CN108842840A - Perforating causes the weak intercalated layer slip-casting lifting method of building settlement under a kind of compensation subway tunnel - Google Patents
Perforating causes the weak intercalated layer slip-casting lifting method of building settlement under a kind of compensation subway tunnel Download PDFInfo
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- CN108842840A CN108842840A CN201810724782.1A CN201810724782A CN108842840A CN 108842840 A CN108842840 A CN 108842840A CN 201810724782 A CN201810724782 A CN 201810724782A CN 108842840 A CN108842840 A CN 108842840A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
- E02D35/005—Lowering or lifting of foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses the weak intercalated layer slip-casting lifting methods that perforating under a kind of compensation subway tunnel causes building settlement, for administering earth's surface building settlement disease brought by constructing metro tunnel.This method step includes：(1) displacement grouting soft layer selects；(2) soft layer pre-reinforcement；(3) soft layer is only escaped curtain and is applied；(4) soft layer slip-casting lifting, it is ensured that building settlement value and settlement difference are no more than permissible value.In the present invention to soft layer surrounding circumferential direction slip casting and construction stratum stops and escapes the technology of curtain, avoid slip-casting lifting from constructing the damage to primary ground, be effectively reduced the requirement to displacement grouting equipment；A kind of construction technology for compensating based on soft layer slip-casting lifting and wearing building settlement under subway tunnel is developed in soft layer smooth escape around under superstratum and surface buildings load action after preventing slip casting.
Description
Technical field
The present invention relates to Urban underground Tunnel field of engineering technology, in particular to perforate and cause under a kind of compensation subway tunnel
The weak intercalated layer slip-casting lifting method of superstructure sedimentation.
Background technique
1. coastal region stratum tends to appear as weak intercalated layer type or interbedding of soft and hard rocks type due to earth history.Cause
This, in many coastal cities in China (such as Tianjin, etc.), after metro tunnel excavation, superstratum often generates biggish sedimentation,
Badly damaged structures or building attached thereto.
2. maximally efficient measure is selected in the coating of tunnel top in order to avoid consequence caused by excessive sedimentation
Then tunnel earth's surface is raised to by the soft formation using slip casing by pressure and settles preceding or predictive designs height, supported by a certain soft layer
Disappear the sinking that superstratum after tunnel excavation generates during Stress relief.
3. but largely the slip-casting lifting based on soft formation practices discovery, and after lifting, the soft layer of slip casting is covered upper
Smooth escape around under the action of formation stress field adjustment and built-loading, grouting layer is thinning or even disappears, and can not only reach
To the effect of lifting earth's surface, bigger sedimentation has been instead resulted in.
4. it is unsuccessful due to soft formation slip-casting lifting, lifting is realized using by hard formation slip casting at present.It is infused based on hard formation
Slurry lifting shows following defect：1. required grouting pressure is 4 times of soft layer grouting pressure or more；2. to grouting equipment requirement
Height, difficulty of construction and risk are big；3. high-pressure slip-casting seriously destroys the structure of natural stratum, left permanently to ground extremely building
Property security risk；4. high pressure slurries often run through lifting layer and enter soft layer, running pulp amount is big, takes time and effort consumption material, and cost is high
Expensive, general effect is poor.
Therefore, it is badly in need of developing a kind of effective slip-casting lifting method for compensating perforating under subway tunnel and causing building settlement.
Explanation of nouns：It encrypts pitch-row, how multiple fill less：I.e. using encryption pitch-row reduce grouting pressure and time grouting quantity rotation flow or
The method for increasing and filling number again is perfused in several holes simultaneously.
Summary of the invention
In view of the above-mentioned problems, it is an object of the invention to solve to wear building object space under weak intercalated layer slip-casting lifting subway tunnel
The problem of method fails, making, which becomes perforating under compensation subway tunnel based on soft layer slip-casting lifting, causes the easy to operate of building settlement
Effective ways.
To achieve the above object, technical scheme is as follows：
Perforating causes the soft layer slip-casting lifting method of building settlement under a kind of compensation subway tunnel, includes the following steps：
Step 1：The screening of displacement grouting region：Select the soft layer position of slip-casting lifting；Determine the soft layer model of slip-casting lifting
It encloses and soft layer reinforcing area；
Step 2：Soft layer is reinforced：It will be to be uplifted soft from earth's surface to selected weak layer region injection solidification water suction slurry
Weak layer carries out pre-reinforcement.
