CN107448204A - Closely wear construction method of deep foundation ditch down in sandy gravel accumulation horizon shallow burial hidden digging tunnel - Google Patents
Closely wear construction method of deep foundation ditch down in sandy gravel accumulation horizon shallow burial hidden digging tunnel Download PDFInfo
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- CN107448204A CN107448204A CN201710320417.XA CN201710320417A CN107448204A CN 107448204 A CN107448204 A CN 107448204A CN 201710320417 A CN201710320417 A CN 201710320417A CN 107448204 A CN107448204 A CN 107448204A
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- 238000010276 construction Methods 0.000 title claims abstract description 56
- 238000009825 accumulation Methods 0.000 title claims abstract description 24
- 238000009933 burial Methods 0.000 title claims abstract description 19
- 238000012544 monitoring process Methods 0.000 claims abstract description 21
- 238000009412 basement excavation Methods 0.000 claims abstract description 13
- 230000002787 reinforcement Effects 0.000 claims abstract description 12
- 238000005457 optimization Methods 0.000 claims abstract description 11
- 238000005259 measurement Methods 0.000 claims abstract description 10
- 238000000034 method Methods 0.000 claims description 27
- 239000002689 soil Substances 0.000 claims description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000003795 chemical substances by application Substances 0.000 claims description 8
- 238000010586 diagram Methods 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 238000004458 analytical method Methods 0.000 claims description 7
- 230000008859 change Effects 0.000 claims description 7
- 239000000758 substrate Substances 0.000 claims description 7
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 230000005641 tunneling Effects 0.000 claims description 5
- 210000005239 tubule Anatomy 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 230000008569 process Effects 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 239000000839 emulsion Substances 0.000 abstract description 6
- 238000005516 engineering process Methods 0.000 abstract description 6
- 238000012954 risk control Methods 0.000 abstract description 5
- 238000011160 research Methods 0.000 abstract description 4
- 239000002245 particle Substances 0.000 description 4
- 238000004062 sedimentation Methods 0.000 description 4
- 239000011083 cement mortar Substances 0.000 description 3
- 239000004567 concrete Substances 0.000 description 3
- 238000009826 distribution Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 235000019994 cava Nutrition 0.000 description 2
- 238000012790 confirmation Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 210000000003 hoof Anatomy 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 238000000611 regression analysis Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000012502 risk assessment Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
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- 239000008107 starch Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000004642 transportation engineering Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel closely to wear construction method of deep foundation ditch down, comprises the following steps：(1) advance reinforcement Scheme Choice Optimization；(2) preliminary bracing project study is with confirming；And (3) monitoring measurement scheme.Closely wear construction method of deep foundation ditch down in the sandy gravel accumulation horizon shallow burial hidden digging tunnel of the present invention, the construction method is in tunnel excavation and deep basal pit major project simultaneous construction, construction technology, the research and application of risk control when wearing risk source under closely vertical for soap-free emulsion polymeization sandy gravel accumulation horizon bored tunnel, form certain practical result, previous the set goal is reached, reference can be provided for similar projects and used for reference.
Description
Technical field
The present invention relates to construction field, depth is closely worn in more particularly to a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel down
Foundation ditch construction method.
Background technology
With the fast development of City Underground Transportation Engineering, construction environment even more complex that we are run into, variation,
Renewal, the improvement of construction method are similarly flexible.Because constructing metro tunnel environment is concentrated mainly on urban district, by geology, the hydrology, pipe
Line, structures (building) influence, it is necessary to which, by theory and practice experience, country rock moves after scientific and reasonable correct evaluation is excavated
State, construction risk control in safe range.
At present, following risk is primarily present in construction：
(1) earthwork is caved in：Load is gradually increased with the construction of ground agent structure on tunnel line, and soil layer disturbance is frequent,
As preliminary bracing is closed slower, the earthwork easily occurs and caves in risk.
(2) face percolating water：Ground agent structure deep basal pit has excavated completion, and intervention rainy season time is worn under tunnel and is applied
Work, for rainwater with being oozed under foundation bed nature, there is submersible risk in tunneling, and soil body self-stable ability reduces.
(3) bottom of foundation ditch deforms：Using different advance reinforcement schemes, to bottom of foundation ditch in bed course, the raft foundation applied
And the structure such as periphery fender post can produce excessive sedimentation or protuberance risk.
