CN109853507A - A kind of rock side slope inclination measurement system and its construction method for testing pore water pressure - Google Patents
A kind of rock side slope inclination measurement system and its construction method for testing pore water pressure Download PDFInfo
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- CN109853507A CN109853507A CN201910026607.XA CN201910026607A CN109853507A CN 109853507 A CN109853507 A CN 109853507A CN 201910026607 A CN201910026607 A CN 201910026607A CN 109853507 A CN109853507 A CN 109853507A
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Abstract
The invention discloses the rock side slope inclination measurement systems that one kind can test pore water pressure, including inclinometer pipe, inclinometer pipe to be vertically placed in deviational survey hole, and deviational survey hole is opened in rock side slope structure；Inclinometer pipe includes the lower section being sequentially communicated, middle section and upper section, and the bottom of middle and lower sections inclinometer pipe is equipped with bottom cover, and the tube wall interval of middle section inclinometer pipe opens up several flowing holes；Injection slurry is perfused in gap between the outer wall and deviational survey hole of lower section inclinometer pipe；The pipeline section position of middle section inclinometer pipe is corresponding with the crushed zone on the argillization layer of rock side slope, and fine sand soil is filled in the gap between the outer wall and deviational survey hole of middle section inclinometer pipe；Injection slurry is perfused in gap between the outer wall and deviational survey hole in upper section deviational survey hole.The present invention also provides the rock side slope inclination measurement system construction methods that one kind can test pore water pressure.The invention has the benefit that the inclination measurement system can be not only used for monitoring rock mass deep biosphere, level of ground water can also be monitored, realizes that deviational survey hole and level of ground water pore are combined into one in rock side slope.
Description
Technical field
The invention belongs to engineering construction fields, and in particular to one kind can test pore water pressure rock side slope inclination measurement system and
Its construction method.
Background technique
Rock mass slope weak intercalated layer is generally divided into argillization layer and crushed zone, and argillization layer is impermeable stratum, crushed zone water penetration
Preferably, this special construction is gathered in underground water easily on argillization face, forms hydrostatic pressure；Argillization layer meets water softening simultaneously,
Character is deteriorated.Therefore, when weak intercalated layer and side slope face constitute Disadvantageous combination, argillization layer is generally potential slide surface, therefore deep
Weak intercalated layer displacement and pore water pressure are the big event of monitoring.
Deep soils can be put into pipe continuously by burying inclinometer pipe in side slope drills, then by movable type inclinometer
The inclination angle of inclinometer pipe is tested, conversion obtains side slope deep displacement.In order to guarantee the cooperative transformation of rock mass and inclinometer pipe, inclinometer pipe with
Gap needs grouting reinforcement between the wall of a borehole.Pore water pressure monitoring also needs the water level pipe that drills and install, then is surveyed using water level
Underground flood peak in measuring appratus measurement pipe, conversion obtain rock mass Pore Pressure.
Under the conditions of the prior art, deviational survey hole and underground water hole are usually independently to arrange in rock side slope.Different from the soil body
Middle deviational survey tube wall and hole wall can directly fill the sand of good penetrability, and gap needs to fill between inclinometer pipe and the wall of a borehole in rock mass
Cement slurry, permeability is very low after consolidation, has blocked the connection in inclinometer pipe between water and underground water, and test tube head is caused to represent not
The actual head of monitored body；If all sand body filler materials big using permeability, can enable the head in inclinometer pipe represent
Monitored rock mass head, but stiffness differences are big between loose sand body and rock mass, and the two cooperative transformation is poor, influences displacement measurement effect
Fruit.
Summary of the invention
It is an object of the present invention in view of the deficiencies of the prior art, provide a kind of rock side slope that can test pore water pressure
Inclination measurement system and its construction method can also test weak intercalated layer hole while guaranteeing rock mass slope weak intercalated layer deformation test
Gap hydraulic pressure.
The technical solution adopted by the present invention are as follows: one kind can test the rock side slope inclination measurement system of pore water pressure, including deviational survey
Pipe, inclinometer pipe are vertically placed in deviational survey hole, and deviational survey hole is opened in rock side slope structure；The inclinometer pipe includes being sequentially communicated
Lower section inclinometer pipe, middle section inclinometer pipe and upper section inclinometer pipe, the bottom of middle and lower sections inclinometer pipe is equipped with bottom cover, middle section inclinometer pipe
Tube wall interval open up several flowing holes；Injection slurry is perfused in gap between the outer wall and deviational survey hole of lower section inclinometer pipe；Institute
The crushed zone stated on the pipeline section position of middle section inclinometer pipe and the argillization layer of rock side slope is corresponding, the outer wall and deviational survey of middle section inclinometer pipe
Fine sand soil is filled in gap between hole；Injection slurry is perfused in gap between the outer wall and deviational survey hole in upper section deviational survey hole.
