CN105862703B - A kind of home position testing method and test device of karst area roadbed bearing capacity - Google Patents
A kind of home position testing method and test device of karst area roadbed bearing capacity Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
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Abstract
A kind of home position testing method and test device of karst area roadbed bearing capacity, home position testing method comprise the following steps：Step 1: calculate the maximal bending moment of the lower Upper Plate of Karst Cave of embankment load effect；Step 2: calculate equivalent impact load；Step 3: determining the basic parameter of impact load test, according to the method for Upper Plate of Karst Cave moment equivalence, the quality of jump bit is calculated；Step 4: carry out impact load test and judge whether bearing capacity is enough.Test device includes being capable of the mast of automatic lifting, the top of mast is provided with catead, pass through pulley connecting steel wire ropes on catead, hoisting system pulls jump bit by steel wire rope in the vertical direction, and the afterbody of jump bit is connected to manipulate the actuating unit that jump bit carries out karst area roadbed impact load test.The present invention carries out approximate test according to the principle of Upper Plate of Karst Cave moment equivalence, without carrying out the substantial amounts of testing of materials and parameter experiment.
Description
Technical field
The invention belongs to karst area roadbed bearing capacity testing field, and in particular to a kind of karst area roadbed carries energy
The home position testing method and test device of power, it is whether sufficient for prejudging the Upper Plate of Karst Cave bearing capacity under embankment load effect
It is enough.
Background technology
Karst Problem is always the big problem for perplexing engineering construction, has great influence to the stability of roadbed.At present
Karst stuay field both domestic and external, form a variety of methods in Karst Subgrade evaluation on bearing capacity and prediction.It is existing
Karst Subgrade evaluation on bearing capacity is broadly divided into qualitative forecasting, quantitative forecast, sxemiquantitative prediction and synthesis in advance with Forecasting Methodology
Survey.Qualitative forecasting is mainly done according to the influence factor of geological environment around Karst Subgrade to the Domain Stability of roadbed space enrironment
Go out the prediction of macroscopic view, including analysis by synthesis method and heuristic methods.Sxemiquantitative prediction is mainly according to steady in Karst Subgrade Subsidence
The rich experiences of accumulation, which are drawn, in terms of qualitative evaluation collapses judge experience index, and estimation of stability is carried out to Karst Subgrade Subsidence,
Conventional has fixed board thickness across than method and estimation Roof safety thickness method.Quantitative forecast is the point of collapse data being had according to oneself, amount
Change collapses the influence factor to be formed, and the method simply illustrate or count, establishes each influence factor and collapses the pass to be formed
It is model, so as to realize the purpose for collapsing evaluation, conventional has coefficient of stability method, Pu Shi pressure arch theories analytic approach, finite element
Analytic approach etc..
Though above-mentioned Forecasting Methodology has all played important function in the prediction and evaluation of Karst Subgrade stability, by dividing
That analyses above-mentioned Forecasting Methodology establishes process, it can be found that the above method also has the deficiency of following several respects：Qualitative evaluation and half
Though the space of Quantitative evaluation is more macroscopical, rougher, in view of Karst Subgrade Subsidence it is controlled factor it is a lot of, and constantly change,
Obscure boundary Chu, all it is some fuzzy concepts, to fuzzy information, can not goes to handle with accurate method；Quantitative evaluation
Space is more microcosmic, specific, but bigger to the specific quantitative criteria disunity of influence factor, enforcement difficulty in forecast model.
The content of the invention
It is an object of the invention to for it is above-mentioned in the prior art the defects of, there is provided a kind of karst area roadbed bearing capacity
Home position testing method and test device, it is simple to operate without carrying out the substantial amounts of testing of materials and parameter experiment, test result compared with
Accurately.