(4) preliminary bracing deforms：Due to the change of load, first branch internal stress gradually increases, and deformation tendency increase, influences to tie
Structure is stable.
It is proposed a kind of brand-new in view of the above-mentioned problems, being badly in need of industry, construction technology, risk control measure are safe and reliable, lead to
It is strong with property, reference and the construction method used for reference can be provided for similar projects.
The content of the invention
Under the technical problems to be solved by the invention are to provide a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel closely
Construction method of deep foundation ditch is worn, which overcomes the disadvantages mentioned above of prior art.
The technical problems to be solved by the invention are achieved through the following technical solutions：
Construction method of deep foundation ditch is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel down, comprises the following steps：
(1) advance reinforcement Scheme Choice Optimization；(2) preliminary bracing project study is with confirming；And the confirmation of (3) monitoring measurement scheme.
Preferably, in above-mentioned technical proposal, the step (1) is specially：By advanced tubule and deep hole grouting construction work
Skill is contrasted, and parameters is compared, it is determined that using double pipe retrusive deep hole grouting technique using advance reinforcement scheme.
Preferably, in above-mentioned technical proposal, the step (2) includes：1) condition calculating；And 2) shallow buried covered excavation scheme
Selection optimization.
Preferably, in above-mentioned technical proposal, the condition calculating of the step 1) refers to：Take and a section circuit buried depth maximum is worn under this
Place is as calculating section, taking the conduct of ordinary water level operating mode, just lining operating mode is calculated, takes running tunnel top and ground agent structure base
The soil body between bottom, structural load and just lining moment of flexure are calculated according to full earth pillar
Preferably, in above-mentioned technical proposal, step 2) the shallow buried covered excavation Scheme Choice Optimization includes：Two layers of step is applied
Three layers of step construction are adjusted to, make it is possible to prevente effectively from sandy gravel accumulation horizon slump risk of getting out of a predicament or an embarrassing situation.
Preferably, in above-mentioned technical proposal, the step 2) also includes：Grid processing dimension is adjusted, and in its left and right two
Side respectively one group of junction steel plate of increase, while corresponding increase lock foot anchoring stock quantity.
Preferably, in above-mentioned technical proposal, the confirmation of the monitoring measurement scheme of the step (3) refers to utilize tense scatterplot
Figure to monitoring result to carrying out regression analysis, to predict maximum displacement value or stress value that the measuring point is likely to occur, pre- geodesic structure
With the safe condition of building.
Preferably, in above-mentioned technical proposal, the tense scatter diagram of the step (3) is to foundation pit enclosure knot in construction
Structure, deep basal pit substrate, tunneling supporting and surrounding enviroment are integrated, the monitoring of system, after Monitoring Data is collected, are carried out in time
Arrange, draw the tense change curve of displacement or stress.
A kind of shallow buried covered excavation benching tunnelling method constructing structure, including at least three layers of step, the left and right of the grid around the step
Both sides are provided with junction steel plate.
Preferably, in above-mentioned technical proposal, the quantity of the step is three layers.
Preferably, in above-mentioned technical proposal, the shoulder height is 2.5-3.5m.
Above-mentioned technical proposal of the present invention, has the advantages that：
Construction method of deep foundation ditch is closely worn in the sandy gravel accumulation horizon shallow burial hidden digging tunnel of the present invention down, the construction method
It is closely vertical for soap-free emulsion polymeization sandy gravel accumulation horizon bored tunnel in tunnel excavation and deep basal pit major project simultaneous construction
Under construction technology when wearing risk source, the research and application of risk control, form certain practical result, reached previously pre-
The target of phase, reference can be provided for similar projects and used for reference.
Brief description of the drawings
Fig. 1 is to wear a section section calculation model detail drawing under embodiments of the invention.
Fig. 2 is the substrate geostatic shield figure of embodiments of the invention.
Fig. 3 is to wear a section grid adjustment figure under embodiments of the invention.
Fig. 4 is to serve as a contrast bending moment diagram at the beginning of wearing section under embodiments of the invention.
Fig. 5 is three layers of benching tunnelling method construction schematic diagram of embodiments of the invention.
Embodiment
The specific embodiment of the present invention is described in detail below, in order to further understand the present invention.
Various raw materials mentioned in the present invention, unless otherwise specified, it can be obtained by commercial sources or other channels.