Step 3：Soft layer is only escaped curtain and is applied：It is starched from ground along soft layer reinforcing area boundary using high strength and no shrinting
Material carries out compaction grouting, forms continuous, closed stop on soft layer reinforcing area boundary and escapes curtain；
Step 4：Weak intercalated layer slip-casting lifting：Injected hole is bored from tunnel top or side wall to inject the soft layer in curtain
Earth's surface building is lifted to and settles preceding or predictive designs height by high strength and no shrinting slurries.
Further to improve, the soft layer position selection method of slip-casting lifting is as follows：When needing building to be lifted more evenly,
Select deep hole grouting；When needing building to be lifted more rapidly, (it is obviously big that deep hole grouting is lifted coverage to selection Shallow hole grouting
In Shallow hole grouting, building is lifted more evenly；Shallow hole grouting Uplifting amount increasing degree is greater than deep hole grouting, and final slip casting rate is more
It is high；Final slip casting rate is in non-linear reduction trend with the increase of soft layer thickness)；The soft layer range of slip-casting lifting is ground
The intersection of Ji Yalikuosanjiao and tunnel excavation influence area；Soft layer reinforcing area includes displacement grouting region.
It is further to improve, in the step 2, pre-reinforcement is carried out to the Rock And Soil in selected slip-casting lifting region；It reinforces
Using encryption pitch-row, the less how multiple method of filling, grout material selects high water retaining slurries for region and slip-casting lifting region difference set part.
It is further to improve, in the step 3, after the completion of soft layer reinforcing area boundary grouting and reinforcing, i.e., along reinforcing
Layer boundary periphery carries out compaction grouting formation and only escapes curtain；Only escape curtain other than sealing slip-casting lifting soft layer, also needs to consolidate
It is embedded in the upper and lower hard formation of soft layer, it is respectively 0.5~1.0 times of weak thickness that the upper and lower hard formation of soft layer, which stops and escapes the depth of curtain,
Degree；Injecting paste material is high strength and no shrinting slurries.
It is further to improve, in the step 4, in slip-casting lifting, grouting sequence by only escaping curtain nearby, by
Step is retreated to be promoted toward the intermediate of soft layer, is finally closed up in centre.
Further to improve, the solidification water suction slurry is 0.5 cement-water-clay system of silicate ratio, wherein is adopted
With P042.5 ordinary portland cement, the waterglass of 35 ° of modulus 3.4, concentration Be '；Grouting pressure is controlled in 1.5~2.5MPa.
Further to improve, in the step 3, high strength and no shrinting slurry is 0.45 reinforcement type TGRM injection material of the ratio of mud
Material；Grouting pressure control is in 1.0~1.5MPa in the upper and lower hard formation hard formation of soft layer, the control of soft layer grouting pressure 0.5~
1.2MP。
Specifically, used scheme includes following four step：
Step 1：The screening of displacement grouting region：Requirement according to building to lifting degree, according to the comprehensive column of formation
Shape figure is selected to slip casting soft stratum；It is determined in soft layer by the intersection of foundation pressure diffuser angle and tunnel excavation coverage
Slip-casting lifting region.
Step 2：Weak intercalated layer is reinforced：Determine soft layer reinforcing scope according to displacement grouting region, by earth's surface drilling machine at
Hole, injection solidification water suction slurries carry out pre-reinforcement to soft layer Rock And Soil.
Step 3：Only escape curtain and apply in stratum：Along by the boundary periphery of grouting and reinforcing soft layer, injected by surface drilling
High strength and no shrinting slurries only escape curtain forming continuous closing to slip-casting lifting soft layer surrounding.In height, curtain is in addition to passing through
It wears outside soft layer, it is also necessary to be embedded in the depth of each 0.5~1.0 times of soft layer thickness in its adjacent upper and lower hard formation.