According to the above scheme, layer of non-woven fabric is enclosed in the outer wall of middle section inclinometer pipe.
According to the above scheme, the fine sand soil top between the outer wall of middle section inclinometer pipe and deviational survey hole is laid with one layer of bentonite.
According to the above scheme, vertical buret is equipped in the deviational survey hole.
According to the above scheme, the first Grouting Pipe and the second Grouting Pipe is respectively set in the outer wall two sides in deviational survey hole, wherein first
Grouting Pipe protrudes into the gap between the outer wall of lower section inclinometer pipe and deviational survey hole；Second Grouting Pipe protrudes into the outer wall of upper section inclinometer pipe
In gap between deviational survey hole.
The present invention also provides the rock side slope inclination measurement system construction methods that one kind can test pore water pressure, including following step
It is rapid:
Step 1: boring deviational survey hole and choosing the inclinometer pipe described in claim 1 being of convenient length；
Step 2: installation inclinometer pipe；
Step 3: decentralization inclinometer pipe, until bottom cover is located at the bottom in deviational survey hole；Using the nozzle of pipe lid closing inclinometer pipe；
Step 4: being in the milk in the gap between lower section inclinometer pipe and deviational survey hole, using the first Grouting Pipe when injection slurry
Liquid level stops grouting when reaching the lower end of middle section inclinometer pipe；
Step 5: fine sand soil is inserted in gap between middle section inclinometer pipe and deviational survey hole, when fine sand soil height is more than broken
After broken band height, change and fill out bentonite and be compacted, until bentonitic top surface reaches the lower end of upper section inclinometer pipe；
Step 6: being in the milk in the gap between upper section inclinometer pipe and deviational survey hole using the second Grouting Pipe, until injection slurry
Liquid level reach deviational survey hole aperture at；
Step 7: cleaning construction site.
According to the above scheme, in step 4, grouting quantity is calculated before grouting, transfers buret again in deviational survey hole after grouting
It takes out, the injection slurry position of utilization pipe surface attachment judges the liquid level of injection slurry.
According to the above scheme, in step 5, the lower end surface compacted fill of buret is utilized；According in buret decentralization process by
Depth when resistance judges fine sand soil apical side height.
According to the above scheme, in step 2, the assemble method of inclinometer pipe are as follows: bottom cover is installed in the lower end of lower section inclinometer pipe,
And it is put into togerther in deviational survey hole after binding the first Grouting Pipe；Middle section inclinometer pipe and upper section inclinometer pipe are successively installed again；It is surveyed in middle section
The outer wall of inclined tube wraps up layer of non-woven fabric, binds the second Grouting Pipe in the outer wall of upper section inclinometer pipe, makes the lower end of the first Grouting Pipe
For mouth in the gap between lower section inclinometer pipe and deviational survey hole, the lower port of the second Grouting Pipe is located at upper section inclinometer pipe and deviational survey hole
Between gap in.
According to the above scheme, in step 5, bentonitic thickness h (m) is greater than injection slurry in setting time t (s) in swelling
The lower thickness seeped, meets following formula relationship h > (Kh in soilw·t)1/2, in formula, K is bentonitic infiltration coefficient, m/s；I is water
Force gradient, hwFor injection slurry maximum height, m.
The invention has the benefit that inclinometer pipe of the present invention is designed as segmentation structure, on the one hand using movable
Inclinometer is put into the inclination angle of follow-on test inclinometer pipe in pipe, and side slope deep displacement can be obtained in conversion；Another aspect middle section deviational survey
Pipe is located at Broken rock mass, and flowing hole is offered on the inclinometer pipe of middle section, and underground water enters middle section through fine sand soil and flowing hole and surveys
Inclined hole, head are measured using hydrological instrument, and inclination measurement system of the present invention both can be used for monitoring rock mass deep biosphere,
Level of ground water can also be monitored, realizes that deviational survey hole and level of ground water pore are combined into one in rock side slope, greatly reduce work
Amount, reduces construction cost, improves construction efficiency；Fine sand soil surface in deviational survey hole is laid with bentonite, can effectively prevent
The injection slurry on top penetrates into the underground water connection section of fine sand soil, keeps the permeability of fine sand soil, guarantees that underground water normally enters
Middle section inclinometer pipe；The outer wall of middle section inclinometer pipe wraps up layer of non-woven fabric, and fine sand soil can be effectively prevent to enter middle section with underground water and surveyed
Inclined tube influences measurement effect；The height that injection slurry and fine sand soil are measured using buret guarantees the accuracy of measurement；The present invention is set
Meter is rationally, easy to operate.
