CN102888795A - Karst roadbed grouting process - Google Patents
Karst roadbed grouting process Download PDFInfo
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- CN102888795A CN102888795A CN2012104122206A CN201210412220A CN102888795A CN 102888795 A CN102888795 A CN 102888795A CN 2012104122206 A CN2012104122206 A CN 2012104122206A CN 201210412220 A CN201210412220 A CN 201210412220A CN 102888795 A CN102888795 A CN 102888795A
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Abstract
The invention discloses a karst roadbed grouting process, belonging to the technical field of grouting processes. According to the karst roadbed grouting process, a certain number of grouting holes are selected as pilot holes; rock core morphology data are obtained while the holes are drilled so as to confirm the morphology of rock cores, thereby determining a grouting scheme of the grouting holes, for example, for large karst caves, sand can be grouted firstly and grout can be filled secondly, and for small karst caves, the grout can be filled directly, so that the grouting quantity can be controlled well, and the grouting effect is ensured; the hole drilling and grouting of later grouting holes can be instructed by using the geological condition and construction processes summarized from the pilot holes; the grouting can be carried out on a large number of normal holes, thereby being beneficial for construction of large area; by adopting a CS (Cement-Sodium Silicate) double liquid grouting mode, the time in initial set and final set is greatly shortened, the rigidity and strength of the grout after being solidified are ensured, and the instant construction after the grouting is realized.
Description
Technical field
The present invention relates to the grouting process technical field, particularly relate to a kind of Karst Subgrade grouting process.
Background technology
The karst mortar depositing construction is to utilize inert material (such as water glass, the biliquid slurries that add water glass in single liquid slurries are the CS biliquid slurries that are commonly called as) slurries that form, under the certain pressure effect, inject Karst Fissures, solution cavity and the soft clay body opening gap of moulding, at first be to fill karst cave and Karst Fissures, next is the sealing rock soil interface, form water seal curtain, intercept contacting of perched water and karst water; As existing weak intercalated layer in the soil body, carry out again the soil mass consolidation weak intercalated layer.The proterties that the rigidity that has after solidifying by the slip casting filling liquid and intensity change rock stratum and the soil body suffers restraints the distortion of ground, and intensity is improved, thereby reaches control ground bulk settling, reduce the effect of distortion.
Hangzhoupro long special line for passenger trains VII bid section subgrade construction, as north-south, Central China coastal area main artey of communications, it is domestic that Hangzhoupro long special line for passenger trains VII bid section three branches are positioned at the Jiangshan City, Zhejiang Province, the part railway passes Karst Area, especially DK279+339.905～+ 622.97(Jin Wu village is domestic) section roadbed, circuit is positioned at the location that the karst utmost point is grown, because the special geological conditions in this location, the substrate of full section roadbed is positioned at covered karst and grows the location, underground water has acid erosion, carbon dioxide corrodes, water level seasonal variety amplitude is excessive, water-level fluctuation easily makes the earthing body produce and dives loses destruction even forms soil cave, and in some areas cause in a big way collapse naturally in the earth's surface.Karst is grown, and top board is excessively thin, and solution cavity is grown, and underground underground river blazons, and brings huge hidden danger to construction of railways and following safety operation, so our unit in charge of construction adopts the karst grouting construction process that this section roadbed ground is carried out consolidation process by designing requirement.
The pure pressure type grouting of existing single liquid slurries (being water, cement mixing slurries) is with drill hole of drilling machine, grouting pump pressurization, the cement paste for preparing, inject soil layer crack or cave, drive away water and filling crack in the soil cracking gap, thereby play permanent water blockoff and reinforcement effect.