Step 4：Weak intercalated layer slip-casting lifting：By tunnel top and side wall injected hole, since near only slurry curtain,
High strength and no shrinting slurries are hole-specifically injected to soft layer from edge toward centre, and earth's surface is raised to before sedimentation highly or required by prediction
Height.
The technical solution adopted in the present invention has the advantages that：
1, when building and superstratum sink, only escape curtain and block that weak intercalated layer is smooth around to be escaped, avoid slip casting
Lifting layer is thinning and excessive sedimentation phenomenon occurs；
2, effectively realize that slip casting is in soft layer to be lifted building, mitigates slip-casting lifting and damages Proterozoic base, reduces
Requirement and difficulty of construction to displacement grouting equipment, avoid relevant risk；
3, soft layer pre-reinforcement and lifting use high water retaining slurries, can reduce weak intercalated layer moisture content, reduce later period lift
The excess pore water pressure that slip casting generates is risen, slip casting rate is improved；
4, mortar depositing construction can construct with metro tunnel excavation and can carry out simultaneously, tunnel excavation caused by avoiding because of slip casting
Construction efficiency reduces.
Detailed description of the invention
Fig. 1 is weak intercalated layer consolidation grouting diagrammatic cross-section in the embodiment of the present invention；
Fig. 2 is weak intercalated layer consolidation grouting point plan view in the embodiment of the present invention；
Fig. 3 is that only escaping curtain applies diagrammatic cross-section on stratum in the embodiment of the present invention；
Fig. 4 is that only escaping curtain applies slip casting point plan view on stratum in the embodiment of the present invention；
Fig. 5 is weak intercalated layer displacement grouting horizontal section schematic diagram in the embodiment of the present invention；
Fig. 6 is weak intercalated layer displacement grouting longitudinal profile schematic diagram in the embodiment of the present invention；
In figure：1, building；2, miscellaneous fill；3, hardpan；4, weak intercalated layer；5, tunnel；6, tunnel excavation influences model
Enclose angle of flare；7, slip casting point；8, building lot pressure diffusion angle；9, curtain is only escaped on stratum.
Specific embodiment
Below by taking No. 3 line cities tunneling Duan Xiachuangai of certain city's subway lay special stress on protecting historical buildings as an example, in conjunction with attached drawing into one
Step illustrates its technical solution.
Certain city lays special stress on protecting historical building and is built in 1934, is six-storey brick and concrete structure.Basis is long 45m, the rectangle of wide 42m
Raft foundation, buried depth about 3.0m.It is influenced by sea into regression, city stratum is regular sedimentary.Stratigraphic column shows,
From near surface toward depths, stratum composition is followed successively by, recent deposit layer → sea-land interbedding facies sedimentary of artificial earth fill's layer → fragmentary.
Larger sedimentation is easy to happen after excavation disturbance.Metro tunnel excavation span 6.2m, tunnel vault overburden cover are 20.51m.Tunnel
Road is axially perpendicular to building length direction.
To guarantee that the safety in this of Tunnel Passing building uses slip-casting lifting method, steps are as follows for Specific construction：
(1) displacement grouting soft layer selects：To protect the focused protection historical sites to build, using deep hole grouting, with full
The requirement of sufficient uniformity lifting.Compared, selection is with a thickness of 1.2m, the Muddy Bottoms silty clay layer that void ratio is 1.03, top
Apart from earth's surface 9.5m, as shown in Figure 1 and Figure 2.Top-out to stratum coverage according to《Code for design of building》Really
Fixed, tunnel excavation coverage influences angle of flare by tunnel excavation and determines.If αiFor i-th layer of ground settlement influence face and horizontal plane
Angle, then in argillic horizonIn rich water sandy soil layer(For soil layer internal friction angle).Calculate to obtain lifting
Each boundary translates 3.5m outward based on slip casting zone boundary.