Detailed description of the invention
Fig. 1 is the structural diagram of the present invention.
Wherein: 1, argillization layer；2, crushed zone；3, bottom cover；4, lower section inclinometer pipe；5, middle section inclinometer pipe；6, the first Grouting Pipe；
7, the second Grouting Pipe；8, injection slurry；9, fine sand soil；10, buret；11, deviational survey hole；12, upper section inclinometer pipe.
Specific embodiment
For a better understanding of the present invention, the present invention is further described in the following with reference to the drawings and specific embodiments.
A kind of rock side slope inclination measurement system that can test pore water pressure as shown in Figure 1, including inclinometer pipe, inclinometer pipe are vertical
It is placed in deviational survey hole 11, deviational survey hole 11 is opened in rock side slope structure；The inclinometer pipe includes that the lower section being sequentially communicated is surveyed
Inclined tube 4, middle section inclinometer pipe 5 and upper section inclinometer pipe 12, the bottom of middle and lower sections inclinometer pipe 4 are equipped with bottom cover 3, middle section inclinometer pipe 5
Tube wall interval open up several flowing holes；Injection slurry is perfused in gap between the outer wall and deviational survey hole 11 of lower section inclinometer pipe 4
8；The pipeline section position of the middle section inclinometer pipe 5 is corresponding with crushed zone 2 on the siltized intercalation of rock side slope, outside middle section inclinometer pipe 5
Fine sand soil 9 is filled in gap between wall and deviational survey hole 11；Seam between the outer wall and deviational survey hole 11 in upper section deviational survey hole 11
Injection slurry 8 is perfused in gap.
Preferably, layer of non-woven fabric is enclosed in the outer wall of middle section inclinometer pipe 5.
Preferably, the fine sand soil top between the outer wall of middle section inclinometer pipe 5 and deviational survey hole 11 is laid with one layer of bentonite, prevents
The grouting liquid on top penetrates into sand, keeps the permeability of fine sand soil 9.
Preferably, (unit m) should be greater than setting time t, and (slurries are in bentonite in unit s) for bentonitic thickness h
The thickness of lower infiltration, it may be assumed that
h>V·t (1)
V=Ki=Khw/h (2)
In above formula, V is the infiltration rate of injection slurry 8, m/s；K is bentonitic infiltration coefficient, m/s；I is hydraulic gradient
(dimensionless), hwFor the maximum height of injection slurry 8, m.
Formula (2) substitutes into formula (1), can be obtained
h>(K·hw·t)1/2 (3)
Preferably, the flowing hole on middle section inclinometer pipe 5 can be flower hole, square hole or circular hole.Flowing hole is straight in the present embodiment
The circular hole of 4~6mm of diameter, dislocation arrangement, penetrates tube wall；The distance between adjacent circular holes boundary is no less than 2.5 times of apertures (radius),
It avoids influencing each other when circular hole aperture, to guarantee the intensity of inclinometer pipe.
Preferably, it is equipped with vertical buret 10 in the deviational survey hole 11, for detecting the liquid level and sand filler of injection slurry 8
Height.
Preferably, the first Grouting Pipe 6 and the second Grouting Pipe 7 is respectively set in the outer wall two sides in deviational survey hole 11, wherein first
Grouting Pipe 6 protrudes into the gap between the outer wall of lower section inclinometer pipe 4 and deviational survey hole 11, for being in the milk in the space；Second slip casting
Pipe 7 protrudes into the gap between the outer wall of upper section inclinometer pipe 12 and deviational survey hole 11, for being in the milk in the space.