By design drawing and on-the-spot actual pilot hole probing, drawing crack, this section roadbed bottom irregular distribution can follow, and existing major path has again passage aisle; Turning rock stratum around the hole has to a certain degree loosening, and crack company property is good.These characteristics are for adopting original grouting method to bring three problems: the one, and the injected hole pore-forming is difficult, directly inserts Grouting Pipe, meets huge on occasion and inserts not enter, and with common drill steel Drilling, cave in can't pore-forming for sillar when drill steel withdrawed from; The 2nd, grouting amount is difficult to grasp, and slurries diffusion length is inhomogeneous state, and the running pulp phenomenon is inevitable, the 3rd, the initial set final setting time is long, is easily diluted by underground water, and intensity rises comparatively slow, intensity does not reach designing requirement, is unfavorable for constructing immediately after slip casting is finished.
Summary of the invention
The technical problem that (one) will solve
The invention provides a kind of Karst Subgrade grouting process, be difficult to control the problem long with the initial set final setting time in order to solve the grouting amount that adopts existing karst grouting process to exist in the Karst Subgrade section.
(2) technical scheme
In order to solve the problems of the technologies described above, the invention provides a kind of Karst Subgrade grouting process, comprising:
S1, carry out the even cloth hole of injected hole at the Karst Subgrade work plane, and with the described injected hole of some as pilot hole;
S2, each described pilot hole is implemented Completion of Drilling Hole technique: at first install orifice sleeve and carry out solid pipe, whole hole behind the drilling to completion then, and adopt mud circulation that clearly hole is carried out in the boring of each described pilot hole;
In boring procedure, gather at a certain distance the core morphological data of this layer;
S3, grouting process is implemented in the boring of each described pilot hole: adopt grouting pipe at the bottom of the hole, then the method for Piecemeal erection packer is carried out mud jacking from bottom to top;
S4, determine the form of geology and geomorphology and karst according to the core morphological data that gathers, then each pilot hole is implemented the summary of bore process and grouting process.
Aforesaid Karst Subgrade grouting process preferably, adopts grouting pipe at the bottom of the hole among the step S3, then the method for Piecemeal erection packer is pressed into single liquid slurries from bottom to top;
After the single hole grouting amount surpasses single orifice grouting amount some or single hole midge amount when not descending, be pressed into CS biliquid slurries.
Aforesaid Karst Subgrade grouting process, preferably, the water of described single liquid slurries ash volume ratio scope is 0.8:1 ~ 1:1.
Aforesaid Karst Subgrade grouting process, preferably, the modulus of water glass in the described CS biliquid slurries is 2.4 ~ 3.4, concentration is 35 ~ 40 Baume degrees.
Aforesaid Karst Subgrade grouting process, preferably, the core form of described Karst Subgrade comprises the difficult floor of pore-forming district.
Aforesaid Karst Subgrade grouting process, preferably, the core form of described Karst Subgrade comprises the rubble interlayer.
Aforesaid Karst Subgrade grouting process, preferably, the drilling rod middle part of adopting in the step S2 bore process has a Grouting Pipe;
Described Grouting Pipe is a hollow stem, and an end is threaded with bore bit by the bore bit sleeve, and the other end is threaded with bit shank by the bit shank sleeve, and described Grouting Pipe, bore bit sleeve and bore bit are stayed in the described pilot hole behind the whole hole.
Aforesaid Karst Subgrade grouting process, preferably, the mud that uses in the mud circulation of step S2 is stirred by the clay adding of index of plasticity IP 〉=17 an amount of swell soil, dispersing agent and tackifier and forms.
Aforesaid Karst Subgrade grouting process, preferably, with the described injected hole of 30 ﹪ as described pilot hole.
Aforesaid Karst Subgrade grouting process, preferably, the boring aperture of described injected hole is 91 ~ 130mm.
(3) beneficial effect
Karst Subgrade grouting process provided by the present invention is chosen the injected hole of some as pilot hole, and in boring procedure, obtain the core morphological data, to determine the form of core, thereby determine the grouting program of injected hole, as: can annotate first husky grouting behind shaft or drift lining for large karst cave, for the directly slip casting of little karst cave, can be good at controlling grouting amount, and guarantee slip casting effect, the boring, the slip casting that utilize geological condition that pilot hole sums up and construction technology to instruct follow-up injected hole, can follow up in a large number in normal hole, be conducive to large tracts of land and launch construction.Adopt CS two fluid grouting mode, greatly shorten the initial set final setting time, guarantee rigidity and intensity after slurries solidify, the immediately construction after the realization slip casting.
