CN109447366A - A kind of prediction technique for the Seed harvest compression strength that the loose crushed stone soil layer of floral tube grouting and reinforcing is formed - Google Patents
A kind of prediction technique for the Seed harvest compression strength that the loose crushed stone soil layer of floral tube grouting and reinforcing is formed Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 76
- 238000000034 method Methods 0.000 title claims abstract description 36
- 239000004575 stone Substances 0.000 title claims abstract description 36
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 26
- 230000006835 compression Effects 0.000 title abstract 5
- 238000007906 compression Methods 0.000 title abstract 5
- 238000003306 harvesting Methods 0.000 title abstract 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 42
- 239000012530 fluid Substances 0.000 claims abstract description 32
- 230000005484 gravity Effects 0.000 claims abstract description 21
- 239000004568 cement Substances 0.000 claims description 16
- 239000000463 material Substances 0.000 claims description 10
- 239000012153 distilled water Substances 0.000 claims description 5
- 239000004576 sand Substances 0.000 claims description 5
- 238000007569 slipcasting Methods 0.000 abstract description 6
- 239000002002 slurry Substances 0.000 abstract description 5
- 239000011435 rock Substances 0.000 abstract description 4
- 238000002347 injection Methods 0.000 abstract description 2
- 239000007924 injection Substances 0.000 abstract description 2
- 238000005259 measurement Methods 0.000 abstract 1
- 238000012360 testing method Methods 0.000 description 14
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 6
- 238000010276 construction Methods 0.000 description 5
- 239000007788 liquid Substances 0.000 description 5
- 239000003638 chemical reducing agent Substances 0.000 description 4
- 238000003973 irrigation Methods 0.000 description 4
- 230000002262 irrigation Effects 0.000 description 4
- 239000002245 particle Substances 0.000 description 4
- 239000007789 gas Substances 0.000 description 3
- 229910052757 nitrogen Inorganic materials 0.000 description 3
- 238000003860 storage Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000001035 drying Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910001873 dinitrogen Inorganic materials 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000005493 welding type Methods 0.000 description 1
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Abstract
The invention discloses the prediction techniques for the Seed harvest compression strength that a kind of loose crushed stone soil layer of floral tube grouting and reinforcing is formed, and belong to rock engineering technical field.Density p, water content ω and the specific gravity G for the loose crushed stone soil layer that the present invention need to be reinforced by measurementS, and calculate the porosity φ of loose crushed stone soil layer；According to the density p of loose crushed stone soil layer, water content ω, specific gravity GSGrouting tube is selected with porosity φ, the pitch-row between the injected hole of selected grouting tube side is measured, calculates average pitch-row l；According to designed grouting pressure p, slip casting fluid ratio of mud w, slip casting time t and slip casting Seed harvest compression strength formula Fcu=17.462p0.143w‑0.685l‑0.141t0.036n0.442Calculate the Seed harvest compression strength F that the loose crushed stone soil layer of floral tube grouting and reinforcing is formedcu.The method of the present invention technically reliable, it is simple and easy, it can be used as the theoretical foundation for reinforcing Seed harvest compression strength design and prediction that loose crushed stone soil layer is formed using floral tube slurry injection technique, can be practiced for Grouting engineering and theory support is provided.
Description
Technical Field
The invention relates to a method for predicting compressive strength of a stone body formed by grouting and reinforcing loose gravel soil layers through floral tubes, and belongs to the technical field of rock engineering.
Background
In China, the gravel soil stratum is very widely distributed; and a large number of infrastructure construction projects are built and put into operation in the preparation construction and construction of the gravel soil stratum. Since the beginning of the new century, with the rapid development of social economy, the demand of China for the construction of infrastructures such as hydraulic and hydroelectric engineering, railways (high-speed rails), highways (expressways) and urban rail transit (subways) is increasing day by day. For example, by the end of 2015, the urban rail transit operation mileage of China is 3300 kilometers; expected to be in 2020; the national urban rail transit operation mileage reaches 6000 kilometers and almost doubles. However, while these engineering constructions are rapidly developed, the encountered engineering geological conditions are becoming more and more complex, the faced problems are becoming more and more challenging, and various engineering geological disasters are increasingly induced, such as landslide, collapse, debris flow, rock burst, surface subsidence, water burst, mud burst and the like. The geological disasters can not only cause serious casualties and huge property loss, but also destroy the water resource balance and the ecological environment; but also obviously influences the safety of engineering construction and operation period, and seriously threatens the economic development and social stability.
