CN104564093A - Shield entry construction method under serious portal water seepage situation - Google Patents
Shield entry construction method under serious portal water seepage situation Download PDFInfo
- Publication number
- CN104564093A CN104564093A CN201410853799.9A CN201410853799A CN104564093A CN 104564093 A CN104564093 A CN 104564093A CN 201410853799 A CN201410853799 A CN 201410853799A CN 104564093 A CN104564093 A CN 104564093A
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- Prior art keywords
- hole
- measure
- construction method
- portal
- infiltration
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 29
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title abstract description 10
- 238000000034 method Methods 0.000 claims abstract description 23
- 230000008439 repair process Effects 0.000 claims abstract description 10
- 230000008569 process Effects 0.000 claims abstract description 7
- 238000007710 freezing Methods 0.000 claims description 32
- 230000008014 freezing Effects 0.000 claims description 32
- 230000008595 infiltration Effects 0.000 claims description 27
- 238000001764 infiltration Methods 0.000 claims description 27
- 229920002635 polyurethane Polymers 0.000 claims description 11
- 239000004814 polyurethane Substances 0.000 claims description 11
- 239000002002 slurry Substances 0.000 claims description 11
- ZMANZCXQSJIPKH-UHFFFAOYSA-N Triethylamine Chemical compound CCN(CC)CC ZMANZCXQSJIPKH-UHFFFAOYSA-N 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 230000006641 stabilisation Effects 0.000 claims description 8
- 238000011105 stabilization Methods 0.000 claims description 8
- YXFVVABEGXRONW-UHFFFAOYSA-N Toluene Natural products CC1=CC=CC=C1 YXFVVABEGXRONW-UHFFFAOYSA-N 0.000 claims description 7
- 230000008094 contradictory effect Effects 0.000 claims description 7
- 230000009977 dual effect Effects 0.000 claims description 6
- 229920000642 polymer Polymers 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 5
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 5
- 239000004568 cement Substances 0.000 claims description 4
- 238000002347 injection Methods 0.000 claims description 4
- 239000007924 injection Substances 0.000 claims description 4
- 239000004115 Sodium Silicate Substances 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 238000001816 cooling Methods 0.000 claims description 3
- 239000003814 drug Substances 0.000 claims description 3
- 230000036571 hydration Effects 0.000 claims description 3
- 238000006703 hydration reaction Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000012948 isocyanate Substances 0.000 claims description 3
- 229920000570 polyether Polymers 0.000 claims description 3
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 125000003944 tolyl group Chemical group 0.000 claims description 2
- 239000012267 brine Substances 0.000 description 7
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 description 7
- 230000003111 delayed effect Effects 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 6
- 239000002689 soil Substances 0.000 description 5
- 230000008859 change Effects 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 210000002421 cell wall Anatomy 0.000 description 2
- 238000009413 insulation Methods 0.000 description 2
- 235000019353 potassium silicate Nutrition 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000002485 combustion reaction Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000003063 flame retardant Substances 0.000 description 1
- 229920002457 flexible plastic Polymers 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000002984 plastic foam Substances 0.000 description 1
- 238000005057 refrigeration Methods 0.000 description 1
- 150000003839 salts Chemical class 0.000 description 1
- 230000000007 visual effect Effects 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention provides a shield entry construction method under a serious portal water seepage situation. By taking 'measures before entry', 'measures in entry' and 'emergency rush repair', initiative can be firmly mastered in the entry process of a water seepage portal, and loss of time, financial resources and personnel caused by passive waiting is avoided. The whole entry step is finished in a short time, lagged risks are avoided or actively and controllably exposed and eliminated in a targeted manner, and blind construction technique measures are avoided.
Description
Technical field
The invention belongs to subway tunnel shield technical field of construction, particularly a kind of shield driving construction method in the larger situation of portal infiltration.
Background technology
In the running tunnel Analysis on Shield Tunnel Driven Process of underground, shield is particularly huge for the meaning of whole engineering as last link that running tunnel is through, need to prepare according to geology, the hole node that enters of hydrologic condition situation to interval before shield-tunneling construction, formulate technology measure, in the past when before shield, if find, portal infiltration was comparatively large, usually carried out waiting for or technical measures reinforcement, often produce the loss of larger human, financial, and material resources, comparatively passive.For when portal infiltration is larger, initiatively enter hole, the start tunneling technology of delayed risk still belongs to blank.
Summary of the invention
The object of the present invention is to provide a kind of shield driving construction method in the larger situation of portal infiltration, can be comparatively large for portal infiltration before shield, but execution conditions and situation are applicable to initiatively entering hole, the situation of delayed risk, realize band water and enter hole.