In the present invention, the inclinometer pipe is segmentation structure, wherein between upper section inclinometer pipe 12 and middle section inclinometer pipe 5, in
It is connected respectively by modular connection between section inclinometer pipe 5 and lower section inclinometer pipe 4；Wherein the upper end of upper section inclinometer pipe 12 is beyond survey
Inclined hole 11, middle section inclinometer pipe 5 are process by standard inclinometer pipe aperture, and position is corresponding with crushed zone 2 on siltized intercalation.It is described
Guiding is placed in the bottom in deviational survey hole 11 when bottom cover 3 is used to install.Buret 10 is segmentation structure, by the stainless of several 1.2m long
Steel steel pipe is sequentially connected end to end into (threaded connection).If upper section inclinometer pipe 12, middle section inclinometer pipe 5 and lower section inclinometer pipe 4 by
Dry standard inclinometer pipe is formed by connecting, and standard inclinometer pipe is Φ 70mm aluminum pipe, pipe range 3m；Bottom cover 3 can be standard component.
A kind of rock side slope inclination measurement system construction method for testing pore water pressure, comprising the following steps:
Step 1: boring deviational survey hole 11 and choosing inclinometer pipe: deviational survey hole 11 of spudding on rock mass, according to the depth in deviational survey hole 11
And rock crushing layer position, the upper section inclinometer pipe 12, middle section inclinometer pipe 5 and lower section inclinometer pipe 4 being of convenient length are chosen, and in determination
Height of 5 lower end surface of section inclinometer pipe apart from 11 bottom hole of deviational survey hole；
Step 2: installation inclinometer pipe: installing bottom cover 3 in the lower end of lower section inclinometer pipe 4, and it is latter to bind the first Grouting Pipe 6
It rises and is put into deviational survey hole 11；Middle section inclinometer pipe 5 and upper section inclinometer pipe 12 are successively installed again；The outer wall package of inclinometer pipe 5 in middle section
Layer of non-woven fabric binds the second Grouting Pipe 7 in the outer wall of upper section inclinometer pipe 12, under guaranteeing that the lower port of the first Grouting Pipe 6 is located at
In gap between section inclinometer pipe 4 and deviational survey hole 11, the lower port of the second Grouting Pipe 7 is located at upper section inclinometer pipe 12 and deviational survey hole 11
Between gap in；
Step 3: decentralization inclinometer pipe, until bottom cover 3 is located at the bottom in deviational survey hole 11；Using the pipe of pipe lid closing inclinometer pipe
Mouthful；
Step 4: grouting quantity is calculated, using the first Grouting Pipe 6, in the gap between lower section inclinometer pipe 4 and deviational survey hole 11
Grouting, and (after further taking out in the lower discharge hole of buret 10, surface attachment is observed using the liquid level that buret 10 detects injection slurry 8
Slurries position judges liquid level)；Stop grouting when the liquid level of injection slurry 8 reaches the lower end of middle section inclinometer pipe 5；
Step 5: inserting fine sand soil 9 in gap between middle section inclinometer pipe 5 and deviational survey hole 11, while buret 10 is transferred,
Utilize the lower end surface compacted fill of buret 10；Depth judges 9 top surface of fine sand soil when according in 10 decentralization process of buret by resistance
Highly, after 9 height of fine sand soil is more than 2 height of crushed zone, change and fill out bentonite and be compacted, until bentonitic top surface reaches upper section
The lower end of inclinometer pipe 12；
Step 6: be in the milk in the gap between upper section inclinometer pipe 12 and deviational survey hole 11 using the second Grouting Pipe 7, until
The liquid level of injection slurry 8 reaches at 11 aperture of deviational survey hole；
Step 7: cleaning construction site.
Embodiment: the Changjiang river bank slope is dip slope, and geological conditions is poor, develops inclined slope aspect weak intercalated layer.Consider geology item
The complexity of part, the uncertain of rock mass condition influence, and have carried out safety monitoring to periphery rock mass, have included deviational survey in monitoring project
Pore and the monitoring of underground flood peak pore.Geologic survey discovery, side slope basement rock are limestone, breccia, are developed along weak dust rock stratum
There is a siltized intercalation, the exposure in slope surface, heavy rain has underground water leakage later.It is formed after the sliding of rock stratum above local siltized intercalation
Exposed bedrock surface, therefore judge this layer of position siltized intercalation for Slope Sliding face.
