CN103573276B - A kind of mobilism grouting method - Google Patents

A kind of mobilism grouting method Download PDF

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Publication number
CN103573276B
CN103573276B CN201310576180.3A CN201310576180A CN103573276B CN 103573276 B CN103573276 B CN 103573276B CN 201310576180 A CN201310576180 A CN 201310576180A CN 103573276 B CN103573276 B CN 103573276B
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slip casting
water
sealing
district
consolidation
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CN201310576180.3A
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CN103573276A (en
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路刚
薛洪松
刘希胜
王利民
牛运君
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BCEG Civil Engineering Co Ltd
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BCEG Civil Engineering Co Ltd
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Abstract

The invention discloses a kind of rich water thin silt mobilism grouting construction method, comprising: according to stratum and groundwater condition, whole range of grouting is divided into sealing district, water sealing consolidation district and stabilization zone from outside to inside successively; Detect formation parameter and carry out preparation of construction; Base area layer parameter configuration water-stop slurry, carries out ejection for water plugging to sealing district; Base area layer parameter configuration sealing is held concurrently strengthening stratum slurries, carries out ejection for water plugging and strengthening stratum to water sealing consolidation district; Base area layer parameter configuration strengthening stratum slurries, carry out Grouting Consolidation to stabilization zone; Tunnel is treated that the hydrostatic test is carried out in excavation area, inspection transmission coefficient, and soil strength is tested, check slip casting effect; In check result be slip casting effect good time, carry out tunnel excavation, in check result be slip casting effect bad time, find slip casting weak link, supplementary slip casting carried out to slip casting weak link specific aim; By the present invention, good ejection for water plugging consolidation effect can be reached in the slip casting of rich water thin silt.