(2) soft layer is reinforced：As shown in Figure 3, Figure 4, the soft layer determined above as slip-casting lifting area is reinforced.Using
HD452D down-the-hole drill pore-forming carries out fracture grouting by the method for slip casting in hollow drill pipe.Drilling depth is in the middle part of soft layer
Depth, bore diameter 100mm, drilling are in multiple rows of quincuncial arrangement, drill bit point before spudding in and cloth hole point away from must not differ
Greater than 2cm, drill pipe angle is arranged as needed and deviation is no more than 1 °.Hole is jumped at interval, and adjacent bored grouting time interval is not
Less than 60min, slurry outlet horizontal direction quincuncial arrangement in the middle part of weak intercalated layer, with discharge slurry oral pore center spacing 5.0m, phase
Adjacent two rows pulp oral pore center spacing 4.8m, surrounding grout outlet only escape curtain 1.8m away from stratum.Injecting paste material is silicate ratio
0.5 cement-water-clay system, using P042.5 ordinary portland cement, the waterglass of 35 ° of modulus 3.4, concentration Be '.Slip casting
Pressure is controlled in 1.5~2.5MPa.
(3) only escape curtain to apply：Run through along out-of-bounds enclosing to apply by compaction grouting to slip-casting lifting layer soft layer reinforcing edge
Layer to be uplifted and be bumped into upper and lower hard formation 0.6m respectively, total height is that 2.4m only escapes curtain.Using HD452D down-the-hole drill pore-forming,
Upstriker compaction grouting is carried out by the method for slip casting in hollow drill pipe, section length is set as 0.6m, and drilling depth is stopped for stratum
Escape curtain bottom projected depth, bore diameter 100mm, drilling hole center spacing 1.8m.Drill bit point and cloth hole point before spudding in
Be not greater than 2cm away from difference, drilling rod is vertical and angular deviation is not more than 1 °.Slip casting height is that curtain design height is only escaped on stratum
Degree, hole is jumped at interval, and adjacent bored grouting time interval is not less than 20min.Injecting paste material is 0.45 reinforcement type TGRM of the ratio of mud
Grouting material.Grouting pressure control is controlled in 1.0~1.5MPa, soft formation grouting pressure in 0.5~1.2MPa in hard formation.
(4) slip-casting lifting：As shown in Figure 5, Figure 6.Root is it was predicted that settling amount is in 14mm or so caused by tunnel excavation.Cause
It is less than 100kPa for the Muddy Bottoms silty clay layer overlying burden, so being lifted 14mm using disposable continuous grouting.Using
TXU150 type bores injected hole, bore diameter 90mm.The multiple rows of quincuncial arrangement of slurry outlet horizontal direction in weak intercalated layer, same water
Plane is with discharge slurry oral pore center spacing 1.6m, adjacent two rows pulp oral pore center spacing 1.5m, and surrounding grout outlet is away from only escaping curtain
Curtain 0.5m.Using jump hole interval, grouting sequence from outside to inside on slip-casting lifting in-plane.Injecting paste material is the ratio of mud
0.4 reinforcement type TGRM grouting material.Grouting pressure is controlled in 1.0~1.5MPa.
Claims (7)
1. perforating causes the soft layer slip-casting lifting method of building settlement under a kind of compensation subway tunnel, which is characterized in that including such as
Lower step：
Step 1：The screening of displacement grouting region：Select the soft layer position of slip-casting lifting；Determine slip-casting lifting soft layer range and
Soft layer reinforcing area；
Step 2：Soft layer is reinforced：It will be to be uplifted soft from earth's surface to selected soft layer reinforcing area injection solidification water suction slurry
Weak layer carries out pre-reinforcement.
Step 3：Soft layer is only escaped curtain and is applied：From ground along soft layer reinforcing area boundary using high strength and no shrinting slurry into
Row compaction grouting forms continuous, closed stop on soft layer reinforcing area boundary and escapes curtain；
Step 4：Weak intercalated layer slip-casting lifting：It is high-strength to the soft layer injection in curtain that injected hole is bored from tunnel top or side wall
Earth's surface building is lifted to and settles preceding or predictive designs height by ungauged regions slurries.
2. perforating causes the weak intercalated layer slip-casting lifting side of building settlement under a kind of compensation subway tunnel according to claim 1
Method, it is characterised in that：The soft layer position selection method of slip-casting lifting is as follows：When needing building to be lifted more evenly, selection is deep
Hole slip casting；Shallow hole grouting is selected when needing building to be lifted more rapidly；The soft layer range of slip-casting lifting is foundation pressure expansion
Dissipate the intersection at angle and tunnel excavation influence area；Soft layer reinforcing area includes displacement grouting region.