To achieve these goals, the home position testing method of roadbed bearing capacity in karst area of the present invention includes following step
Suddenly：
Step 1: calculate the maximal bending moment of the lower Upper Plate of Karst Cave of embankment load effect；
According to strength theory formula, maximal bending moment occurs, in the centre of Upper Plate of Karst Cave, to calculate according to following formula：
σ in formulazIt is embankment load in maximum additional stress, ρ caused by bedrock surfacekFor Upper Plate of Karst Cave density, hkFor solution cavity top
Plate thickness, ρsFor overlying soil density, hsFor overlying soil thickness, l is Upper Plate of Karst Cave span；
Step 2: calculate equivalent impact load；
The equivalent impact load of embankment load is calculated according to the method for Upper Plate of Karst Cave moment equivalence, it is assumed that in impact load
Under effect, Upper Plate of Karst Cave is broken in load position and around fulcrum, then is obtained using the equation of momentum and equations of moments of momentum
Bending moment distribution in Upper Plate of Karst Cave：
According to the equivalent bending moment under embankment load effect and Impact Load：
Obtained after abbreviation：
Above formula is the equivalent impact load for the embankment load being calculated according to the method for Upper Plate of Karst Cave moment equivalence；
Wherein
In formula：N=Z/B, Z are overlying soil thickness, and B is width of subgrade, ρrFor the density of subgrade soils, hrFor the height of roadbed
Degree, l are the span of Upper Plate of Karst Cave；
Step 3: determining the basic parameter of impact load test, according to the method for above-mentioned Upper Plate of Karst Cave moment equivalence, press
Formula calculates the quality of jump bit：
Step 4: carry out impact load test and judge whether bearing capacity is enough；
Upper Plate of Karst Cave is disclosed first, and impact load test is then carried out in Upper Plate of Karst Cave, the test according to impact load
As a result, karst area roadbed bearing capacity and corresponding punishment countermeasure are classified：
If the deflection of Upper Plate of Karst Cave is less than 1mm after test, show that bearing capacity is enough, without being punished；If test
The deflection of Upper Plate of Karst Cave is more than 1mm afterwards, shows bearing capacity deficiency, need to be punished.
Described overlying soil thickness Z measures hole depth to determine after being drilled by hidden hole drilling.
Described Upper Plate of Karst Cave span l is determined by high-density electric or transient electromagnetic method.
The span of solution cavity is determined by geological radar.
Punishment countermeasure is respectively accordingly in described step four：If overlying soil thickness Z=0m, takes continuous reinforcement
Concrete slab crosses over solution cavity；If overlying soil thickness 0m<Z<4m, then the mode of digging up and filling in is taken to handle solution cavity；If overburden soil
Thickness degree Z >=4m, then take the mode of slip casting to handle solution cavity.
The technical side that test device used in the home position testing method of roadbed bearing capacity in karst area of the present invention uses
Case is：
Mast including being capable of automatic lifting, the top of mast are provided with catead, and steel is connected by pulley on catead
Cord, hoisting system pull jump bit by steel wire rope in the vertical direction, and the afterbody of jump bit is connected to manipulate jump bit
The actuating unit of impact load test is carried out to karst area roadbed.
For described mast by Hydraulic Cylinder, mast is connected to adjust the jib lubbing mechanism of its position.
Described mast is arranged on and can moved freely on the pedrail of position.
Compared with prior art, the home position testing method of roadbed bearing capacity in karst area of the present invention is curved according to Upper Plate of Karst Cave
The equivalent principle of square, impacts to Upper Plate of Karst Cave, makes stressing conditions of its Approximate Equivalent under embankment load effect, and then in advance
Whether the Upper Plate of Karst Cave bearing capacity sentenced under embankment load effect is enough.The method of testing of the present invention need not carry out substantial amounts of material
Material experiment and parameter experiment, will not depend on parameter and ideal model unduly, also from the too discrete puzzlement of material parameter.
Compared with prior art, the in-situ testing device of roadbed bearing capacity in karst area of the present invention provides punching by mast
The height of drop of hammer, hoisting system pull jump bit, the afterbody connection power of jump bit by steel wire rope in the vertical direction
Mechanism, actuating unit can adjust the impulsive force size that jump bit carries out impact load test to karst area roadbed.The present invention
Test device is simple in construction, easy to operate, disclosure satisfy that the demand of karst area roadbed bearing capacity in-situ test.
Brief description of the drawings
Fig. 1 home position testing method equipment layout diagrams of the present invention；
The structural representation of Fig. 2 in-situ testing devices of the present invention；
In accompanying drawing：1- in-situ testing devices；2- overlying soils；3- Upper Plate of Karst Cave；4- solution cavities；5- masts；6- actuating units；
7- jib lubbing mechanisms；8- jump bits.
Embodiment
The present invention is described in further detail below in conjunction with the accompanying drawings.