1, deviational survey hole 11 is bored, the aperture in deviational survey hole 11 is Φ 110mm, depth 40m；It is edited and recorded by lithology, borehole camera
It discloses 17~20m of hole depth and develops black gray expandable dust rock stratum, relatively broken, with a thickness of 3m, yellowish-brown argillization occurs in dust interlayer bottom
Band, with a thickness of 50cm；It is anomaly of wave velocity area that 11 interior angle gravel bed of deviational survey hole is bored in wave velocity testing display, according to side slope formation strike, is inclined
To analysis obtains boring the position of siltized intercalation and the sliding surface of exposure in slope surface in 11 interior angle gravel bed of deviational survey hole and belongs to same layer position；
2, according to 2 thickness of crushed zone (3m) in drilling and 1 position of argillization layer (away from bottom hole 20m), select length in 3m
Section inclinometer pipe 5, length are the lower section inclinometer pipe 4 of 20m.
3, the length for preparing standard inclinometer pipe namely 14 Φ 70mm is the aluminum pipe of 3m, and the modular connection of same material is total
14,1 standard bottom cover；Middle section inclinometer pipe 5 is processed using standard inclinometer pipe, length 3m, and surrounding is gathered Φ 6mm circular hole, is misplaced
Arrangement, circular hole penetrate tube wall；Prepare the installations such as screw, back-up wrench, Plastic Bandage, non-woven fabrics, Grouting Pipe, steel pipe auxiliary simultaneously
Tool and material.
4, standard bottom cover and standard inclinometer pipe are installed, and together with the binding of the root of the first Grouting Pipe 6, down from aperture
Put to nozzle from the ground 0~50cm when, standard inclinometer pipe is sequentially connected using modular connection by structure chart and projected depth and is opened
Inclinometer pipe, standard inclinometer pipe equipped with flowing hole transfer from aperture in connection, and bind the second note again in upper section inclinometer pipe 12
Starch pipe 7；Until standard bottom cover is inserted into 11 bottom of deviational survey hole, the inclinometer pipe is installed.
5, it is in the milk.First calculate injection slurry 8 in the gap between the lower section inclinometer pipe 4 and deviational survey hole 11 of 1 lower part of argillization layer
Amount, utilize 6 grouting reinforcement of the first Grouting Pipe to 20m high；The gap between middle section inclinometer pipe 5 and deviational survey hole 11 backfills 3m again
High fine sand soil 9, and one layer of 10cm thickness bentonite is laid on the surface of fine sand soil 9；Finally surveyed using the second Grouting Pipe 7 in upper section
Injection slurry 8 is perfused in gap between inclined tube 12 and deviational survey hole 11.The liquid level and sand packed height of above-mentioned injection slurry 8 pass through
The buret 10 for transferring stainless-steel pipe composition measures.
6, the installation and embedded work of inclinometer pipe are so far completed, and GPF (General Protection False is carried out to aperture.
It is monitored after being all installed, deviational survey pore is observed using inclinometer, and underground flood peak uses artificial water-level gauge
It measures.Compared with traditional inclinometer pipe independently arranged, difference is displaced in inclinometer error range, it is slightly higher to measure water level
In river position, and it is consistent with river water level variation.Through testing, inclination measurement system of the present invention both can be used for monitoring rock mass depth
Portion's horizontal displacement can also monitor level of ground water, realize that deviational survey hole 11 and level of ground water pore are combined into one in rock side slope.
Finally it should be noted that these are only the preferred embodiment of the present invention, it is not intended to restrict the invention, although
Referring to embodiment, invention is explained in detail, for those skilled in the art, still can be to aforementioned
Technical solution documented by each embodiment is modified or equivalent replacement of some of the technical features, but it is all
Within the spirit and principles in the present invention, any modification, equivalent replacement, improvement and so on should be included in protection of the invention
Within the scope of.
Claims (10)
1. the rock side slope inclination measurement system that one kind can test pore water pressure, which is characterized in that including inclinometer pipe, inclinometer pipe is put vertically
It is placed in deviational survey hole, deviational survey hole is opened in rock side slope structure；The inclinometer pipe include the lower section inclinometer pipe being sequentially communicated, in
Section inclinometer pipe and upper section inclinometer pipe, the bottom of middle and lower sections inclinometer pipe are equipped with bottom cover, and the tube wall interval of middle section inclinometer pipe opens up
Several flowing holes；Injection slurry is perfused in gap between the outer wall and deviational survey hole of lower section inclinometer pipe；The middle section inclinometer pipe
Pipeline section position is corresponding with the crushed zone on the argillization layer of rock side slope, in the gap between the outer wall and deviational survey hole of middle section inclinometer pipe
Fill fine sand soil；Injection slurry is perfused in gap between the outer wall and deviational survey hole in upper section deviational survey hole.