Description

A kind of mobilism grouting method
Technical field
The present invention relates to tunnels and underground engineering technical field, particularly relate to a kind of mobilism grouting method of rich pigment fine sand layer.
Background technology
Along with the fast development of underground space development, increasing engineering can run into rich pigment fine sand layer, this stratum abundant water, have certain pressure-bearing property, it is large to gush the blowout water yield, may cause gushing water, cave in, the accident such as inbreak, thus have influence on the safety of ground, surrounding enviroment, have a strong impact on programming and construction quality, even cause engineering to carry out and personnel casualty accidents, cause huge economic loss.Therefore, when running into rich pigment fine sand layer, often needing to carry out grouting for water blocking reinforcing, just can carry out successive projects.
Traditional grouting method thinks that fine sand layer is uniform, and is all constant in tunnel excavation process, and this theory causes certain blindness, makes the slip casting failure of rich pigment fine sand more than success.Usually the grouting method adopted at present is Full-face pouring technology, and its supposition stratum is equally distributed, and outer side hydraulic pressure is uniformly distributed, and grouting and reinforcing scope is relevant with outer side hydraulic pressure, and hydraulic pressure is higher, the water yield is larger, and reinforcing scope is also larger.But in fact stratum is uneven distribution, outer side hydraulic pressure neither be equally distributed, and along with the excavation in tunnel, formation condition and underground water are dynamic changes, therefore Full-face pouring technology easily cause slip casting failure or slip casting effect undesirable.
Summary of the invention
For overcoming the deficiency that above-mentioned prior art exists, the main purpose of the present invention is to provide a kind of mobilism grouting method, to realize the mobilism of slip casting, reaches good ejection for water plugging consolidation effect in the slip casting of rich pigment fine sand layer.
For reaching above-mentioned and other object, the present invention proposes a kind of mobilism grouting method, comprises the steps:
Step one, is divided into sealing district, water sealing consolidation district and stabilization zone according to stratum and groundwater condition from outside to inside successively by whole range of grouting;
Step 2, detects formation parameter and carries out preparation of construction;
Step 3, according to detecting the formation parameter configuration water-stop slurry obtained, utilizing described water-stop slurry to carry out ejection for water plugging to described sealing district, not requiring to produce intensity;
Step 4, to hold concurrently strengthening stratum slurries according to detecting the formation parameter configuration sealing obtained, and utilizes described sealing strengthening stratum slurries of holding concurrently to carry out ejection for water plugging and strengthening stratum to described water sealing consolidation district;
Step 5, according to detecting the formation parameter configuration strengthening stratum slurries obtained, utilizes described strengthening stratum slurries to carry out Grouting Consolidation to described stabilization zone;
To tunnel, step 6, treats that the hydrostatic test is carried out in excavation area, inspection transmission coefficient, and tests to soil strength, checks slip casting effect;
Step 7, in check result be slip casting effect good time, carry out tunnel excavation; In check result be slip casting effect bad time, find slip casting weak link, supplementary slip casting carried out to slip casting weak link specific aim.
Further, after step 7, also comprise the steps:
According to the water yield, current, the soil body stream plasticity of excavating out the soil body, judge that whether slip casting effect is good further;
If judged result to be slip casting effect good, then judge whether slip casting process needs optimization further, if judged result when to be slip casting effect not good, then found slip casting weak link, carried out supplementary slip casting to slip casting weak link specific aim;
As slip casting process needs to optimize, then according to the water yield of the soil body excavated out, current, soil body stream plastic analysis front of tunnel heading stratum, groundwater change situation, according to analysis result, the slip casting process that next circulates is optimized, otherwise directly enters next circulation slip casting process.
It is further, described that to carry out the step of supplementary slip casting to slip casting weak link specific aim as follows:
If slip casting weak link when to be stagnant water effect bad, then returns step 3; If slip casting weak link when to be sealing consolidation effect bad, then returns step 4; If slip casting weak link when to be the consolidation effect of described stabilization zone bad, then return step 5 and carries out region reinforcement.
Further, described sealing district is outermost region, tunnel, described water sealing consolidation district has certain sealing ability and has the region of certain reinforcement effect in described sealing district with outside described stabilization zone, and described stabilization zone is the region for consolidation loose soil bed in tunnel.
Further, described sealing district is the region of 0.8 ~ 1.2m outside tunnel excavation outline line, described water sealing consolidation district can be the region outside excavation contour line within 1.5 ~ 2.5m and excavation contour line between 0.8 ~ 1.2m, and described stabilization zone is the nucleus within excavation contour line.
Further, described formation parameter comprises the composition situation of the transmission coefficient on stratum, water yield, particle.