Description of drawings
Fig. 1 is the flow chart of Karst Subgrade grouting process in the embodiment of the invention;
Fig. 2 is the layout schematic diagram of pilot hole and injected hole in the embodiment of the invention;
Fig. 3 is the jackrod structure schematic diagram of bore process in the embodiment of the invention;
Wherein, 1: pilot hole; 2: injected hole; 3: bit shank; 4: the bit shank sleeve; 5: Grouting Pipe; 6: the bore bit sleeve; 7: bore bit.
The specific embodiment
Below in conjunction with drawings and Examples, the specific embodiment of the present invention is described in further detail.Following examples are used for explanation the present invention, but are not used for limiting the scope of the invention.
Figure 1 shows that the flow chart of Karst Subgrade grouting process in the embodiment of the invention.As shown in Figure 1, the Karst Subgrade grouting process in the embodiment of the invention comprises:
S1, carry out the even cloth hole of injected hole at the Karst Subgrade work plane, and with the injected hole of some as pilot hole.
In engineering construction, Karst Subgrade generally comprises embankment and cutting, as shown in Figure 2, for realizing representing with zero among the injected hole 2(figure) even cloth hole, adopt the equilateral triangles layouts at the injected hole 2 of embankment location S, pitch of holes can be 5.0m; Adopt rectangular arrangement at cutting location R, can lateral arrangement 4 holes, longitudinal hole spacing 5.0m.Certainly, the even cloth hole of injected hole 2 also has a lot of modes, is not limited to above-mentioned a kind of mode.
Can be with the injected hole 2 of 30 ﹪ as using among the pilot hole 1(figure in the present embodiment ● expression), and the core form by pilot hole 1 exploration Karst Subgrade, comprise the rock stratum degree of depth, the core kind of karst cave size and top, rock stratum etc., to determine the form of geology and geomorphology and karst, thereby determine the grouting program of injected hole 2, as: can annotate first husky grouting behind shaft or drift lining for large karst cave, for the directly slip casting of little karst cave, can be good at controlling grouting amount, so that the boring of follow-up injected hole 2, grouting process can follow up in a large number, is conducive to large tracts of land and launches construction.
S2, each pilot hole is implemented Completion of Drilling Hole technique: at first install orifice sleeve and carry out solid pipe, whole hole behind the drilling to completion then, and adopt mud circulation that clearly hole is carried out in the boring of each pilot hole; In boring procedure, gather at a certain distance the core morphological data of this layer.
The boring aperture of pilot hole 1 and injected hole 2 is larger in the present embodiment, can be 91 ~ 130mm, effectively controlling under the prerequisite of grouting pressure and grout coordinate ratio, can realize the effective control to slip casting effect.
And the also evenly distribution or as far as possible evenly distribution of preferred pilot hole 1, to obtain more comprehensively, more accurately the form of Karst Subgrade core.
The boring of Karst Subgrade can adopt alloy bit to creep into for soil layer, and the rock stratum can adopt diamond bit to creep into.
Before boring, also need to understand first the underground treasure trove that has or not, prevent from affecting follow-up boring and creep into.Confirm to adopt φ 110 core barrel perforates to creep into after errorless.When being drilled into below the Karst Subgrade work plane after 0.5 meter, can be lowered to φ 110mm engineering plastics orifice sleeve, and embed Karst Subgrade, wherein, orifice sleeve is exposed 0.2～0.5 meter on earth's surface, with fixed with the M7.5 mortar.And with tamping sealing around the orifice sleeve, prevent that slurries from going here and there out around sleeve pipe, affect slip casting effect.