2. the rock side slope inclination measurement system of pore water pressure can be tested as described in claim 1, which is characterized in that in middle section deviational survey
The outer wall of pipe is enclosed with layer of non-woven fabric.
3. the rock side slope inclination measurement system of pore water pressure can be tested as described in claim 1, which is characterized in that middle section inclinometer pipe
Outer wall and deviational survey hole between fine sand soil top be laid with one layer of bentonite.
4. the rock side slope inclination measurement system of pore water pressure can be tested as described in claim 1, which is characterized in that the deviational survey hole
It is interior to be equipped with vertical buret.
5. the rock side slope inclination measurement system of pore water pressure can be tested as described in claim 1, which is characterized in that in deviational survey hole
The first Grouting Pipe and the second Grouting Pipe is respectively set in outer wall two sides, wherein the first Grouting Pipe protrudes into outer wall and the survey of lower section inclinometer pipe
In gap between inclined hole；Second Grouting Pipe protrudes into the gap between the outer wall of upper section inclinometer pipe and deviational survey hole.
6. the rock side slope inclination measurement system construction method that one kind can test pore water pressure, which comprises the following steps:
Step 1: boring deviational survey hole and choosing the inclinometer pipe described in claim 1 being of convenient length:
Step 2: installation inclinometer pipe；
Step 3: decentralization inclinometer pipe closes the nozzle of inclinometer pipe until bottom cover is located at the bottom in deviational survey hole；
Step 4: being in the milk in the gap between lower section inclinometer pipe and deviational survey hole, using the first Grouting Pipe when the liquid level of injection slurry
Height stops grouting when reaching the lower end of middle section inclinometer pipe；
Step 5: fine sand soil is inserted in gap between middle section inclinometer pipe and deviational survey hole, when fine sand soil height is more than crushed zone
After height, change and fill out bentonite and be compacted, until bentonitic top surface reaches the lower end of upper section inclinometer pipe；
Step 6: being in the milk in the gap between upper section inclinometer pipe and deviational survey hole using the second Grouting Pipe, until the liquid of injection slurry
Face reaches at the aperture of deviational survey hole；
Step 7: cleaning construction site.
7. the rock side slope inclination measurement system construction method of pore water pressure can be tested as claimed in claim 6, which is characterized in that
In step 4, grouting quantity is calculated before grouting, is transferred buret after grouting in deviational survey hole and is further taken out, the attachment of utilization pipe surface
Injection slurry position judge the liquid level of injection slurry.
8. the rock side slope inclination measurement system construction method of pore water pressure can be tested as claimed in claim 6, which is characterized in that
In step 5, the lower end surface compacted fill of buret is utilized；Depth when according in buret decentralization process by resistance judges fine sand
Native apical side height.
9. the rock side slope inclination measurement system construction method of pore water pressure can be tested as claimed in claim 6, which is characterized in that
In step 2, the assemble method of inclinometer pipe are as follows: install bottom cover in the lower end of lower section inclinometer pipe, and after the first Grouting Pipe of binding together
It is put into deviational survey hole；Middle section inclinometer pipe and upper section inclinometer pipe are successively installed again；In middle section, the outer wall of inclinometer pipe wraps up one layer of nonwoven
Cloth binds the second Grouting Pipe in the outer wall of upper section inclinometer pipe, the lower port of the first Grouting Pipe is made to be located at lower section inclinometer pipe and deviational survey
In gap between hole, the lower port of the second Grouting Pipe is in the gap between upper section inclinometer pipe and deviational survey hole.
10. the rock side slope inclination measurement system construction method of pore water pressure can be tested as claimed in claim 6, which is characterized in that
In step 5, bentonitic thickness h is greater than injection slurry lower thickness seeped in bentonite in setting time t, meets following formula pass
It is h > (Khw·t)1/2, in above formula, V is the infiltration rate of injection slurry, m/s；K is bentonitic infiltration coefficient, m/s；I is water
Force gradient, hwFor slurries maximum height, m.
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| 白建光: "《工程地质》", 31 August 2017, 北京理工大学出版社 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110617798A (en) * | 2019-10-16 | 2019-12-27 | 辽宁大学 | Monitoring tube structure for tailing dam infiltration line and distribution thereof |
| CN112323729A (en) * | 2020-10-28 | 2021-02-05 | 安徽省交通建设股份有限公司 | Pile foundation bearing platform river-facing deep foundation pit supporting system and construction method |
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