Beijing-to-Shijiazhuang Jingshan mountain cultural center is ground agent structure to the north of the present invention, is subject to using its underground rail construction as embodiment
Explanation.Certainly, the invention is not limited in this, Beijing Shijingshan cultural center has no particularity, and those skilled in the art are applying
When in work such as same type or topographic structure, it can as needed use or suitably adjust using this programme.
The western subway of apple (partial section section is located at below the cultural center of Beijing Shijingshan), its right line mileage XK3+124.250
~XK4+611.565, right line length about 1487.315m.The section is constructed using shallow burial hidden digging, using the single line list hole shape of a hoof
Section, composite lining structure, wide 6400mm, high 6850mm.Preliminary bracing is that grid steel frame net sprays C20 concrete supports, standard
Duan Houdu 250mm.Secondary lining uses C40P12 water-tight concretes, section standard paragraphs thickness 300mm.
The stratum that the mileage section referred in the embodiment is passed through is 9. boulder bed, the maximum particle diameter of the boulder bed are not less than
320mm, general 30~70mm of particle diameter, sub- circular, particle diameter accounts for the 70% of gross mass more than 20mm particles, medium coarse sand, cohesive soil
Filling, locally lies in the intensive sandy gravel of soap-free emulsion polymeization and fine sand layer.Level of ground water absolute altitude is located at about 10m below tunnel floor, institute
Construction will not be impacted with underground water.
It is through under right line mileage XK3+970~XK4+070 is vertical with left line mileage XK3+980~XK4+010 between apple West
Build engineering Shijingshan cultural center.Shijingshan cultural center is reinforced concrete structure, raft foundation, and preceding stone is worn under running tunnel
Deep pit construction is completed in Jingshan mountain cultural center.
Risk analysis is carried out to above-mentioned location first
(1) Shijingshan cultural center and tunnel relation
The foundation depth of ground agent structure is about 15.75m, apart from the vertical clear distance of subway tunnel main track be 6.3m~
6.8m；Fender post buried depth is 19.9m, is 2.0m~2.5m apart from tunnel main track vault, the vertical Xia Chuan cultural centers of tunnel main track
Foundation ditch.
(2) tunnel Load Analysis
1) this section of tunnel is just served as a contrast, two lining structure bearing loads must be calculated by the full load in top, it is impossible to considers further that Tai Shaji is imitated
Should or soil arching effect；In addition, there is one section of first branch in period tunnel to bear the load under cultural center's construction operating mode, (least favorable is stone
Jingshan mountain superstructure construction finishes), therefore just branch structure must recalculate in itself.
2) to reduce the influence to Shijingshan foundation ditch as far as possible, advance reinforcement and digging construction method must adjust accordingly.
(3) construction triggering kind of risk
1) earthwork is caved in：Load is gradually increased with the construction of Shijingshan cultural center agent structure on tunnel line, soil layer
Disturbance is frequent, as preliminary bracing is closed slower, the earthwork easily occurs and caves in risk.
2) face percolating water：Shijingshan cultural center deep basal pit has excavated completion, and intervention rainy season time is worn under tunnel and is applied
Work, for rainwater with being oozed under foundation bed nature, there is submersible risk in tunneling, and soil body self-stable ability reduces.
3) bottom of foundation ditch deforms：Using different advance reinforcement schemes, to bottom of foundation ditch apply bed course, raft foundation and
The structures such as periphery fender post can produce excessive sedimentation or protuberance risk.
4) preliminary bracing deforms：Due to the change of load, first branch internal stress gradually increases, and deformation tendency increase, influences to tie
Structure is stable.
Construction method of deep foundation ditch is closely worn in a kind of shallow burial hidden digging tunnel down, comprises the following steps：
(1) advance reinforcement Scheme Choice Optimization
At present, mileage section advance reinforcement design is：The advanced tubules of Φ 32 are set per Pin, pipe range L=1.8m, are overflow
Starch the quincunx settings of hole 150mm, longitudinal 18 ° of elevation angle, 180 ° of vault arrangement, slurries use cement mortar, grouting pressure 0.4~
0.6Mpa。
Effectively to reduce construction risk, by deep hole grouting and advanced tubule construction technology from reinforcing scope, effect, slurries
The several respects such as setting time, risk control carry out analysis contrast, and comparison result is as shown in table 1.Finally, advance reinforcement scheme is determined
Using double pipe retrusive deep hole grouting technique, the technique can significantly improve the soil body between tunnel and Shijingshan cultural center and carry
Power, cohesive force, non-deformability, while impermeable stratum is formed, rainy season soil layer is seeped water naturally produces plugging action.