The hole wall that creeps into the hole because of jetting can soften, and orifice sleeve is not tight with the hole wall contact, thereby the shutoff of mud skin causes slurries to be difficult to inject, and adopts drilled dry or anhydrous anti-circulation so the soil layer in the present embodiment creeps into.
Can get core one time every 1m in boring procedure, with the core kind of top, definite rock stratum, and take pictures and obtain image, detail record soil rock interface location measures the degree of depth, size, the charges situation of karst cave, thereby determines the form of core comprehensively.
For the special geologic condition of Karst Subgrade, behind the whole hole, adopt mud circulation that clearly hole is carried out in the boring of pilot hole 1, at last with the clear water flushing, until return clearly.
Wherein, the mud that uses in the preferred mud circulation adds an amount of swell soil, dispersing agent and tackifier as the clay of index of plasticity IP 〉=17 and stirs and form, in mud circulating system the residue filter net can also be set, the residue that in time cleaning return comes up makes mud keep flow regime.
Comprise the difficult floor of pore-forming district for the core form of Karst Subgrade, such as the rubble interlayer, drilling rod middle part in the preferred bore process has a Grouting Pipe 5, as shown in Figure 3, wherein, Grouting Pipe 5 is a hollow stem, one end is threaded with bore bit 7 by bore bit sleeve 6, the other end is threaded with bit shank 3 by bit shank sleeve 4, and whole hole grouting behind shaft or drift lining pipe 5, bore bit sleeve 6 and bore bit 7 are stayed and crept in the hole, with pore-forming.
S3, grouting process is implemented in the boring of each pilot hole: adopt grouting pipe at the bottom of the hole, then the method for Piecemeal erection packer is carried out mud jacking from bottom to top.
Enforcement grouting process after pilot hole 1 boring is finished, in the slip casting process, returning the slurry method at the bottom of the employing hole constructs, during construction with grouting pipe at the bottom of the hole, then the Piecemeal erection packer carries out mud jacking from bottom to top, can be pressed into first single liquid slurries, after the single hole grouting amount surpasses single orifice grouting amount some or single hole midge amount when not descending, be pressed into again CS biliquid slurries (volume ratio of cement paste and water glass can be 1:0.08), also can improve the concentration of single liquid slurries.Wherein, adopt CS biliquid mode slip casting stereoplasm, can greatly shorten the initial set final setting time, guarantee rigidity and intensity after slurries solidify, the immediately construction after the realization slip casting.
The standard that stops slip casting in the present embodiment is: curtain hole (i.e. the hole of soil, rock interface) midge amount is not more than 20～35L/min, and other hole midge amounts are not more than 5～10L/min, and aperture pressure is kept about 0.2MPa, and keeps 30min.
The water ash volume ratio scope of effective single liquid slurries is 0.8:1 ~ 1:1, and the modulus of water glass in the CS biliquid slurries is 2.4 ~ 3.4, and concentration is 35 ~ 40 Baume degrees.
S4, determine the form of geology and geomorphology and karst according to the core morphological data that gathers, then each pilot hole 1 is implemented the summary of bore process and grouting process.
Determine the form of geology and geomorphology and karst according to the core morphological data of obtaining in pilot hole 1 boring procedure, comprise the core kind of the rock stratum degree of depth, karst cave size and top, rock stratum etc., thereby each pilot hole 1 is implemented the summary of bore process and grouting process, and summed up boring, the grouting program of determining injected hole 2 according to this.The difficult floor of pore-forming district employing drilling rod shown in Figure 3 such as: existence creeps into, for large karst cave can annotate first husky grouting behind shaft or drift lining, for little karst cave directly slip casting and definite corresponding grout coordinate ratio, can be good at controlling grouting amount, and guarantee slip casting effect, the boring, the slip casting that utilize geological condition that pilot hole 1 sums up and construction technology to instruct follow-up injected hole 2, normal injected hole 2 can follow up in a large number, is conducive to large tracts of land and launches construction.
