CN102140918A - Loess tunnel construction method - Google Patents
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- CN102140918A CN102140918A CN201110081386XA CN201110081386A CN102140918A CN 102140918 A CN102140918 A CN 102140918A CN 201110081386X A CN201110081386X A CN 201110081386XA CN 201110081386 A CN201110081386 A CN 201110081386A CN 102140918 A CN102140918 A CN 102140918A
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Abstract
The invention relates to a loess tunnel construction method, which can lower the construction difficulty and ensure the construction safety and the structure stability. The method comprises the following steps: (1) rapidly excavating the tunnel; (2) immediately constructing a primary support; (3) erecting an invert trestle, and constructing a primary support invert in time to make the primary support form a closed integral body; (4) erecting an invert trestle, and carrying out invert backfilling and short wall construction as earlier as possible; and (5) constructing a secondary lining at a proper moment meeting the deformation rule of the loess tunnel.
Description
One, technical field:
The present invention relates to a kind of job practices, especially relate to a kind of job practices of loess tunnel.
Two, background technology:
In the background technology, the loess Gu claims " yellow earth ", originally comes from the look in soil, is a kind of quaternary sediment, and loess is widely distributed in the world, and about 1,300 ten thousand square kilometres of the gross area that whole world loess and loess shape soil distribute accounts for 9.3% of the land gross area.China is again the maximum country of loess distribution area in the world, and distribution area reaches 640,000 square kilometres, accounts for 6.3% of China's area.In middle Yellow River regions, from the Helan Mountain,,, reach the Qinling Mountains in the south and almost all covered by loess North gets Great Wall to the east of the Taihang Mountain, about 270,000 square kilometres of area is the main distribution area of China's loess.
Loess has following geologic feature: color is lark sometimes based on yellow, isabelline; (0.05～0.005mm), content is generally more than 60%, and particle diameter is less greater than 0.25mm's based on powder for the particle composition; Macroscopic big space, big space is generally about 1.0mm; Be rich in carbonate, have diagonal joint, be i.e. tectonic joint, vertical joints development.
The physico-mechanical properties Chang Suiqi diagenetic age of loess, diagenesis area show certain difference.The dry unit weight of generally piling up loess recently is less, and air space ratio is bigger, and compressive strain is big, and permeability is strong, and dry state has certain structural strength, the saturated back structural deterioration of soaking, and cohesion reduces rapidly, and vary within wide limits, presents stronger settlement by soaking; The physico-mechanical properties of Epileistocene loess is similar in appearance to piling up loess recently, and their structural strength is all on the low side and variable, and wet by water influences greatly, is the main buried layer of collapsible loess; Middle Pleistocene loess is the main body on loess stratum, by loess, paleosol layer is alternate with the calcareous concretion layer forms, and the quality denser, unit weight is big, compressibilty and permeability are all less, has slight settlement by soaking under no settlement by soaking or the high pressure, is good soil supporting layer; Early Pleistocene loess stratum is thinner, is yellowish-brown, and more closely knit than Middle Pleistocene loess, intensity is big, and compressibilty is little, no settlement by soaking, and water permeability is also little.
A large amount of single, double line railways and two track highway tunnels had been built by China in the loess area in the past, in construction process, problems such as serious face of land cracking, arch sedimentation, lining deformation, even landslide just once occurred.Unite tackling key problem through numerous scientific researches, design and unit in charge of construction, aspect loess highway, railway tunnel construction, accumulated some experiences, obtained some scientific achievements, effectively instructed engineering construction.But still have many technical barriers outstanding and do not separate, so fail to form a cover system, maturation, job practices efficiently.
Three, summary of the invention:
The present invention provides a kind of job practices of loess tunnel in order to solve the weak point in the above-mentioned background technology, and it is applied to construction, can reduce difficulty of construction, helps guaranteeing construction safety and Stability Analysis of Structures.