For solving the problem, the invention provides a kind of shield driving construction method in the larger situation of portal infiltration, comprising:
For field condition, determine the type combination into hole measure, according to the working procedure of each measure of type reasonable arrangement of each measure, carry out the construction of each measure according to described working procedure, the contradictory factor between workaround;
Carry out portal observation, if find to there is infiltration situation, under condition meets the condition initiatively entering hole at the scene, carry out into the measure in hole;
Formally entering in the process of hole, initiatively entering hole as discovery situation changes to complete, emergency repair measure should be taked immediately.
Further, in the above-mentioned methods, the type combination entering hole measure determined comprises the corresponding soil stabilization measure such as ground stabilization and freezing reinforcing.
Further, in the above-mentioned methods, when carrying out the construction of the measure of freezing reinforcing, frost wall arranges freezing hole and thermometer hole, and wherein, described freezing hole embedded depth is 10.400m, freezing hole number is 32, between freezing hole, pitch of holes is 765mm, and the quantity of thermometer hole is 3, and the hole depth of thermometer hole is 12.4m.(parameter is determined depending on job site situation)
Further, in the above-mentioned methods, the step of the contradictory factor between workaround comprises:
Evade the contradictory factor between the heat of hydration of ground stabilization and the cooling of freezing reinforcing.
Further, in the above-mentioned methods, the measure of entering described in hole comprises:
Enter hole device cord plate, the installation of watertight shutter, the laying of dewatering well, the setting of hoop, the cutting off of the setting of steel bushing or shield tail.
Further, in the above-mentioned methods, described emergency repair measure comprises:
Filling polyurethane, the shutoff of dual slurry and the fixing of shield tail pipe sheet.
Further, in the above-mentioned methods, during filling polyurethane, injecting paste material is oil soluble polyurethane slurries; Be made up of performed polymer and accelerator; Gel time is less than 2min.
Further, in the above-mentioned methods, described oil soluble polyurethane slurries comprise performed polymer and accelerator.
Further, in the above-mentioned methods, described performed polymer is toluene di-isocyanate(TDI) and polyethers, and described accelerator comprises triethylamine 2% ~ 3%, frothing medicine and organotin.
Further, in the above-mentioned methods, the technical data during shutoff of dual slurry comprises: injection speed is 30-40L/min, concentration of sodium silicate 35Be, modulus M=2.9, cement: water: water glass=1:1:0.5, cement setting time controls at 2 minutes, and grouting pressure is 0.6-3Mpa.
Compared with prior art, the present invention can be comparatively large for portal infiltration before shield, but execution conditions and situation are applicable to initiatively entering hole, the situation of delayed risk, realizes band water and enter hole.Rationally effectively implemented by of the present invention, firmly can have the initiative in hands in entering in the process of hole of " infiltration " portal, avoid the loss that passive wait causes on time, financial resources, personnel.Complete in the short period of time whole enter hole step, evade delayed risk, or initiatively, controlled exposure being eliminated targetedly, evaded technology measure blindly.
Accompanying drawing explanation
Fig. 1 is the flow chart of the shield driving construction method in the larger situation of portal infiltration of one embodiment of the invention.
Detailed description of the invention
For enabling above-mentioned purpose of the present invention, feature and advantage become apparent more, and below in conjunction with the drawings and specific embodiments, the present invention is further detailed explanation.
As shown in Figure 1, the invention provides a kind of shield driving construction method in the larger situation of portal infiltration, poor for geological hydrology, periphery engineering produced risk, estimate the portal that infiltration situation will be occurred, need formulate at During Initial Stage Construction and prepare complete " before entering hole measure ", " entering measure in hole " and " emergency repair measure ", comprise:
Step S1, " enter measure before hole ", for field condition, determine the type combination into hole measure, soil stabilization measure as corresponding in ground stabilization, freezing reinforcing etc., according to the working procedure of each measure of type reasonable arrangement of each measure, carries out the construction of each measure according to described working procedure, contradictory factor between workaround, as " heat of hydration of ground stabilization and the cooling of freezing reinforcing ";
Step S2, " enter measure in hole ", after " before entering hole measure " has constructed, carry out portal observation, if find to there is infiltration situation, under condition meets the condition initiatively entering hole at the scene, carry out into the measure in hole, as entered hole device cord plate, the installation of watertight shutter, the laying of dewatering well, the setting of hoop, the cutting off of the setting of steel bushing or shield tail;
Step S3, " emergency repair measure ", is formally entering in the process of hole, initiatively enters hole as discovery situation changes to complete, and emergency repair measure should be taked immediately as filling polyurethane, the shutoff of dual slurry and the fixing of shield tail pipe sheet.Concrete, the main foundation measure of seeping water into hole is evaded in effective control of " measure before entering hole ", and " entering measure in hole " is after main foundation measure is carried out, reinforcement and firm is carried out for the deficiency still existed or hidden danger, effective enforcement of " emergency repair measure ", when tangible generation dangerous situation, still have the initiative in hands control whole enter the guarantee of hole trend.