As can be seen from the above embodiments, Karst Subgrade grouting process provided by the present invention is chosen the injected hole of some as pilot hole, and in boring procedure, obtain the core morphological data, to determine the form of core, thereby determine the grouting program of injected hole, as: can annotate first husky grouting behind shaft or drift lining for large karst cave, for the directly slip casting of little karst cave, can be good at controlling grouting amount, and guarantee slip casting effect, the boring that utilizes geological condition that pilot hole sums up and construction technology to instruct follow-up injected hole, slip casting, can follow up in a large number in normal hole, be conducive to large tracts of land and launch construction.Adopt CS two fluid grouting mode, greatly shorten the initial set final setting time, guarantee rigidity and intensity after slurries solidify, the immediately construction after the realization slip casting.
The above only is preferred embodiment of the present invention; should be pointed out that for those skilled in the art, under the prerequisite that does not break away from the technology of the present invention principle; can also make some improvement and replacement, these improvement and replacement also should be considered as protection scope of the present invention.
Claims (10)
1. a Karst Subgrade grouting process is characterized in that, comprising:
S1, carry out the even cloth hole of injected hole at the Karst Subgrade work plane, and with the described injected hole of some as pilot hole;
S2, each described pilot hole is implemented Completion of Drilling Hole technique: at first install orifice sleeve and carry out solid pipe, whole hole behind the drilling to completion then, and adopt mud circulation that clearly hole is carried out in the boring of each described pilot hole;
In boring procedure, gather at a certain distance the core morphological data of this layer;
S3, grouting process is implemented in the boring of each described pilot hole: adopt grouting pipe at the bottom of the hole, then the method for Piecemeal erection packer is carried out mud jacking from bottom to top;
S4, determine the form of geology and geomorphology and karst according to the core morphological data that gathers, then each pilot hole is implemented the summary of bore process and grouting process.
2. Karst Subgrade grouting process according to claim 1 is characterized in that, adopts grouting pipe at the bottom of the hole among the step S3, and then the method for Piecemeal erection packer is pressed into single liquid slurries from bottom to top;
After the single hole grouting amount surpasses single orifice grouting amount some or single hole midge amount when not descending, be pressed into CS biliquid slurries.
3. Karst Subgrade grouting process according to claim 2 is characterized in that, the water ash volume ratio scope of described single liquid slurries is 0.8:1 ~ 1:1.
4. Karst Subgrade grouting process according to claim 2 is characterized in that, the modulus of water glass in the described CS biliquid slurries is 2.4 ~ 3.4, and concentration is 35 ~ 40 Baume degrees.
5. Karst Subgrade grouting process according to claim 1 is characterized in that, the core form of described Karst Subgrade comprises the difficult floor of pore-forming district.
6. Karst Subgrade grouting process according to claim 5 is characterized in that, the core form of described Karst Subgrade comprises the rubble interlayer.
7. Karst Subgrade grouting process according to claim 5 is characterized in that, the drilling rod middle part of adopting in the step S2 bore process has a Grouting Pipe;
Described Grouting Pipe is a hollow stem, and an end is threaded with bore bit by the bore bit sleeve, and the other end is threaded with bit shank by the bit shank sleeve, and described Grouting Pipe, bore bit sleeve and bore bit are stayed in the described pilot hole behind the whole hole.
8. Karst Subgrade grouting process according to claim 1 is characterized in that, the mud that uses in the mud circulation of step S2 is stirred by the clay adding of index of plasticity IP 〉=17 an amount of swell soil, dispersing agent and tackifier and forms.
9. Karst Subgrade grouting process according to claim 1 is characterized in that, with the described injected hole of 30 ﹪ as described pilot hole.
10. Karst Subgrade grouting process according to claim 1 is characterized in that, the boring aperture of described pilot hole and injected hole is 91 ~ 130mm.