Further, described water-stop slurry adopts modified water glass slurry, and described sealing strengthening stratum slurries of holding concurrently adopt ordinary Portland cement-water glass slurry, and described strengthening stratum slurries adopt cement paste.
Further, in step 6, adopt inspection eye core sample method and inspection eye transmission coefficient method of testing combinatorial test slip casting effect.
Compared with prior art, slip casting and tunnel excavation are observed and being combined by a kind of mobilism grouting method of the present invention, judge slip casting effect by observed result analysis, find slip casting weak link, and guide and whether take supplementary slip casting, and judge front of tunnel heading stratum, groundwater change situation by observed result analysis, instruct next circulation slip casting reasonable implementation, thus achieve the mobilism of slip casting, avoid the blindness of slip casting, slurry injection technique is tallied with the actual situation more, thus reaches good ejection for water plugging consolidation effect.
Accompanying drawing explanation
Fig. 1 is the flow chart of steps of a kind of mobilism grouting method of the present invention;
Fig. 2 is subregion schematic diagram in present pre-ferred embodiments;
Fig. 3 is the flow chart of steps of the preferred embodiment of a kind of mobilism grouting method of the present invention.
Detailed description of the invention
Below by way of specific instantiation and accompanying drawings embodiments of the present invention, those skilled in the art can understand other advantage of the present invention and effect easily by content disclosed in the present specification.The present invention is also implemented by other different instantiation or is applied, and the every details in this manual also can based on different viewpoints and application, carries out various modification and change not deviating under spirit of the present invention.
Fig. 1 is the flow chart of steps of a kind of mobilism grouting method of the present invention.As shown in Figure 1, a kind of mobilism grouting method of the present invention, for the slip casting of rich water thin silt, comprises the steps:
Step 101, is divided into three regions according to stratum and groundwater condition by whole range of grouting, that is: sealing district, water sealing consolidation district and stabilization zone, as shown in Figure 2:
(1) sealing district is outermost slip casting, and Main Function is sealing, according to groundwater condition, can perform individual layer sealing district or multilayer sealing district;
(2) water sealing consolidation district, plays and has certain sealing ability and have certain reinforcement effect, can divide into this based on sealing or based on the region reinforced, this district is distributed in sealing district according to groundwater condition;
(3) stabilization zone is simple reinforcing, and Main Function is consolidation loose soil bed, is beneficial to tunnel or excavation of foundation pit.
Step 102, detect the transmission coefficient on stratum, water yield, particle the parameters such as composition situation carry out preparation of construction.
Step 103, according to the parameter configuration water-stop slurry on the stratum obtained, utilizes water-stop slurry to carry out ejection for water plugging to the sealing district outside tunnel, does not require to produce intensity.
Step 104, to hold concurrently strengthening stratum slurries according to the parameter configuration sealing on stratum obtained, carries out ejection for water plugging and strengthening stratum to the water sealing consolidation district outside tunnel.
Step 105, according to the parameter configuration strengthening stratum slurries on the stratum obtained, carries out Grouting Consolidation to the stabilization zone in tunnel.
To tunnel, step 106, treats that the hydrostatic test is carried out in excavation area, inspection transmission coefficient, and tests to soil strength, checks slip casting effect.
Step 107, in check result be slip casting effect good after, carry out tunnel excavation; In check result be slip casting effect bad time, find slip casting weak link, specific aim carries out supplementary slip casting.Such as slip casting weak link be stagnant water effect bad time, then return step 103, slip casting weak link be sealing consolidation effect bad time, then return step 104, slip casting weak link is that the consolidation effect in tunnel reinforcement district is bad, then return step 105 and carry out region reinforcement.
Preferably, for obtaining better ejection for water plugging consolidation effect, after step 107, also comprise the steps:
Step 108, according to the water yield, current, the soil body stream plasticity of excavating out the soil body, judges that whether slip casting effect is good further.
Step 109, if judged result is that slip casting effect is good, then judge whether slip casting process needs to optimize further, as needed to optimize, then according to the water yield of the soil body excavated out, current, soil body stream plastic analysis front of tunnel heading stratum, groundwater change situation, according to analysis result, the slip casting process that next circulates is optimized, to instruct next circulation slip casting reasonable implementation, if do not needed to optimize, then directly enter next circulation slip casting process; If it is not good that judged result is slip casting effect, then find slip casting weak link, specific aim carries out supplementary slip casting.Such as slip casting weak link be stagnant water effect bad time, then return step 103, slip casting weak link be sealing consolidation effect bad time, then return step 104, slip casting weak link is that the consolidation effect in tunnel reinforcement district is bad, then return step 105 and carry out region reinforcement.