Preferably, in the measure of freezing reinforcing:
1. the layout (the visual field condition adjustment of design parameter) of freezing hole
According to design Frozen wall thickness and cell wall thickness, upper and lower line arranges 32 horizontal frozen holes in portal border separately, freezing hole embedded depth 10.400m.
Upper and lower line freezing hole arrangement parameter table
| Sequence number | Circle footpath (mm) | Hole count (individual) | Pitch of holes (mm) | Hole depth (m) | Enter the soil body (m) |
| Outer ring | 7800 | 32 | 765 | 12.4 | 10.4 |
2. thermometer hole is arranged
For accurately grasping frozen temperature field situation of change, in the maximum whole pitch of holes interface of freezing hole, each layout that above rolls off the production line 3 thermometer holes, hole depth is respectively C1 ~ C3 hole 12.4m.Be used for monitoring Frozen wall thickness, frost wall average temperature, frost wall and cell wall interface temperature and freezing situation.
3. refrigeration design
(1) freezing hole position of opening error is not more than 100mm, and at construction space by limited time can suitable adjusting hole position or adjust bore angle, but will ensure to be no more than largest hole spacing, cycle hole enter shield tunneling face.
(2) freezing hole maximum deflection value is 150mm.
(3) freezing hole drilling depth is not less than design load, is not more than design 0.5m.The tube head length of circulating brine can not must not be greater than 150mm.
(4) freezing pipe is withstand voltage is not less than 0.8MPa, and is not less than 1.5 times that freeze work plane brine pressure.
(5) soil body number of dropouts during construction freezing hole must not be greater than freezing hole volume, otherwise should carry out grout injection control stratum settlement in time.
(6) designing positive freeze-off time is 35 days.Require that freezing hole single hole flow is not less than 5m3/h; Actively freeze 7 days brine temps and be down to less than-18 DEG C; Freeze 15 days brine temps and be down to less than-24 DEG C, go, loop salt water temperature difference is not more than 2 DEG C, design minimum brine temp-28 DEG C--30 DEG C.As brine temp and brine flow do not reach designing requirement, positive freeze-off time should be extended.
(7), when actively freezing, near freezing zone, dewatering measure must not be taked within the scope of 200m.Concentrated flow must not be had in soil layer in freezing zone.
(8) will lay insulation layer cutting on face when portal layering cuts overlong time, insulation layer adopts the flexible plastic foam soft board of fire-retardant (or difficult combustion), and thickness 30mm, coefficient of thermal conductivity is not more than 0.04W/Mk.
Preferably, during filling polyurethane, injecting paste material: oil soluble polyurethane slurries, comprises performed polymer (toluene di-isocyanate(TDI) TDI+ polyethers) and accelerator (by triethylamine 2% ~ 3%, frothing medicine+organotin); Gel time is less than 2min.
Preferably, the technical data during shutoff of dual slurry is as follows:
1) injection speed is 30-40L/min;
2) concentration of sodium silicate 35Be, modulus M=2.9;
3) cement: water: water glass=1:1:0.5, control time of setting at 2 minutes, proportioning suitably adjusts according to actual conditions;
4) grouting pressure: 0.6-3Mpa;
5) 3 days intensity is about 1.5Mpa.
6) emergency repair goods and materials and grouting equipment scene prepare.
The present invention can be comparatively large for portal infiltration before shield, but execution conditions and situation are applicable to initiatively entering hole, the situation of delayed risk, realizes band water and enter hole.Rationally effectively implemented by of the present invention, firmly can have the initiative in hands in entering in the process of hole of portal of infiltration, avoid the loss that passive wait causes on time, financial resources, personnel.Complete in the short period of time whole enter hole step, evade delayed risk, or initiatively, controlled exposure being eliminated targetedly, evaded technology measure blindly.
In this manual, each embodiment adopts the mode of going forward one by one to describe, and what each embodiment stressed is the difference with other embodiments, between each embodiment identical similar portion mutually see.
Obviously, those skilled in the art can carry out various change and modification to invention and not depart from the spirit and scope of the present invention.Like this, if these amendments of the present invention and modification belong within the scope of the claims in the present invention and equivalent technologies thereof, then the present invention is also intended to comprise these change and modification.
Claims (10)
1. the shield driving construction method in the larger situation of portal infiltration, is characterized in that, comprising:
For field condition, determine the type combination into hole measure, according to the working procedure of each measure of type reasonable arrangement of each measure, carry out the construction of each measure according to described working procedure, the contradictory factor between workaround;
Carry out portal observation, if find to there is infiltration situation, under condition meets the condition initiatively entering hole at the scene, carry out into the measure in hole;
Formally entering in the process of hole, initiatively entering hole as discovery situation changes to complete, emergency repair measure should be taked immediately.