Engineering practice for many years shows that: grouting technology, especially floral tube grouting technology, has become the first-choice effective technical means to solve the geotechnical problems in various engineering fields faced in the gravel soil stratum at present; has been widely applied in the engineering fields of buildings, highways, railways, subways, mines, tunnels, water and electricity, military affairs and the like, and obtains good engineering effect.
In the practical grouting engineering, the compressive strength of a stone body formed by reinforcing loose gravel soil layers through floral tube grouting is the most important index parameter for testing the effect of reinforcing loose gravel soil layers through grouting. However, reports and achievements in the aspect of a quantitative prediction method for the compressive strength of the calculus body formed by reinforcing loose gravel soil layer by using a perforated pipe grouting technology are not found at home and abroad at present. Therefore, how to effectively, quickly and accurately determine the compressive strength index of the stone body formed by the floral tube grouting reinforcement loose gravel soil layer is a technical problem which is urgently needed to be solved in grouting practical engineering.
Disclosure of Invention
Aiming at the problem of predicting the compressive strength of the calculus body formed by grouting and reinforcing loose gravel soil layers through floral tubes in the prior art, the invention provides a method for predicting the compressive strength of the calculus body formed by grouting and reinforcing loose gravel soil layers through floral tubes.
A method for predicting the compressive strength of a stone body formed by reinforcing loose gravel soil layer through floral tube grouting comprises the following specific steps:
(1) measuring the density rho, the water content omega and the specific gravity G of a loose gravel soil layer needing to be reinforcedSAnd calculating the porosity phi of the loose gravel soil layer;
(2) according to the density rho, the water content omega and the specific gravity G of the loose gravel soil layer in the step (1)SSelecting a grouting perforated pipe according to the porosity phi, measuring the hole distance between grouting holes on the side edge of the selected grouting perforated pipe, and calculating the average hole distance l;
(3) designing grouting pressure p, grouting fluid water-cement ratio w and grouting time t according to the formula of the compressive strength of the stone body
Fcu＝17.462p0.143w-0.685l-0.141t0.036n0.442
Calculating the compressive strength F of the stone body formed by grouting the perforated pipes and reinforcing the loose gravel soil layercu(ii) a Compressive strength FcuThe units of grouting pressure p, grouting time t and average hole distance l between grouting holes on the side edge of the grouting perforated pipe are respectively MPa, s and cm, and the water-cement ratio w of grouting fluid and the porosity phi of the loose gravel soil layer are dimensionless numbers.
The calculation formula of the porosity phi of the loose gravel soil layer in the step (1) is
Wherein,is the density of pure distilled water at 4 ℃ and has a unit of g/cm3(ii) a The unit of the density rho of the loose gravel soil layer is g/cm3(ii) a The water content omega is mass water content,%; specific gravity GSIs a dimensionless number.
The calculation formula of the water-cement ratio w of the grouting fluid is
Wherein m isWater (W)The mass of water required for preparing grouting fluid is Kg, mGrouting materialThe mass of grouting material needed to prepare the grouting fluid is Kg.
The measuring method of the density rho of the loose gravel soil layer can be an irrigation method, a sand irrigation method or a cutting ring method;
the method for measuring the water content omega of the loose gravel soil layer can be a drying method;
specific gravity G of loose gravel soil layerSThe specific gravity of the portion with the particle size of less than 5mm is measured by the pycnometer method, and the portion with the particle size of not less than 5mm is measured by the siphon tube method.
The invention has the beneficial effects that:
(1) the method can effectively, quickly and accurately determine the compressive strength index of the stone body formed by grouting the perforated pipes and reinforcing the loose gravel soil layer; moreover, the change rule between the compressive strength and grouting pressure of the stone body formed in the grouting process, the water-cement ratio of grouting fluid, the grouting time, the average hole distance between grouting holes at the side of the grouting perforated pipe and the porosity of the loose gravel soil layer can be accurately obtained;
(2) the method is reliable in technology, simple and feasible, can be used as a theoretical basis for designing and predicting the compressive strength of the stone body formed by reinforcing the loose gravel soil layer by adopting the perforated pipe grouting technology, can guide grouting practical engineering application, and improves the technical level of reinforcing the loose gravel soil layer by adopting the perforated pipe grouting technology.
Drawings
FIG. 1 is a schematic structural diagram of a grouting test device in an embodiment, wherein 1-a pressure supply device, 2-a slurry storage container, 3-a test box, 4-a nitrogen pressure reducer (provided with a pressure gauge) and a grouting control switch, 5-grouting fluid, 6-an electronic scale, 7-a grouting guide pipe, 8-a grouting floral tube and 9-a loose gravel soil layer;
FIG. 2 is a schematic view of an embodiment grouting floral tube.