For achieving the above object, the technical solution used in the present invention is:
A kind of job practices of loess tunnel is characterized in that:
(1) excavates fast;
(2) preliminary bracing will in time be constructed;
(3) set up the inverted arch trestle, in time apply the preliminary bracing inverted arch, make preliminary bracing form the stressed integral body of a sealing.
(4) set up the inverted arch trestle, carry out the inverted arch backfill as early as possible and apply short abutment wall.
(5) apply secondary lining the opportune moment of selecting to meet the deformation rule of loess tunnel.
Construction sequence comprises:
(1) at first excavates the upper, annular base tunnel;
(2) secondly apply the top preliminary bracing;
(3) excavation core soil part;
(4) draw middle groove;
(5) excavate left and right sides abutment wall with jumping the mode of digging Ma Kou, and apply the preliminary bracing at abutment wall position;
(6) set up the inverted arch trestle, in time whole excavation inverted arch makes preliminary bracing closed early, requires face apart from the distance L of the inverted arch excavation span B less than 1.5 times;
(7) set up the inverted arch trestle, apply inverted arch preliminary bracing and secondary lining, and finish the inverted arch backfill;
(8) apply two mat walls;
(9) apply secondary lining in good time.
Compared with prior art, the advantage and the effect that have of the present invention is as follows:
1, the present invention is based on deformation rule in the loess tunnel construction process, proposed the job practices of suitable loess tunnel targetedly.
2, both can effectively control arch sedimentation, surface subsidence by this method construction, guarantee the stable and construction safety of tunnel structure, and can solve the difficult problem of the early stage cracking of secondary lining.
Four, description of drawings:
Fig. 1 is an excavation method front schematic view of the present invention;
Fig. 2 is the right view of excavation method of the present invention;
Fig. 3 is an excavation method vertical view of the present invention;
Fig. 4 is an excavation phantom drawing of the present invention;
Fig. 5 is a working procedure front schematic view of the present invention;
Fig. 6 is the vertical face schematic diagram of working procedure of the present invention;
Fig. 7 is periphery displacement monitoring project cross section arrangement diagram in the test of loess tunnel deformation rule;
Fig. 8 is No. 1 tunnel YK49+315 arch sedimentation in a Liu Jia level ground tense curve;
Fig. 9 is No. 1 tunnel, a Liu Jia level ground YK49+325 headroom convergence tense curve;
Figure 10 is for opening the sedimentation actual measurement of ZK41+065.5 arch, tame ditch tunnel and returning tense curve comparison diagram.
Description of drawings: 1-arch annular excavation; The supporting of 2-arch; 3-core soil and middle groove excavation; 4-leftwall excavation; 5-RightWall excavation; 6-inverted arch excavation; 7-middle groove excavation; The supporting of 8-RightWall; The supporting of 9-leftwall; The preliminary bracing of 10-inverted arch applies; 11-inverted arch, two linings apply; 12-two mat walls apply; 13-two linings apply; The sedimentation of 14-arch; The convergence of 15-headroom.
Five, the specific embodiment:
The job practices of loess tunnel of the present invention is: " dig soon, prop up soon, seal soon, closely follow on inverted arch and secondary lining abutment wall basis, and secondary lining applies in good time ".
Dig soon, refer to quick excavation.
Fast, referring to preliminary bracing will in time construct.
Fast sealing refers to and sets up the inverted arch trestle, in time applies the preliminary bracing inverted arch, makes preliminary bracing form the stressed integral body of a sealing.
The measure that closely follow on inverted arch and secondary lining abutment wall basis, refer to and set up the inverted arch trestle, carry out the inverted arch backfill as early as possible and apply short abutment wall, make that the ground that supports the top preliminary bracing is stressed by the stressed face of changing into of point, and the backfill of inverted arch, also make the ratio of rise to span of the annulus that preliminary bracing forms reduce, guaranteed the stable of structure.
Secondary lining applies in good time and is meant, applies secondary lining the opportune moment of selecting to meet the deformation rule of loess tunnel.