Referring to Fig. 1, the home position testing method of roadbed bearing capacity in karst area of the present invention, comprise the following steps：
1) maximal bending moment of the lower Upper Plate of Karst Cave 3 of embankment load effect is calculated；
In contrast, simply supported beam is small compared with the bearing capacity of two-way slab, considers from secure context, and the present invention uses freely-supported beam model
Calculate.When the span of solution cavity 4 is larger, moment of flexure is generally main control condition, and according to strength theory formula, maximal bending moment occurs
In the centre of Upper Plate of Karst Cave 3, it is calculated as follows：
In formula：σzIt is embankment load in maximum additional stress caused by bedrock surface；ρkFor the density of Upper Plate of Karst Cave 3, hkTo be molten
The thickness of hole top plate 3；ρsFor the density of overlying soil 2, hsFor the thickness of overlying soil 2；L is the span of Upper Plate of Karst Cave 3.
Because Upper Plate of Karst Cave 3 also has certain thickness overlying soil 2 above, phase will be produced when embankment load passes to bedrock surface
The additional stress answered.Embankment load is in maximum additional stress σ caused by bedrock surfacezIt is calculated as follows：
In formula：σzIt is embankment load in vertical additional stress caused by bedrock surface；ρrFor subgrade soils density, hrFor roadbed height
Degree；N=Z/B, Z are the thickness of overlying soil 2, and B is width of subgrade；KzFor additional stress field coefficient.
Formula (2) is substituted into formula (1) to obtain：
2) equivalent impact load is calculated；
The equivalent impact load of embankment load is calculated according to the method for the moment equivalence of Upper Plate of Karst Cave 3.Assuming that in impact load
In the presence of, Upper Plate of Karst Cave 3 is broken in load position and around fulcrum, using the equation of momentum on vertical direction, has：
In formula：V is the speed in the center of Upper Plate of Karst Cave 3；F represents to act on the impact load in the center of Upper Plate of Karst Cave 3；QBRepresent
The support reaction of fulcrum, with downwards for just.
Due to solution cavity 4 can approximation be considered as symmetrical structure, the half for choosing Upper Plate of Karst Cave 3 is calculated, using on fulcrum
Equations of moments of momentum, have：
Can solve the central acceleration of Upper Plate of Karst Cave 3 by formula (5) is：
Formula (6) is substituted into formula (4), the support reaction that can obtain fulcrum is：
According to geometry motion feature, characteristic distributions of the acceleration along Upper Plate of Karst Cave 3 can be obtained：
Acceleration profile shown in formula (8) characterizes the distribution of the inertia force of Upper Plate of Karst Cave 3 under Impact Load, and can enter
One step releases the relation between acceleration and shearing：
Formula (9) is integrated, the shearing distribution in Upper Plate of Karst Cave 3 can be obtained：
By boundary condition：
Formula (11) is integrated, the Bending moment distribution in Upper Plate of Karst Cave 3 can be obtained：
Obtained by boundary condition M (l)=0：
The moment in the center of Upper Plate of Karst Cave 3 can be obtained by formula (13)：
Convolution (3) can obtain the equivalent bending moment respectively under embankment load effect and Impact Load with formula (14)：
Further abbreviation can obtain：
Formula (16) is the equivalent impact lotus for the embankment load being calculated according to the method for the moment equivalence of Upper Plate of Karst Cave 3
Carry.
3) basic parameter of impact load test
For carry out impact load test, the mass of jump bit 8 be it is unique it needs to be determined that parameter.According to above-mentioned Upper Plate of Karst Cave 3
The method of moment equivalence, the present invention calculate the mass of jump bit 8 by formula (17)：
Wherein：
In formula：N=Z/B, Z are the thickness of overlying soil 2, and B is width of subgrade, ρrFor subgrade soils density, hrFor roadbed height, l
For the span of Upper Plate of Karst Cave 3.
As shown in formula (17), it is only necessary to which a small amount of parameter is that can determine the quality of jump bit 8, and carries out impact load survey
Examination.These parameters mostly easily obtain, and make the test of roadbed bearing capacity be easier to realize.Wherein, using hidden hole drilling drilling simultaneously
Measure hole depth and can determine that the thickness Z of overlying soil 2, without carrying out numerous and diverse sampling and laboratory test work (sampling and interior
Experiment work is highly important work in conventional roadbed Bearing Capacity Evaluation and numerical analysis, but by data too from
Scattered puzzlement, this is major issue present in conventional roadbed Bearing Capacity Evaluation method)；Width of subgrade B, roadbed height hr,
Subgrade soils density prIt can be sought in design data；The span l of Upper Plate of Karst Cave 3 can pass through high-density electric or transient electromagnetic
Method determines that its span can also be determined using geological radar by burying shallower solution cavity 4.