Detailed Description
The present invention will be described in further detail with reference to specific embodiments, but the scope of the present invention is not limited to the description.
The structural schematic diagram of the grouting test device in the embodiment of the invention is shown in fig. 1, and as can be seen from fig. 1, the grouting test device comprises a pressure supply device 1, a slurry storage container 2, a test box 3, a nitrogen pressure reducer (provided with a pressure gauge) and a grouting control switch 4, grouting fluid 5, an electronic scale 6, a grouting guide pipe 7, a grouting floral tube 8 and a loose gravel soil layer 9, wherein the grouting floral tube 8 is vertically and fixedly arranged in the center of the top wall of the test box 3 and extends downwards into the test box 3, and the grouting floral tube 8 is communicated with the grouting guide pipe 7 of the grouting test device through a steel ring welded joint; loose rubble soil layer 9 is piled up and is placed inside proof box 3, store up thick liquid container 2 and place on 6 tops of electronic scale, the other end of slip casting pipe 7 and the thick liquids export intercommunication of storing up the 2 low sides of thick liquids container, slip casting fluid 5 sets up in storing up thick liquids container 2, the top of storing up thick liquids container 2 is sealed and the top is provided with and supplies the pressure gas pipeline that presses equipment 1 gas outlet intercommunication, supply to be provided with nitrogen gas pressure reducer (being equipped with the manometer) and slip casting control switch 4 on the pressure gas pipeline.
In the experimental process, the method for measuring the actual compressive strength of the grouting stone body comprises the following steps: assembling a grouting experiment device and checking the tightness of a test box, laying a loose gravel soil layer in the test box, burying a grouting floral tube in the center of the loose gravel soil layer, and connecting the grouting floral tube with a grouting fluid pipeline of the grouting experiment device by adopting a steel ring welding type joint; starting grouting, namely opening a grouting control switch, slowly opening a nitrogen pressure reducer, continuously adjusting grouting pressure until a pressure gauge reaches a designed grouting pressure value, and observing and recording the flowing condition of slurry; stopping grouting when the grouting fluid injection time in the grout storage container reaches the preset time; removing the mold after the slurry is solidified, making the grouting stone body into a cylindrical test piece with the diameter multiplied by 50mm according to the requirements of geotechnical test regulations, and measuring by adopting a TAW-2000D microcomputer control electro-hydraulic servo rock triaxial testing machine to obtain the actual compressive strength F of the grouting stone bodyFruit cu。
Example 1: a method for predicting the compressive strength of a stone body formed by reinforcing loose gravel soil layer through floral tube grouting comprises the following specific steps:
(1) measuring the density rho of the loose gravel soil layer to be reinforced,Water content omega and specific gravity GSAnd calculating the porosity phi of the loose gravel soil layer;
(2) according to the density rho, the water content omega and the specific gravity G of the loose gravel soil layer in the step (1)SSelecting a grouting perforated pipe according to the porosity phi, measuring the hole distance between grouting holes on the side edge of the selected grouting perforated pipe, and calculating the average hole distance l;
(3) designing grouting pressure p, grouting fluid water-cement ratio w and grouting time t according to the formula of the compressive strength of the stone body
Fcu＝17.462p0.143w-0.685l-0.141t0.036n0.442
Calculating the compressive strength F of the stone body formed by grouting the perforated pipes and reinforcing the loose gravel soil layercu(ii) a Compressive strength FcuThe units of grouting pressure p, grouting time t and average hole distance l between grouting holes on the side edge of the grouting perforated pipe are respectively MPa, s and cm, and the water-cement ratio w of grouting fluid and the porosity phi of the loose gravel soil layer are dimensionless numbers.
The calculation formula of the porosity phi of the loose gravel soil layer in the step (1) is
Wherein,is the density of pure distilled water at 4 ℃ and has a unit of g/cm3(ii) a The unit of the density rho of the loose gravel soil layer is g/cm3(ii) a The water content omega is mass water content,%; specific gravity GSIs a dimensionless number.
The calculation formula of the water-cement ratio w of the grouting fluid is
Wherein m isWater (W)The mass of water required for preparing grouting fluid is Kg, mGrouting materialThe mass of grouting material needed to prepare the grouting fluid is Kg.