Referring to Fig. 1 to Fig. 6, at first excavate the upper, annular base tunnel; Next applies the top preliminary bracing; The 3rd, excavation core soil part; The 4th, draw middle groove; The 5th, excavate left and right sides abutment wall with jumping the mode of digging Ma Kou, and apply the preliminary bracing at abutment wall position; The 6th, in time excavate inverted arch, make preliminary bracing closed early, require face apart from the distance L of inverted arch excavation span B less than 1.5 times; The 7th, apply inverted arch preliminary bracing and secondary lining, and finish the inverted arch backfill; The 8th, apply two mat walls; At last, apply secondary lining in good time.
The present invention is based on and puts forward on the basis that the loess tunnel on-site supervision measures, and the deformation rule of loess tunnel how, illustrates with the engineering test example below.
(1) loess tunnel deformation rule experimental study
In order to find the deformation rule of loess tunnel, to trunk lines of national expressways GZ(35) Qingdao～Wubao, border, Shaanxi, Yinchuan seven loess tunnels (being single hole two track separate tunnels) to the speedway of sub-continent have carried out constructing tunnel distortion on-the-spot test.
1, project profile
The landform shape of support engineering belongs to the cogongrass shape cant beam in loess ridge cogongrass district, and tunnel location district's exposure table of strata portion is the new loess (Q of kalimeris group
3 Col), the middle part is from stone group strong yellow soil (Q
2 Col), the bottom is a particulate arkose class in system Hu Jia village's group brown Huang～celadon thick-layer shape on the Trias, and underground water is mainly composes the pore water that is stored in the Quaternary system loess formation, and edpth of tunnel 35m～135m does not wait, and earth formation is comparatively simple.The overview in each tunnel and engineering geological conditions situation see Table 1 and table 2 listed.
2 content measurements and method
(1) the tunnel deformation monitoring measurement comprises that arch settlement measurement and headroom convergence measure
Arch settlement measurement: use high-precision A L422 level gauge and special-purpose elevation measuring staff, adopt the method for height measurement to measure the arch sedimentation.
The headroom convergence measures: the horizontal movement of using SWJ-IV type digital display convergence gauge to monitor the tunnel clearance maximum changes.
(2) monitoring section is arranged longitudinally along the tunnel
Bury the 1st monitoring section underground apart from hole 5～10m; Every 50m arranges 1 monitoring section in the hole.
(3) (the arch settlement measurement is arranged three places arch sedimentation measuring point at vault and both sides haunch (apart from vault 2m place) to the layout of each monitoring measurement project on the cross section altogether as shown in Figure 7.
The headroom convergence measures the span maximum at each section, buries a horizontal convergence underground and measures baseline.
(4) each tunnel deformation monitoring measuring point quantity
The arch sedimentation that the monitoring of seven tunnel deformations is laid can be with totally 161 of measuring points, totally 45 of headroom convergence surveys line.
3 monitoring results and analysis
Field measurement work is since in June, 2005, and per 1 data collection task that measures section all is (can't not measure when core soil excavates) after measuring point is buried 3 days underground, till applying to secondary lining.By on April 25th, 2007, seven loess tunnels were all finished the distortion monitoring measurement work of expection successively.Its monitoring result Macro or mass analysis is as follows.
3.1 the tunnel deformation measured result gathers and analyzes
With tunnel deformation monitoring result statistical summaries, see Table 3 listed according to the different surrounding rock rank.
Following as can be found from Table 3 rule:
(1) the annular excavation method construction of core soil is stayed in loess tunnels employing arch, two tracks, single hole, before counting core soil excavation, do not produce under the situation of deflection, the average of IV level country rock loess tunnel arch sedimentation is about 2cm, and the average of headroom convergence is about 1cm; The average of V level country rock (shallow embedding bias voltage) loess tunnel arch sedimentation is about 7cm, and also about 1cm, this visible loess tunnel arch sedimentation value is restrained value much larger than headroom to the average of headroom convergence.