Fig. 3 is the flow chart of steps of the preferred embodiment of a kind of mobilism grouting method of the present invention.In present pre-ferred embodiments, before mobilism slip casting, carry out preparation of construction: first according to stratum and groundwater condition, whole range of grouting is divided into sealing district, water sealing consolidation district and region, three, stabilization zone, sealing district is the outermost slip casting district outside tunnel, can be 0.8 ~ 1.2m outside tunnel excavation outline line, water sealing consolidation district can be the region outside excavation contour line within 1.5 ~ 2.5m and excavation contour line between 0.8 ~ 1.2m, stabilization zone is the nucleus within excavation contour line, Fig. 4 be present pre-ferred embodiments hole in tunneling boring water-stop curtain mortar depositing construction schematic diagram.In figure, black silhouette line is interval main track preliminary bracing structure, and in structure, innermost region is soil stabilization district, 1m in structure, and the region of the outer 2m of structure is sealing stabilization zone, pool till the region of outermost, and width is 1m; Then detect the transmission coefficient on stratum, water yield, particle the parameters such as composition situation carry out preparation of construction, in present pre-ferred embodiments, sieve test is carried out to soil sample, the soil body apparent density be 2600kg/m3, fineness modulus is 1.3, belongs to Extra-fine sand.
Then slip casting process is carried out after preparation of construction, first water-stop slurry is configured, water-stop slurry is utilized to carry out ejection for water plugging to sealing district, do not require to produce intensity, configuration sealing is held concurrently strengthening stratum slurries, carry out ejection for water plugging and strengthening stratum to water sealing consolidation district, configuration strengthening stratum slurries, carry out Grouting Consolidation to stabilization zone.Be proven, adopt modified water glass slurry in sealing district, adopt ordinary Portland cement (superfine cement)-water glass slurry in water sealing consolidation district, stabilization zone adopts cement paste.
Then tunnel is treated that the hydrostatic test is carried out in excavation area, inspection transmission coefficient, and soil strength is tested, check slip casting effect, determine that carrying out supplementary slip casting still excavates by slip casting effect inspection.
In the present invention, the method for slip casting effect inspection can be divided into four large classes, is respectively: 1) analysis classes: P-Q-t curve method, water yield method of comparison, slurries filling rate anti-inference method; 2) class is checked: inspection eye observation, inspection eye core sample method (commonly using), inspection eye transmission coefficient method of testing (commonly using); 3) process class: digging process consolidation effect observation, monitoring and test data judging method; 4) physical prospecting class: radar method, electrical method.In present pre-ferred embodiments, adopt inspection eye core sample method and inspection eye transmission coefficient method of testing (water flood) combinatorial test.In check result be slip casting effect good after, carry out tunnel excavation; In check result be slip casting effect bad time, find slip casting weak link, specific aim carries out supplementary slip casting.Such as slip casting weak link be stagnant water effect bad time, then return ejection for water plugging, slip casting weak link be sealing consolidation effect bad time, then return ejection for water plugging reinforce, slip casting weak link is that the consolidation effect in tunnel reinforcement district is bad, then return grouting and reinforcing and carry out region reinforcement.
After tunnel excavation, according to the water yield, current, the soil body stream plasticity of excavating out the soil body, judge that whether slip casting effect is good further.
If judged result is that slip casting effect is good, then judge whether slip casting process needs to optimize further, as needed to optimize, then according to the water yield of the soil body excavated out, current, soil body stream plastic analysis front of tunnel heading stratum, groundwater change situation, according to analysis result, the slip casting process that next circulates is optimized, to instruct next circulation slip casting reasonable implementation, if do not needed to optimize, then directly enter next circulation slip casting process; If it is not good that judged result is slip casting effect, then find slip casting weak link, specific aim carries out supplementary slip casting.Such as slip casting weak link be stagnant water effect bad time, then return ejection for water plugging, slip casting weak link be sealing consolidation effect bad time, then return step ejection for water plugging reinforce, slip casting weak link is that the consolidation effect in tunnel reinforcement district is bad, then return grouting and reinforcing and carry out region reinforcement
In sum, slip casting and tunnel excavation are observed and being combined by a kind of mobilism grouting method of the present invention, judge slip casting effect by observed result analysis, find slip casting weak link, and guide and whether take supplementary slip casting, and judge front of tunnel heading stratum, groundwater change situation by observed result analysis, instruct next circulation slip casting reasonable implementation, thus achieve the mobilism of slip casting, avoid the blindness of slip casting, slurry injection technique is tallied with the actual situation more, thus reaches good ejection for water plugging consolidation effect.
Above-described embodiment is illustrative principle of the present invention and effect thereof only, but not for limiting the present invention.Any those skilled in the art all without prejudice under spirit of the present invention and category, can carry out modifying to above-described embodiment and change.Therefore, the scope of the present invention, should listed by claims.