The advance reinforcement measure contrast table of table 1
(2) preliminary bracing project study is with confirming
1) condition calculating
To prevent ground agent structure (Beijing Shijingshan cultural center) structure construction from causing load increase to cause just
Branch arch deformation, sedimentation, take and section circuit buried depth maximum K4+64.3 is worn under this as calculating section.
Under hydrostatic water table operating mode, by buoyancy support, interval structure upper load will reduce, right for top Shijingshan cultural center
Structure is favourable, therefore takes ordinary water level operating mode to be used as first lining operating mode to be calculated.Section calculation model is as shown in figure 1, stratum at this
Hierarchical information is as shown in table 2, and primary load distribution situation is as shown in table 3.Section is predominantly located in 9. boulder bed, Shijingshan text
It is detailed as shown in Figure 2 to change center substrate geostatic shield, the soil body between running tunnel top and Shijingshan cultural center substrate, presses
Structural load is calculated according to full earth pillar, just serves as a contrast bending moment diagram (Fig. 4).
The strata division information table of table 2
The primary load distribution node statistical form of table 3
To sum up analyze, unit shearing max=0.2MPa ＜ 1.1Mpa；Unit axle power max=5.025MPa ＜ 9.6Mpa,
First branch structure meets to require.Because most dangerouse cross-section is located at tunnel vault, therefore pre-buried 300 × 342 above and below tunnel center line
× 10mm steel plates, as standby strengthened scheme, type steel support is set up if necessary according to monitoring measurement result.
2) shallow buried covered excavation Scheme Choice Optimization
Through live soil layer sampling analysis, under to wear section tunnel excavation stratum be soap-free emulsion polymeization sandy gravel accumulation horizon, the grading is one
Kind typical mechanics caving ground, its essential characteristic are loosely organized, without cementing, in the graininess to differ in size, after excavation
It is yielding, cave in.Constructed, up/down steps height about 3.4m, remaining core soil in advance, subtracted using two layers of benching tunnelling method according to former design
Indent can not reduce face completely and cave in phenomenon, especially more serious to get out of a predicament or an embarrassing situation, 1~2 Pin grid arch springings of regular generation
Hanging situation.
Comprehensive past construction experiences, CD methods, CRD method complex process, long in time limit, economy is not high, does not consider, final choosing
Select and benching tunnelling method is optimized, two layers of step is adjusted to three layers of step construction, while adjust grid processing dimension, the left and right sides
Respectively one group of junction steel plate of increase, the also corresponding increase simultaneously of lock foot anchoring stock quantity, as shown in Fig. 3, Fig. 5, itself it is possible to prevente effectively under
Step sandy gravel accumulation horizon slump risk.
(3) monitoring measurement scheme
The information source and control object that constructive technique archives are Construction Decisions with management, to wear a section tunnel under ensuring between apple West
The stabilization of road preliminary bracing, Shijingshan cultural center main structure construction safety and surrounding environment, to foundation pit enclosure in construction
Structure, deep basal pit substrate, tunneling supporting and surrounding enviroment are integrated, the monitoring of system, after Monitoring Data is collected, are entered in time
Row arranges, and draws the tense change curve of displacement or stress, i.e. tense scatter diagram.
According to the data distribution situation of tense scatter diagram, suitable function formula is selected, monitoring result return and divided
Analysis, to predict maximum displacement value or stress value that the measuring point is likely to occur, the safe condition of pre- geodesic structure and building.
Above-described embodiment pays attention to following item in construction：
(1) grouting parameter optimization, Stress control
By practical experience analysis and summary, to ensure that double pipe retrusive deep hole grouting technique can more effective Strengthening Tunnel
The shallow embedding soil body above face, while do not cause fender post, Shijingshan cultural center deep basal pit basement high.
In work progress it should be noted that adjustment CS Mortar mix proportions, i.e., waterglass magma (>=40Be ') to be diluted to 21Be '~
25Be ', the cement mortar ratio of mud 1:1, the volume ratio of waterglass-cement mortar is 1：1~0.8:1, the presetting period controls is in 60s
Preferably.