3. perforating causes the weak intercalated layer slip-casting lifting side of building settlement under a kind of compensation subway tunnel according to claim 1
Method, it is characterised in that：In the step 2, pre-reinforcement is carried out to the Rock And Soil in selected slip-casting lifting region；Reinforcing area with
The slip-casting lifting region difference set part method how multiple using encryption pitch-row, few filling, grout material select high water retaining slurries.
4. perforating causes the weak intercalated layer slip-casting lifting side of building settlement under a kind of compensation subway tunnel according to claim 1
Method, it is characterised in that：In the step 3, after the completion of soft layer reinforcing area boundary grouting and reinforcing, i.e., along reinforcing layer boundary
Periphery carries out compaction grouting formation and only escapes curtain；Only escape curtain other than sealing slip-casting lifting soft layer, also needs firm insertion soft
The weak upper and lower hard formation of layer, it is respectively 0.5~1.0 times of soft layer thickness that the upper and lower hard formation of soft layer, which stops and escapes the depth of curtain,；Slip casting
Material is high strength and no shrinting slurries.
5. perforating causes the weak intercalated layer slip-casting lifting side of building settlement under a kind of compensation subway tunnel according to claim 1
Method, it is characterised in that：In the step 4, in slip-casting lifting, grouting sequence is by gradually retreating past only escaping curtain nearby
The intermediate of soft layer promotes, and finally closes up in centre.
6. perforating causes the weak intercalated layer slip-casting lifting side of building settlement under a kind of compensation subway tunnel according to claim 1
Method, it is characterised in that：The solidification water suction slurry is 0.5 cement-water-clay system of silicate ratio, wherein uses P042.5
Ordinary portland cement, the waterglass of 35 ° of modulus 3.4, concentration Be '；Grouting pressure is controlled in 1.5~2.5MPa.
7. perforating causes the weak intercalated layer slip-casting lifting side of building settlement under a kind of compensation subway tunnel according to claim 4
Method, it is characterised in that：In the step 3, high strength and no shrinting slurry is 0.45 reinforcement type TGRM grouting material of the ratio of mud；It is weak
Grouting pressure control is controlled in 1.0~1.5MPa, soft layer grouting pressure in 0.5~1.2MP in the upper and lower hard formation hard formation of layer.
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| CN109855987A (en) * | 2019-03-28 | 2019-06-07 | 华侨大学 | A kind of tunnel gushes desilting horizontal high pressure injected hole column pitch prediction technique |
| CN110965595A (en) * | 2019-12-30 | 2020-04-07 | 北京恒祥宏业基础加固技术有限公司 | Raft foundation building lifting reinforcement structure and method under corrosive geological environment |
| CN111608688A (en) * | 2020-05-27 | 2020-09-01 | 中铁建大桥工程局集团第二工程有限公司 | Method for reinforcing ground of shield underpass building |
| CN111878084A (en) * | 2020-07-15 | 2020-11-03 | 中铁十八局集团有限公司 | Rapid treatment method for controlling surface subsidence by using large-diameter shield construction in case of meeting stratum funnel |
| CN112081154A (en) * | 2019-06-14 | 2020-12-15 | 北京恒祥宏业基础加固技术有限公司 | Method for reinforcing and lifting high-rise building with raft foundation |
| CN112081156A (en) * | 2019-06-15 | 2020-12-15 | 北京恒祥宏业基础加固技术有限公司 | Grouting reinforcement lifting method for frame structure building |
| CN112081153A (en) * | 2019-06-14 | 2020-12-15 | 北京恒祥宏业基础加固技术有限公司 | Lifting method of raft foundation high-rise building |
| CN112228081A (en) * | 2020-10-24 | 2021-01-15 | 中铁一局集团有限公司 | Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct |
| CN112343104A (en) * | 2019-08-09 | 2021-02-09 | 北京恒祥宏业基础加固技术有限公司 | Reinforcing and lifting method for large pier of high-speed rail |
| CN112343106A (en) * | 2019-08-09 | 2021-02-09 | 北京恒祥宏业基础加固技术有限公司 | Construction method for settlement reinforcement, lifting and deviation correction of high-rise building |
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