4) carry out impact load test using test device and judge whether bearing capacity is enough
Drilled first with hidden hole drilling and disclose Upper Plate of Karst Cave 3, reused test device and impact lotus is carried out in Upper Plate of Karst Cave 3
Test is carried, according to the test result of impact load, karst area roadbed bearing capacity and corresponding punishment countermeasure are classified.
Wherein, if being tested through impact load, the deflection of Upper Plate of Karst Cave 3 is less than 1mm, shows that bearing capacity is enough, without entering
Row punishment.If being tested through impact load, the deflection of Upper Plate of Karst Cave 3 is more than 1mm, shows bearing capacity deficiency, need to be according to actual bar
Part is punished：
A classes：Overlying soil thickness Z=0m, continuous reinforced concrete pavement can be taken to cross over solution cavity 4；
B classes：Overlying soil thickness 0m<Z<4m, the mode of digging up and filling in can be taken to handle solution cavity 4；
C classes：Overlying soil thickness Z >=4m, the mode of slip casting can be taken to handle solution cavity 4.
Wherein, the test device of karst area roadbed bearing capacity, including it is capable of the foldable mast 5 of automatic lifting,
By Hydraulic Cylinder and the adjusting position of jib lubbing mechanism 7 can be passed through during working condition.The top of mast 5 is provided with catead, surveys
Trial assembly puts 1 and operates steel wire rope by its hoisting system, and steel wire rope is arranged to by the pulley on catead and in the vertical direction
Jump bit 8 is pulled, passes through actuating unit 6 during work and manipulates jump bit 8 and carry out impact load test.
Referring to Fig. 2, test device used in the home position testing method of roadbed bearing capacity in karst area of the present invention, including
It is capable of the folding mast 5 of automatic lifting, mast 5 is arranged on and can moved freely on the pedrail of position, and mast 5 passes through
Hydraulic Cylinder, and it is connected to adjust the jib lubbing mechanism 7 of its position.The top of mast 5 is provided with catead, on catead
By pulley connecting steel wire ropes, hoisting system pulls jump bit 8 by steel wire rope in the vertical direction, and the afterbody of jump bit 8 connects
Connect the actuating unit 6 for carrying out impact load test to karst area roadbed for manipulating jump bit 8.
Specific implementation of the above content combination accompanying drawing to the present invention elaborates, but the present invention is not limited to above-mentioned reality
Example is applied, in those of ordinary skill in the art's possessed knowledge, is made on the premise of present inventive concept is not departed from
Various change, all should belong within the covering scope of patent of the present invention.
Claims (8)
1. a kind of home position testing method of karst area roadbed bearing capacity, it is characterised in that comprise the following steps：
Step 1: calculate the maximal bending moment of the lower Upper Plate of Karst Cave (3) of embankment load effect；
According to strength theory formula, maximal bending moment occurs, in the centre of Upper Plate of Karst Cave (3), to calculate according to following formula：
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Plate (3) thickness, ρsFor overlying soil (2) density, hsFor overlying soil (2) thickness, l is Upper Plate of Karst Cave (3) span；
Step 2: calculate equivalent impact load；
The equivalent impact load of embankment load is calculated according to the method for Upper Plate of Karst Cave (3) moment equivalence, it is assumed that in impact load
Under effect, Upper Plate of Karst Cave (3) is broken in load position and around fulcrum, then is obtained using the equation of momentum and equations of moments of momentum
To the Bending moment distribution in Upper Plate of Karst Cave (3)：
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According to the equivalent bending moment under embankment load effect and Impact Load：
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Above formula is the equivalent impact load for the embankment load being calculated according to the method for Upper Plate of Karst Cave (3) moment equivalence；
Wherein
In formula：N=Z/B, Z are overlying soil (2) thickness, and B is width of subgrade, ρrFor the density of subgrade soils, hrFor the height of roadbed
Degree, l are the span of Upper Plate of Karst Cave (3)；
Step 3: determining the basic parameter of impact load test, according to the method for above-mentioned Upper Plate of Karst Cave (3) moment equivalence, press
Formula calculates the quality of jump bit (8)：
Step 4: carry out impact load test and judge whether bearing capacity is enough；
Upper Plate of Karst Cave (3) is disclosed first, and impact load test is then carried out in Upper Plate of Karst Cave (3), the survey according to impact load
Test result, karst area roadbed bearing capacity and corresponding punishment countermeasure are classified：
If the deflection of Upper Plate of Karst Cave (3) is less than 1mm after test, show that bearing capacity is enough, without being punished；If after test
The deflection of Upper Plate of Karst Cave (3) is more than 1mm, shows bearing capacity deficiency, need to be punished.