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| CN2012104122206A CN102888795A (en) | 2012-10-25 | 2012-10-25 | Karst roadbed grouting process |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103437339A (en) * | 2013-07-29 | 2013-12-11 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for sealing karst cave near trench wall of underground continuous wall in karst stratum |
| CN103485716A (en) * | 2013-09-27 | 2014-01-01 | 福建成森建设集团有限公司 | Karst-geology rotary-drill guide-hole construction method |
| CN103603251A (en) * | 2013-11-26 | 2014-02-26 | 中铁西北科学研究院有限公司 | Method for reinforcing railroad bed of salt lake by using saturated brine clay slurry |
| CN103741568A (en) * | 2013-12-25 | 2014-04-23 | 广西科技大学 | High-fill settling subgrade grouting process |
| CN105220590A (en) * | 2015-09-15 | 2016-01-06 | 中南大学 | Many karst collapses roadbed injecting treatment method |
| CN106013177A (en) * | 2016-05-19 | 2016-10-12 | 中国电建集团贵阳勘测设计研究院有限公司 | Method for treating drilling karst in boring for pile foundation and blocking structure |
| CN106676993A (en) * | 2017-01-20 | 2017-05-17 | 山西省交通科学研究院 | Roadbed reinforcing system of reinforced gravel framework structure and reinforcing method of roadbed reinforcing system |
| CN107151956A (en) * | 2016-11-24 | 2017-09-12 | 中铁第四勘察设计院集团有限公司 | It is a kind of to there is pressure to return the grouting method that slurry reinforces covered karst embankment |
| CN110258192A (en) * | 2019-06-04 | 2019-09-20 | 中铁二十五局集团第六工程有限公司 | The construction method of high-speed rail route roadbed karst collapse |
| CN112626950A (en) * | 2020-11-24 | 2021-04-09 | 山东省交通规划设计院有限公司 | Treatment method for karst roadbed by combining soil arch effect |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103437339A (en) * | 2013-07-29 | 2013-12-11 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for sealing karst cave near trench wall of underground continuous wall in karst stratum |
| CN103485716A (en) * | 2013-09-27 | 2014-01-01 | 福建成森建设集团有限公司 | Karst-geology rotary-drill guide-hole construction method |
| CN103603251A (en) * | 2013-11-26 | 2014-02-26 | 中铁西北科学研究院有限公司 | Method for reinforcing railroad bed of salt lake by using saturated brine clay slurry |
| CN103741568A (en) * | 2013-12-25 | 2014-04-23 | 广西科技大学 | High-fill settling subgrade grouting process |
| CN105220590A (en) * | 2015-09-15 | 2016-01-06 | 中南大学 | Many karst collapses roadbed injecting treatment method |
| CN106013177A (en) * | 2016-05-19 | 2016-10-12 | 中国电建集团贵阳勘测设计研究院有限公司 | Method for treating drilling karst in boring for pile foundation and blocking structure |
| CN107151956A (en) * | 2016-11-24 | 2017-09-12 | 中铁第四勘察设计院集团有限公司 | It is a kind of to there is pressure to return the grouting method that slurry reinforces covered karst embankment |
| CN107151956B (en) * | 2016-11-24 | 2024-03-26 | 中铁第四勘察设计院集团有限公司 | Grouting method for reinforcement and coverage type karst embankment with pressurized return grouting |
| CN106676993A (en) * | 2017-01-20 | 2017-05-17 | 山西省交通科学研究院 | Roadbed reinforcing system of reinforced gravel framework structure and reinforcing method of roadbed reinforcing system |
| CN110258192A (en) * | 2019-06-04 | 2019-09-20 | 中铁二十五局集团第六工程有限公司 | The construction method of high-speed rail route roadbed karst collapse |
| CN112626950A (en) * | 2020-11-24 | 2021-04-09 | 山东省交通规划设计院有限公司 | Treatment method for karst roadbed by combining soil arch effect |
| CN112626950B (en) * | 2020-11-24 | 2022-09-30 | 山东省交通规划设计院集团有限公司 | Treatment method for karst roadbed by combining soil arch effect |
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