5 °~7 ° of bore angle, slip casting process are used among behind first both sides, short-bore after first elongated hole, are jumped hole grouting sequence and are carried out
Construction.Grouting pressure is noted as principle more with low pressure, Stress control best results between 0.5~0.8Mpa.
(2) get out of a predicament or an embarrassing situation anti-collapse control
According in three layers of benching tunnelling method scheme boring construction after optimization, the slump phenomenon of soap-free emulsion polymeization sandy gravel accumulation horizon substantially subtracts
It is few, relief groove of getting out of a predicament or an embarrassing situation locally is appeared in lower portion.
Directly effective control method is every circulation just after the completion of branch gunite concrete, and it is thick to carry out 5cm to the soil body of getting out of a predicament or an embarrassing situation
Interim front cover, avoid soil body slump unstability risk.
The monitoring measurement achievement of the embodiment of the present invention：
Running tunnel Xia Chuan Shijingshan cultural center section is constructed in strict accordance with existing plan, is fed back by Monitoring Data, most
Big sedimentation value is -7.96mm, and average Falling Numbers are -2.55mm, and Monitoring Data has tended towards stability, and rate of change, monitoring measurement tire out
Meter changing value is far smaller than early warning controlling value, is shown in Table 4.
The running tunnel Xia Chuan Shijingshan cultural center section monitoring and measurement data statistical form of table 4
It was verified that soap-free emulsion polymeization sandy gravel accumulation horizon shallow burial hidden digging tunnel closely wear down the research of deep foundation pit technology with
It is rationally reliable using practical, it is operability, versatile, worn under, side is worn, tiltedly to wear risk source engineering admissible should
With social benefit is notable.
The present invention only in the north of exemplified by the cultural center of Beijing-to-Shijiazhuang Jingshan mountain, but be not limited thereto, the present disclosure applies equally to
The analysis and research in this similar location.
Although the present invention is disclosed as above with embodiment, so it is not intended to limit the present invention, any people in the art
Member, without departing from the spirit and scope of the present invention, it can make a variety of selections and modification, therefore the protection model of the present invention
Enclose and limited by claims and its equivalents.
Claims (10)
1. construction method of deep foundation ditch is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel down, it is characterised in that including
Following steps：(1) advance reinforcement Scheme Choice Optimization；(2) preliminary bracing project study is with confirming；And (3) monitoring measurement side
Case.
2. deep foundation pit construction side is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel according to claim 1 down
Method, it is characterised in that the step (1) is specially：Advanced tubule and deep hole grouting construction process are contrasted, compared each
Individual parameter, it is determined that using double pipe retrusive deep hole grouting technique using advance reinforcement scheme.
3. deep foundation pit construction side is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel according to claim 1 down
Method, it is characterised in that the step (2) includes：1) condition calculating；And 2) shallow buried covered excavation Scheme Choice Optimization.
4. deep foundation pit construction side is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel according to claim 3 down
Method, it is characterised in that the condition calculating of the step 1) refers to：Take worn under this section circuit buried depth maximum as calculate a section,
Take ordinary water level operating mode to be calculated as just lining operating mode, take the soil body between running tunnel top and ground agent structure substrate, press
Structural load and just lining moment of flexure are calculated according to full earth pillar.
5. deep foundation pit construction side is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel according to claim 3 down
Method, it is characterised in that step 2) the shallow buried covered excavation Scheme Choice Optimization includes：Two layers of step is applied and is adjusted to three layers of step and applies
Work, make it is possible to prevente effectively from sandy gravel accumulation horizon slump risk of getting out of a predicament or an embarrassing situation.
6. deep foundation pit construction side is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel according to claim 5 down
Method, it is characterised in that the step 2) also includes：Grid processing dimension is adjusted, and each side increases by one group of connection at it
Steel plate, while corresponding increase lock foot anchoring stock quantity.
7. deep foundation pit construction side is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel according to claim 1 down
Method, it is characterised in that the monitoring measurement scheme of the step (3) refers to using tense scatter diagram to being returned to monitoring result
Analysis, to predict maximum displacement value or stress value that the measuring point is likely to occur, the safe condition of pre- geodesic structure and building.
8. deep foundation pit construction side is closely worn in a kind of sandy gravel accumulation horizon shallow burial hidden digging tunnel according to claim 1 down
Method, it is characterised in that the tense scatter diagram of the step (3) is to foundation pit enclosure structure, deep basal pit substrate, tunneling in construction
Supporting and surrounding enviroment are integrated, the monitoring of system, after Monitoring Data is collected, are arranged in time, are drawn displacement or are answered
The tense change curve of power.