The measuring method of the density rho of the loose gravel soil layer can be an irrigation method, a sand irrigation method or a cutting ring method;
the method for measuring the water content omega of the loose gravel soil layer can be a drying method;
specific gravity G of loose gravel soil layerSThe specific gravity of the portion with the particle size of less than 5mm is measured by the pycnometer method, and the portion with the particle size of not less than 5mm is measured by the siphon tube method.
Example 2: a method for predicting the compressive strength of a stone body formed by reinforcing loose gravel soil layer through floral tube grouting comprises the following specific steps:
(1) measuring the density rho of a loose gravel soil layer to be reinforced to be 1.73g/cm3Water content omega of 2.05% and specific gravity GSThe porosity phi of the loose gravel soil layer is calculated to be 2.61, and the porosity phi of the loose gravel soil layer is calculated to be 0.35; wherein the porosity phi of the loose gravel soil layer is calculated by the formula
Wherein,is the density of pure distilled water at 4 ℃ and has a unit of g/cm3(ii) a The unit of the density rho of the loose gravel soil layer is g/cm3(ii) a The water content omega is mass water content,%; specific gravity GSIs a dimensionless number;
(2) the density rho of the loose gravel soil layer according to the step (1) is 1.73g/cm3Water content omega 2.05%, specific gravity GS 2.61 and porositySelecting grouting perforated pipes with phi of 0.35 (see figure 2), measuring the hole distance between grouting holes at the side edges of the selected grouting perforated pipes, and calculating the average hole distance l to be 5 cm;
(3) designing the grouting pressure p to be 0.25MPa, the water-cement ratio w of the grouting fluid to be 1.50 and the grouting time t to be 20s according to the formula of the compressive strength of the stone body
Fcu＝17.462p0.143w-0.685l-0.141t0.036n0.442
Calculating the compressive strength F of the stone body formed by grouting the perforated pipes and reinforcing the loose gravel soil layercu6.06MPa, compressive strength FcuThe units of grouting pressure p, grouting time t and average hole distance l between grouting holes on the side edge of the grouting perforated pipe are respectively MPa, s and cm, and the water-cement ratio w of grouting fluid and the porosity phi of a loose gravel soil layer are dimensionless numbers; wherein the calculation formula of the water-cement ratio w of the grouting fluid is
Wherein m isWater (W)The mass of water required for preparing grouting fluid is Kg, mGrouting materialThe mass of grouting material needed for preparing grouting fluid is Kg;
in this example, the compressive strength F of the actual grouting stone bodyFruit cu5.60MPa, and the compressive strength F of the grouting concretion body is obtained by calculationcuAnd FFruit cuHas an error of | FFruit cu-Fcu|/FFruit cuX 100%, i.e. 8.21%.
Example 3: a method for predicting the compressive strength of a stone body formed by reinforcing loose gravel soil layer through floral tube grouting comprises the following specific steps:
(1) measuring the density rho of a loose gravel soil layer to be reinforced to be 1.56g/cm3Water content omega of 5.16% and specific gravity GSThe porosity phi of the loose gravel soil layer is calculated to be 2.69 and is 0.45; wherein the porosity phi of the loose gravel soil layer is calculated by the formula
Wherein,is the density of pure distilled water at 4 ℃ and has a unit of g/cm3(ii) a The unit of the density rho of the loose gravel soil layer is g/cm3(ii) a The water content omega is mass water content,%; specific gravity GSIs a dimensionless number;
(2) the density rho of the loose gravel soil layer according to the step (1) is 1.56g/cm3Water content omega 5.16%, specific gravity GSSelecting grouting floral tubes (see figure 2) with the porosity phi of 2.69 and 0.45, measuring the hole pitch between grouting holes at the side edges of the selected grouting floral tubes, and calculating the average hole pitch l to be 20 cm;
(3) the designed grouting pressure p is 0.15MPa, the water-cement ratio w of the grouting fluid is 1.00, and the grouting time t is 30s according to the formula of the compressive strength of the stone body
Fcu＝17.462p0.143w-0.685l-0.141t0.036n0.442
Calculating the compressive strength F of the stone body formed by grouting the perforated pipes and reinforcing the loose gravel soil layercu6.93MPa, compressive strength FcuThe units of grouting pressure p, grouting time t and average hole distance l between grouting holes on the side edge of the grouting perforated pipe are respectively MPa, s and cm, and the water-cement ratio w of grouting fluid and the porosity phi of a loose gravel soil layer are dimensionless numbers; wherein the calculation formula of the water-cement ratio w of the grouting fluid is
Wherein，mWater (W)The mass of water required for preparing grouting fluid is Kg, mGrouting materialThe mass of grouting material needed for preparing grouting fluid is Kg;
in this example, the compressive strength F of the actual grouting stone bodyFruit cuThe compressive strength F of the grouting concretion body is 6.44MPa, and the predicted compressive strength F of the grouting concretion body is obtained through calculationcuAnd FFruit cuHas an error of | FFruit cu-Fcu|/FFruit cuX 100%, which is 7.61%.
