2.113 0.57 0.190 8.26
16-2 2.67 16.72 2.023 0.54 0.110 13.97
16-3 Medium sand 2.66 20.67 1.977 0.62 0.223 7.28
16-5 2.66 17.14 1.926 0.62 0.090 17.94
16-8 2.66 12.79 2.222 0.35 0.074 18.32
16-10 Coarse sand 2.66 14.60 2.061 0.48 0.048 30.93
16-15 2.65 12.59 2.155 0.38 0.039 35.35
16-17 2.65 10.27 2.034 0.44 0.196 7.36
16-35 2.68 29.63 1.912 0.817 0.290 6.27
The physical-mechanical properties of rock test
One, the mensuration of rock unit weight
Measuring the method that the density of rock uses is: rock sample is processed into cylindric, diameter is at 5.5～6.8 centimetres, and height is calculated the volume of rock sample at 11.0～15.0 centimetres.Take by weighing its weight with electronic balance, with the density of weight divided by the rock of volume.7 groups of 17 samples have been made in experiment altogether, and its experimental data and experiment achievement see Table 2-2-1:
Table 2-2-1 rock unit weight test result table
Numbering Sampling depth (m) Lithology Diameter (cm) Highly (cm) Quality (g) Unit weight (g/cm 3) Mean value (g/cm 3)
Measured value Mean value Measured value Mean value
16-48 47.6- 48.0 The completely decomposed mud stone 5.2 5.4 5.3 5.3 10.1 10.2 10.1 10.1 445.2 2.00 2.11
16-49 48.0- 49.0 4.5 4.8 4.6 4.6 10.1 10.1 10.1 10.1 370.5 2.21
16-53- 1 51.5- 52.0 Severely-weathered mud stone 6.0 5.8 6.1 6.0 13.4 13.4 13.3 13.3 7 707.8 1.87 1.88
16-53- 2 51.5- 52.0 5.9 5.8 5.8 5.83 9.4 9.4 9.3 9.37 469.0 1.88
16-54- 1 52.0- 53.0 6.3 6.0 6.3 6.2 11.8 11.9 11.9 11.8 3 691.4 1.88
16-61 59.0- 60.0 Middle weathering mud stone 6.2 6.3 6.5 6.33 11.5 11.6 11.3 11.4 7 678.7 1.88 2.10
16-62- 1 60.0- 61.0 5.3 5.2 5.4 5.3 10.4 10.5 10.5 10.4 533.4 2.32
Two, the mensuration of the single shaft compression test of rock and bullet mould Poisson ratio
(1) uniaxial compressive strength test
When the sample of no lateral confinement fail in compression occurred under the axle pressure effect, the load that is born on the unit area was called the compressive strength of rock.Speed loading with per second 0.5-1.0Mpa destroys up to sample.Rock uniaxiality strength is:
R＝P/A
R----compressive strength of rock (Mpa) in the formula
P----maximal destruction load (KN)
A----is perpendicular to the sample area (cm of loading direction 2)
Table 2-2-2 rock uniaxiality strength test figure outcome table
Numbering Sampling depth (m) Lithology Diameter (cm) Highly (cm) Failing load (KN) Test specimen area (cm 2) Compressive strength (Mpa)
Measured value Mean value Measured value Mean value
16-48 47.6-48.0 The completely decomposed mud stone 5.2 5.4 5.3 5.3 10.1 10.2 10.1 10.1 1.45 22.06 0.66
16-49 48.0-49.0 4.5 4.8 4.6 4.6 10.1 10.1 10.1 10.1 1.38 16.62 0.83
16-53 -2 51.5-52.0 Severely-weathered mud stone 5.9 5.8 5.8 5.83 9.4 9.4 9.3 9.37 0.88 26.69 0.33
16-54 -1 52.0-53.0 6.3 6.0 6.3 6.2 11.8 11.9 11.9 11.83 1.95 31.17 0.63
16-61 59.0-60.0 Middle weathering mud stone 6.2 6.3 6.5 6.33 11.5 11.6 11.3 11.47 2.05 31.47 0.65
16-62 -1 60.0-61.0 5.3 5.2 5.4 5.3 10.4 10.5 10.5 10.4 6.10 22.06 2.77
(2) deformation test
The rock deformation test is sample axial and transversely deforming, computing rock bullet mould and a Poisson ratio in view of the above of measuring no lateral confinement.Obtain E and μ value according to stress-strain diagram. each surveys test axially and transversely deforming with two dial gauges, and the precision of dial gauge is 0.01mm.
By the stress-strain diagram of making, can obtain elastic modulus E and Poisson ratio μ value and yield strength value such as following table:
Table 2-2-3 rock deformation test parameters complete list
Lithology Sample number Play mould E Mpa Poisson ratio μ Yield strength σ Mpa The average mould Mpa that plays Average Poisson ratio Average yield strength Mpa
The completely decomposed mud stone 16-48 27.97 0.34 0.40 25.99 0.345 0.41
16-49 24.01 0.35 0.42
Severely-weathered mud stone 16-53-2 10.79 0.33 0.51 10.31 0.335 0.48
16-54-1 9.82 0.34 0.45
Middle weathering mud stone 16-61 13.9 0.33 0.67 14.62 0.33 0.60
16-62-1 15.34 0.33 0.53
2599t/m -, μ is 0.345; Weathering mud stone elastic modulus is 1462t/m in the stake end -, μ is 0.33.Average yield strength σ y is at 41.0-60.0t/m 2Between.
Three, the rock three axial compressions strength test of contracting
Referring to Fig. 1, sample is in the side direction constant voltage, and causes destroying under axially loading continuously, is called the triaxial compression test of side direction equipressure.Sample all is standard cylinders of diameter 5cm, height 10cm, after wall pressure reaches designated value, makes it to keep stable during test, continues to apply xial feed then and destroys up to sample.
This test under the lateral pressure that rock soil mass deadweight in stake end place produces, is made triaxial test with mud stone.With the lateral stress is the confined pressure value of triaxial test, tests.Test result is shown in table 2-2-4.Provide bearing capacity of pile tip according to three compression strength values.
Table 2-2-4 rock triaxial compression test outcome table
Sample number Lithology Reservoir pressure (Kpa) Poisson ratio Need add confined pressure (Kpa) Compressive strength Remarks
KN Mpa
16-68 Middle weathering mud stone 1263.0 0.33 622.1 5.17 2.63 Rock sample is better
16-70-1 1263.0 0.33 622.1 5.18 2.64 Rock sample is good
16-71-1 1263.0 0.33 622.1 4.34 2.21 Rock sample is medium
16-70-2 1263.0 0.33 622.1 4.13 2.10 Rock sample is relatively poor
16-71-2 1263.0 0.33 622.1 5.21 2.65 Rock sample is good
16-69 1263.0 0.33 622.1 4.98 2.54 Rock sample is better
Compressive strength mean value 2.46Mpa (be 246.0t/m 2)
Annotate: rock sample is of a size of the cylindric sample of 5cm * 10cm
Bearing capacity of pile tip is: 246.0 * 3.14=772.0t
Medium-sized shearing friction test and bearing capacity value are analyzed
By indoor shearing friction test, simulate the interaction between stake and the stratum, thereby draw the friction resistance between stake and the stratum.By the analysis to test pile position formation lithology, the actual engineering geology environment of simulation stake draws the actual friction resistance on pile concrete and stratum.For trying to achieve friction resistance size between stratum and the pile body, consider the formation lithology of stake in the process of the test, obtain actual formation rock soil sample, simulation pore-forming technique by boring and adopt the actual proportioning of engineering to determine influence on pile bearing capacity (be in the pile process mud off to influence on pile bearing capacity), concrete test block.
Carry out the analysis of pile bearing capacity value according to indoor medium-sized shearing friction test and finite element numerical simulation.The principle of value is mainly based on Mohr-Coulomb strength criterion τ=σ tan φ+c, and c, φ are as each soil layer specific attribute parameter, and its value is constant, is determined by test.Thereby the parameter of side friction size is σ between decision stake and the stratum, and the size of different normal stress σ values is determined different [τ], thereby determines friction resistance value [τ] size between stake and the Different Strata.Analyze in the sampling process carrying out pile bearing capacity, mainly considered following several situations: pile bearing capacity value analysis (for ease of comparing) when disregarding the above 3m soil layer of cushion cap with on-the-spot load test hole; Pile bearing capacity value analysis when disregarding the above 14m soil layer of erosion line. this bearing capacity value research is example with the K43+745 stake, calculates the pile bearing capacity value under the different condition.
K43+745 pile bearing capacity value table when above (disregard cushion cap 3m)
Pile No. Pile side friction value (t) Bearing capacity of pile tip (t) Total bearing capacity (t)
The K43+745 stake 4190.83 772.0 4962.83
K43+745 pile bearing capacity value table (disregarding the above 14m of erosion line)
Pile No. The total side friction (t) of stake Bearing capacity of pile tip (t) Total bearing capacity (t)
The K43+745 stake 3459.22 772.0 4231.22