Claims (8)

1. a mobilism grouting method, comprising:
Step one, is divided into sealing district, water sealing consolidation district and stabilization zone according to stratum and groundwater condition from outside to inside successively by whole range of grouting;
Step 2, detects formation parameter and carries out preparation of construction;
Step 3, according to detecting the formation parameter configuration water-stop slurry obtained, utilizing described water-stop slurry to carry out ejection for water plugging to described sealing district, not requiring to produce intensity;
Step 4, to hold concurrently strengthening stratum slurries according to detecting the formation parameter configuration sealing obtained, and utilizes described sealing strengthening stratum slurries of holding concurrently to carry out ejection for water plugging and strengthening stratum to described water sealing consolidation district;
Step 5, according to detecting the formation parameter configuration strengthening stratum slurries obtained, utilizes described strengthening stratum slurries to carry out Grouting Consolidation to described stabilization zone;
To tunnel, step 6, treats that the hydrostatic test is carried out in excavation area, inspection transmission coefficient, and tests to soil strength, checks slip casting effect;
Step 7, in check result be slip casting effect good time, carry out tunnel excavation; In check result be slip casting effect bad time, find slip casting weak link, supplementary slip casting carried out to slip casting weak link specific aim.
2. a kind of mobilism grouting method as claimed in claim 1, is characterized in that: after step 7, also comprises the steps:
According to the water yield, current, the soil body stream plasticity of excavating out the soil body, judge that whether slip casting effect is good further;
If judged result to be slip casting effect good, then judge whether slip casting process needs optimization further, if judged result when to be slip casting effect not good, then found slip casting weak link, carried out supplementary slip casting to slip casting weak link specific aim;
As slip casting process needs to optimize, then according to the water yield of the soil body excavated out, current, soil body stream plastic analysis front of tunnel heading stratum, groundwater change situation, according to analysis result, the slip casting process that next circulates is optimized, otherwise directly enters next circulation slip casting process.
3. a kind of mobilism grouting method as claimed in claim 2, is characterized in that, described to carry out the step of supplementary slip casting to slip casting weak link specific aim as follows:
If slip casting weak link when to be stagnant water effect bad, then returns step 3; If slip casting weak link when to be sealing consolidation effect bad, then returns step 4; If slip casting weak link when to be the consolidation effect of described stabilization zone bad, then return step 5 and carries out region reinforcement.
4. a kind of mobilism grouting method as claimed in claim 1, it is characterized in that: described sealing district is outermost region, tunnel, described water sealing consolidation district has certain sealing ability and has the region of certain reinforcement effect in described sealing district with outside described stabilization zone, and described stabilization zone is the region for consolidation loose soil bed in tunnel.
5. a kind of mobilism grouting method as claimed in claim 4, it is characterized in that: described water sealing consolidation district can be the region outside excavation contour line within 1.5 ~ 2.5m and excavation contour line between 0.8 ~ 1.2m, and described stabilization zone is the nucleus within excavation contour line.
6. a kind of mobilism grouting method as claimed in claim 1, is characterized in that: described formation parameter comprises the composition situation of the transmission coefficient on stratum, water yield, particle.
7. a kind of mobilism grouting method as claimed in claim 1, is characterized in that: described water-stop slurry adopts modified water glass slurry, and described sealing strengthening stratum slurries of holding concurrently adopt ordinary Portland cement-water glass slurry, and described strengthening stratum slurries adopt cement paste.
8. a kind of mobilism grouting method as claimed in claim 1, is characterized in that: in step 6, adopts inspection eye core sample method and inspection eye transmission coefficient method of testing combinatorial test slip casting effect.
CN201310576180.3A 2013-11-18 2013-11-18 A kind of mobilism grouting method Expired - Fee Related CN103573276B (en)

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CN108842754B (en) * 2018-07-05 2020-03-17 浙江科技学院 Grouting reinforcement method and device in gravel layer rich in flowing underground water
CN109681214B (en) * 2019-03-01 2020-06-26 中国水利水电第八工程局有限公司 Construction method for reinforcing stratum through full-section grouting
CN110499757A (en) * 2019-08-27 2019-11-26 中铁二局集团有限公司 A kind of water-rich sand layer three axes agitating pile construction method
CN111691903B (en) * 2020-06-02 2022-03-11 中铁十五局集团第三工程有限公司 Construction method of pipe-curtain-method supporting structure

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