9. a kind of shallow buried covered excavation benching tunnelling method constructing structure, it is characterised in that the shallow buried covered excavation benching tunnelling method constructing structure is included extremely
Few three layers of step, junction steel plate is provided with left and right sides of the grid around the step.
10. shallow buried covered excavation benching tunnelling method constructing structure according to claim 8, it is characterised in that the quantity of the step is
Three layers, the shoulder height is 2.5-3.5m.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108221528A (en) * | 2018-01-02 | 2018-06-29 | 中建五局土木工程有限公司 | Roadbed builds bridging arrangement and construction method |
| CN108343035A (en) * | 2018-02-11 | 2018-07-31 | 中铁十二局集团有限公司 | River construction method is worn under shallow tunnel |
| CN110469345A (en) * | 2019-08-14 | 2019-11-19 | 中铁六局集团太原铁路建设有限公司 | High water level shallow depth loess tunnels control settlement restrains construction method |
| CN117150817A (en) * | 2023-10-26 | 2023-12-01 | 湖南大学 | Combined door type anti-floating frame design method based on soil arch effect |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004019120A (en) * | 2002-06-12 | 2004-01-22 | Tobishima Corp | Bedrock precedently reinforcing method and its chemical injection set |
| CN101864959A (en) * | 2009-04-17 | 2010-10-20 | 中铁工程设计咨询集团有限公司 | Method for tunneling construction of main structure of underground station |
| CN102606162A (en) * | 2012-02-08 | 2012-07-25 | 中铁四局集团第二工程有限公司 | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel |
| CN104612696A (en) * | 2014-11-28 | 2015-05-13 | 中铁四局集团有限公司 | Construction method for large-section underground excavation subway station to pass through viaduct in fine sand layer by using column hole method |
| CN206917657U (en) * | 2017-05-09 | 2018-01-23 | 中铁二十二局集团第一工程有限公司 | A kind of shallow buried covered excavation benching tunnelling method constructing structure |
-
2017
- 2017-05-09 CN CN201710320417.XA patent/CN107448204A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004019120A (en) * | 2002-06-12 | 2004-01-22 | Tobishima Corp | Bedrock precedently reinforcing method and its chemical injection set |
| CN101864959A (en) * | 2009-04-17 | 2010-10-20 | 中铁工程设计咨询集团有限公司 | Method for tunneling construction of main structure of underground station |
| CN102606162A (en) * | 2012-02-08 | 2012-07-25 | 中铁四局集团第二工程有限公司 | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel |
| CN104612696A (en) * | 2014-11-28 | 2015-05-13 | 中铁四局集团有限公司 | Construction method for large-section underground excavation subway station to pass through viaduct in fine sand layer by using column hole method |
| CN206917657U (en) * | 2017-05-09 | 2018-01-23 | 中铁二十二局集团第一工程有限公司 | A kind of shallow buried covered excavation benching tunnelling method constructing structure |
Non-Patent Citations (1)
| Title |
|---|
| 王鑫平;: "砂卵石堆积层浅埋暗挖法隧道近距离下穿深基坑技术研究与应用" * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108221528A (en) * | 2018-01-02 | 2018-06-29 | 中建五局土木工程有限公司 | Roadbed builds bridging arrangement and construction method |
| CN108221528B (en) * | 2018-01-02 | 2020-04-21 | 中建五局土木工程有限公司 | Roadbed building overlapping structure and construction method |
| CN108343035A (en) * | 2018-02-11 | 2018-07-31 | 中铁十二局集团有限公司 | River construction method is worn under shallow tunnel |
| CN110469345A (en) * | 2019-08-14 | 2019-11-19 | 中铁六局集团太原铁路建设有限公司 | High water level shallow depth loess tunnels control settlement restrains construction method |
| CN110469345B (en) * | 2019-08-14 | 2020-09-18 | 中铁六局集团太原铁路建设有限公司 | Sedimentation-control convergence construction method for high-water-level shallow-buried loess tunnel |
| CN117150817A (en) * | 2023-10-26 | 2023-12-01 | 湖南大学 | Combined door type anti-floating frame design method based on soil arch effect |
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Application publication date: 20171208 |