2. the home position testing method of roadbed bearing capacity in karst area according to claim 1, it is characterised in that：Described
Overlying soil (2) thickness Z measures hole depth to determine after being drilled by hidden hole drilling.
3. the home position testing method of roadbed bearing capacity in karst area according to claim 1, it is characterised in that：Described
Upper Plate of Karst Cave (3) span l is determined by high-density electric or transient electromagnetic method.
4. the home position testing method of roadbed bearing capacity in karst area according to claim 1, it is characterised in that：Solution cavity
(4) span is determined by geological radar.
5. the home position testing method of roadbed bearing capacity in karst area according to claim 1, it is characterised in that described
Punishment countermeasure is respectively accordingly in step 4：If overlying soil (2) thickness Z=0m, take continuous reinforced concrete pavement across
More solution cavity (4)；Overlying soil if (2) thickness 0m<Z<4m, then the mode of digging up and filling in is taken to handle solution cavity (4)；If overlying soil
Thickness Z >=4m, then the mode of slip casting is taken to handle solution cavity (4).
6. a kind of test device used in the home position testing method of karst area roadbed bearing capacity as claimed in claim 1,
It is characterized in that：Mast (5) including being capable of automatic lifting, the top of mast (5) are provided with catead, pass through cunning on catead
Connecting steel wire ropes are taken turns, hoisting system pulls jump bit (8), the afterbody connection of jump bit (8) by steel wire rope in the vertical direction
The actuating unit (6) of impact load test is carried out to karst area roadbed for manipulating jump bit (8).
7. test device according to claim 6, it is characterised in that：Described mast (5) passes through Hydraulic Cylinder, mast
(5) it is connected to adjust the jib lubbing mechanism (7) of its position.
8. the test device according to claim 6 or 7, it is characterised in that：Described mast (5) is arranged on and can freely moved
On the pedrail of dynamic position.
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| CN109518555B (en) * | 2018-11-30 | 2021-03-09 | 陕西国防工业职业技术学院 | Crossing method for continuous reinforced concrete slabs in karst area |
| CN111058496B (en) * | 2020-01-13 | 2021-07-13 | 湖北省交通规划设计院股份有限公司 | Method for detecting bearing capacity of karst roadbed roof by prestressing |
| CN111980002A (en) * | 2020-08-19 | 2020-11-24 | 安徽伟基基础工程有限公司 | Drill rod detection device for foundation construction |
| CN112528490B (en) * | 2020-12-08 | 2023-02-28 | 中国有色金属工业昆明勘察设计研究院有限公司 | Method for calculating limit load of independent foundation in karst foundation |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2428108A1 (en) * | 1978-06-07 | 1980-01-04 | Heves Megyei Tanacsi | Static plate bearing test for built-up soils - uses cast in situ concrete shaft anchoring jack which acts on plate on open floor at base |
| CN103334418A (en) * | 2013-07-12 | 2013-10-02 | 杨光华 | Novel method for determining foundation bearing force |
| CN104018513A (en) * | 2014-06-03 | 2014-09-03 | 中国矿业大学 | Method for calculating flexural deflection and cross section bending moment of protective plate foundation in coal mining subsidence area |
| CN105133563A (en) * | 2015-08-25 | 2015-12-09 | 盐城工学院 | In-situ test method and device for rapidly determining shear strength of deep soil |
-
2016
- 2016-03-29 CN CN201610187876.0A patent/CN105862703B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2428108A1 (en) * | 1978-06-07 | 1980-01-04 | Heves Megyei Tanacsi | Static plate bearing test for built-up soils - uses cast in situ concrete shaft anchoring jack which acts on plate on open floor at base |
| CN103334418A (en) * | 2013-07-12 | 2013-10-02 | 杨光华 | Novel method for determining foundation bearing force |
| CN104018513A (en) * | 2014-06-03 | 2014-09-03 | 中国矿业大学 | Method for calculating flexural deflection and cross section bending moment of protective plate foundation in coal mining subsidence area |
| CN105133563A (en) * | 2015-08-25 | 2015-12-09 | 盐城工学院 | In-situ test method and device for rapidly determining shear strength of deep soil |
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