2. the shield driving construction method as claimed in claim 1 in the larger situation of portal infiltration, it is characterized in that, the type combination entering hole measure determined comprises ground stabilization and freezing reinforcing.
3. the shield driving construction method as claimed in claim 2 in the larger situation of portal infiltration, it is characterized in that, when carrying out the construction of the measure of freezing reinforcing, frost wall arranges freezing hole and thermometer hole, and wherein, described freezing hole embedded depth is 10.4m, freezing hole number is 32, between freezing hole, pitch of holes is 765mm, and the quantity of thermometer hole is 3, and the hole depth of thermometer hole is 12.4m.
4. the shield driving construction method as claimed in claim 2 in the larger situation of portal infiltration, it is characterized in that, the step of the contradictory factor between workaround comprises:
Evade the contradictory factor between the heat of hydration of ground stabilization and the cooling of freezing reinforcing.
5. as described in any one of Claims 1 to 4 portal infiltration larger situation under shield driving construction method, it is characterized in that, described in the measure of entering in hole comprise:
Enter hole device cord plate, the installation of watertight shutter, the laying of dewatering well, the setting of hoop, the cutting off of the setting of steel bushing or shield tail.
6. the shield driving construction method in the larger situation of portal infiltration as described in any one of Claims 1 to 4, it is characterized in that, described emergency repair measure comprises:
Filling polyurethane, the shutoff of dual slurry and the fixing of shield tail pipe sheet.
7. the shield driving construction method as claimed in claim 6 in the larger situation of portal infiltration, it is characterized in that, during filling polyurethane, injecting paste material is oil soluble polyurethane slurries, and gel time is less than 2min.
8. the shield driving construction method as claimed in claim 7 in the larger situation of portal infiltration, it is characterized in that, described oil soluble polyurethane slurries comprise performed polymer and accelerator.
9. the shield driving construction method as claimed in claim 8 in the larger situation of portal infiltration, it is characterized in that, described performed polymer is toluene di-isocyanate(TDI) and polyethers, and described accelerator comprises triethylamine, frothing medicine and organotin.
10. the shield driving construction method in the larger situation of portal infiltration as described in any one of Claims 1 to 4, it is characterized in that, the technical data during shutoff of dual slurry comprises: injection speed is 30-40L/min, concentration of sodium silicate 35Be, modulus M=2.9, cement setting time controls at 2 minutes, and grouting pressure is 0.6-3Mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410853799.9A CN104564093A (en) | 2014-12-31 | 2014-12-31 | Shield entry construction method under serious portal water seepage situation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410853799.9A CN104564093A (en) | 2014-12-31 | 2014-12-31 | Shield entry construction method under serious portal water seepage situation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104564093A true CN104564093A (en) | 2015-04-29 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410853799.9A Pending CN104564093A (en) | 2014-12-31 | 2014-12-31 | Shield entry construction method under serious portal water seepage situation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104564093A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107965335A (en) * | 2017-11-21 | 2018-04-27 | 上海市机械施工集团有限公司 | A kind of shield driving construction method |
| CN108915705A (en) * | 2018-08-09 | 2018-11-30 | 中铁局集团有限公司 | A kind of baffle grouting construction method blocked for shield export & import leak |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103527205A (en) * | 2013-09-29 | 2014-01-22 | 深圳中海建筑有限公司 | Shield underwater oblique crossing hole entering construction method |
-
2014
- 2014-12-31 CN CN201410853799.9A patent/CN104564093A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103527205A (en) * | 2013-09-29 | 2014-01-22 | 深圳中海建筑有限公司 | Shield underwater oblique crossing hole entering construction method |
Non-Patent Citations (2)
| Title |
|---|
| 郝洪亮等: "盾构法隧道软土地层盾构水下进洞施工技术的应用", 《建筑知识》 * |
| 陈周斌等: "杭州地铁1号线高水压条件下深基坑盾构进洞施工技术", 《地下工程建设与环境和谐发展——第四届中国国际隧道工程研讨会文集》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107965335A (en) * | 2017-11-21 | 2018-04-27 | 上海市机械施工集团有限公司 | A kind of shield driving construction method |
| CN108915705A (en) * | 2018-08-09 | 2018-11-30 | 中铁局集团有限公司 | A kind of baffle grouting construction method blocked for shield export & import leak |
| CN108915705B (en) * | 2018-08-09 | 2019-10-22 | 中铁一局集团有限公司 | A kind of baffle grouting construction method blocked for shield export & import leak |
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Application publication date: 20150429 |