Claims (1)

1, a kind of bridge super long large diameter pile foundation bearing capacity test method, experimental analogic method is the medium-sized shear test that theoretical foundation proposes to determine pile side friction with the More-enclosed pasture criterion of strength of classics, taken all factors into consideration ground environment in the design process of this test, pile-formation process, the influence of every factors such as actual formation pressure, adopt the lateral stress of the stratum gravity pressure generation of each layer midpoint respectively, the common Pyatyi pressure loading that lateral stress that stake produces under the ultimate load effect and interpolation are tried to achieve, measure shear stress and the horizontal shift of Different Strata lithology under 5 grades of load actions respectively, make shear stress-cut displacement curve figure, and then determine c between Different Strata and the pile concrete shearing friction according to shear stress-normal stress figure, φ value size;
According to More-Coulomb criterion τ=σ tan φ+c, try to achieve the side friction [τ] between Different Strata and the pile body, determine that bearing capacity of pile tip is the load-carrying properties on modeling stake end stratum with the triaxial compression test, sample is made the standard cylinder of diameter 5cm height 10cm, confined pressure with the certain multiple reduction acts on respectively on a plurality of samples, three compressive strength according to side direction confined pressure and sample are drawn Mohr's circle of stress, obtain the mole strength envelope curve, thereby, on this envelope curve, try to achieve its three compressive strength according to the suffered lateral stress in actual stake end stratum, can obtain ultimate bearing capacity of pile tip.
CN 200710055630 2007-05-15 2007-05-15 Bridge super long large diameter pile foundation bearing capacity test method Pending CN101059408A (en)

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CN101638902B (en) * 2009-08-20 2011-12-14 高飞 Method for measuring pile shaft internal force and cross section displacement in vertical dead-load test of foundation pile
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101638902B (en) * 2009-08-20 2011-12-14 高飞 Method for measuring pile shaft internal force and cross section displacement in vertical dead-load test of foundation pile
CN103266634A (en) * 2013-01-09 2013-08-28 交通运输部公路科学研究所 Determination method of bearing capacity of overlong bored pile
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CN103195112B (en) * 2013-04-18 2014-10-08 四川建筑职业技术学院 Foundation pile foundation model analyzing method and test device for same
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CN108489800B (en) * 2018-03-06 2020-06-09 安徽理工大学 Pressure applying assembly and experimental device for testing elastic after-effect of rock
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