While the present invention has been described in detail with reference to the embodiments shown in the drawings, the present invention is not limited to the embodiments, and various changes and modifications can be made within the knowledge of those skilled in the art without departing from the spirit of the present invention.
Claims (3)
1. A method for predicting the compressive strength of a stone body formed by grouting and reinforcing loose gravel soil layers through floral tubes is characterized by comprising the following specific steps of:
(1) measuring the density rho, the water content omega and the specific gravity G of a loose gravel soil layer needing to be reinforcedSAnd calculating the porosity phi of the loose gravel soil layer;
(2) according to the density rho, the water content omega and the specific gravity G of the loose gravel soil layer in the step (1)SSelecting a grouting perforated pipe according to the porosity phi, measuring the hole distance between grouting holes on the side edge of the selected grouting perforated pipe, and calculating the average hole distance l;
(3) designing grouting pressure p, grouting fluid water-cement ratio w and grouting time t according to the formula of the compressive strength of the stone body
Fcu＝17.462p0.143w-0.685l-0.141t0.036n0.442
Calculating the compressive strength F of the stone body formed by grouting the perforated pipes and reinforcing the loose gravel soil layercu(ii) a Compressive strength FcuThe units of grouting pressure p, grouting time t and average hole distance l between grouting holes on the side edge of the grouting perforated pipe are respectively MPa, s and cm, and the water-cement ratio w of grouting fluid and the porosity phi of the loose gravel soil layer are dimensionless numbers.
2. The method for predicting the compressive strength of the stone body formed by grouting and reinforcing loose gravel soil layer through the perforated pipes according to claim 1, wherein the method comprises the following steps: the calculation formula of the porosity phi of the loose gravel soil layer in the step (1) is as follows
Wherein,is the density of pure distilled water at 4 ℃ and has a unit of g/cm3(ii) a The unit of the density rho of the loose gravel soil layer is g/cm3(ii) a The water content omega is mass water content,%; specific gravity GSIs a dimensionless number.
3. The method for predicting the compressive strength of the stone body formed by grouting and reinforcing loose gravel soil layer through the perforated pipes according to claim 1, wherein the method comprises the following steps: the calculation formula of the water-cement ratio w of the grouting fluid is
Wherein m isWater (W)The mass of water required for preparing grouting fluid is Kg, mGrouting materialThe mass of grouting material needed to prepare the grouting fluid is Kg.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104533418A (en) * | 2014-11-19 | 2015-04-22 | 太原理工大学 | Deep hole static rock breaking method for underground coal mine |
| CN104763428A (en) * | 2015-03-10 | 2015-07-08 | 太原理工大学 | Method of classified divisional grouting reinforcement of collapse columns to enable fully mechanized coal face to directly pass soft collapse column |
| CN108195723A (en) * | 2017-11-17 | 2018-06-22 | 昆明理工大学 | A kind of osmotic grouting pilot system and method for reinforcing loose gravelly soil |
| CN108590683A (en) * | 2018-04-04 | 2018-09-28 | 中铁二十五局集团第五工程有限公司 | A kind of rich water stream modeling stratum shield tunnel undercrossing tunnel frame bridge construction method |
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2018
- 2018-11-09 CN CN201811329494.2A patent/CN109447366A/en not_active Withdrawn
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104533418A (en) * | 2014-11-19 | 2015-04-22 | 太原理工大学 | Deep hole static rock breaking method for underground coal mine |
| CN104763428A (en) * | 2015-03-10 | 2015-07-08 | 太原理工大学 | Method of classified divisional grouting reinforcement of collapse columns to enable fully mechanized coal face to directly pass soft collapse column |
| CN108195723A (en) * | 2017-11-17 | 2018-06-22 | 昆明理工大学 | A kind of osmotic grouting pilot system and method for reinforcing loose gravelly soil |
| CN108590683A (en) * | 2018-04-04 | 2018-09-28 | 中铁二十五局集团第五工程有限公司 | A kind of rich water stream modeling stratum shield tunnel undercrossing tunnel frame bridge construction method |
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| Title |
|---|
| 杨志全 等: "幂律型流体的柱–半球形渗透注浆机制研究", 《岩石力学与工程学报》 * |
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Application publication date: 20190308 |
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