(2) No. 5 tunnels, Liu Jia level ground lag behind because of supporting, and the arch sedimentation value of K52+350, K52+355, K52+365 section exceeds the standard permissible value, and crack in various degree all appears in sprayed mortar.All the other monitoring section shift values all allow within the shift value scope in standard; The data of considering field monitoring do not comprise the preexisting displacement that core soil excavation takes place in preceding 3 days (account for total displacement 30～50%), so above-mentioned shift value suitably can be transferred greatly, the upper limit of finding the standard permissible value afterwards is the loess tunnel surrouding rock deformation final mean annual increment movement amount that relatively is fit to.
3.2 tunnel deformation typical displacement tense curve
Depict the deformation measurement data in seven tunnels as the tense curve, typical variant tense curve such as Fig. 8～shown in Figure 9.
From the displacement tense curve map in seven tunnels, displacement and confidential relation was arranged between the time, displacement increased in time and increases rapidly in early stage, and rate of displacement reduces in time gradually, and displacement is slow growth trend after reaching certain hour.Stable from being deformed to, following 3 stages have roughly all been experienced in the surrouding rock deformation of loess tunnel:
(1) phase I is rapid deformation stage (the excavation initial stage), and its duration is approximately 5 days to 10 days, and this stage deflection accounts for about 60%～70% of structural strain's amount.Because the influence of job practices and the restriction of means of testing, it is to carry out after core soil excavation that the surrouding rock deformation in tunnel measures, the major part distortion that the excavation initial stage takes place fails to measure, so the practical distortion that the phase I takes place will be far longer than the deflection shown in the tense curve.This just requires will to take in the constructing tunnel to dig soon, prop up soon, the working measure of sealing soon.Also will set up lock foot anchoring stock in addition, especially the inverted arch of preliminary bracing will in time apply, and controls sedimentation as early as possible and prevents to be out of shape excessive or landslide.
(2) second stage is the sustainable growth stage, and the duration is about about 10 days to 15 days, and this part deflection accounts for about 30%.If apply secondary lining this moment too early, excessive rock deformation pressure can cause damage to the concrete that reaches final strength that do not harden fully as yet, to be secondary lining bear bigger deformation pressure in low intensive period certainly will cause concrete to produce " internal injury ", develop into and to make concrete produce the life-span reduction that the crack causes secondary lining at last, even landslide, so secondary lining should not be closelyed follow again.Therefore, the notion that proposes " two linings are closelyed follow " should be that basic being critical of secondary lining inverted arch and abutment wall followed, and in time carries out the inverted arch backfill and apply sub-surface, increases the general stability of structure.
(3) to enter the phase III be slow build phase to the surrouding rock deformation in about 25 days of excavation back, and this appropriate to the occasion secondary lining that in good time applies prevented to bring out bigger distortion and took place still in distortion lentamente this moment.
Because measure the restriction of means in this test, the displacement that take place excavation back early stage (about 3 days) can't measure, this has caused slightly deviation of the statistics in later stage and real data, and this will be remedied in the measurement work afterwards.
3.3 monitored data regression analysis
In order to study the deformation rule of loess tunnel, in each tunnel, choose 1～2 typical section, the displacement tense curve that obtains according to test data, selection index function (u=Ae-B/t) and logarithmic function (u=A+Blnt) carry out regression analysis to its arch sedimentation or headroom convergence data respectively, it the results are shown in Table 4 listed, and classic regression tense curve as shown in figure 10.
From table 4 and Figure 10 as can be seen: the coefficient R of each curve of carrying out regression analysis with logarithmic function is all more than 0.95, and carry out the index of correlation of each curve of regression analysis with exponential function high and have negative value to occur; More than each monitoring section when adopting logarithmic function to return, its measured curve and regression curve match are better.Show that loess tunnel surrouding rock deformation development is relatively to meet the logarithmic function rule.
Consider that logarithmic function is the increase of t in time and be divergent trend, so can not use it to estimate the end value of surrouding rock deformation, tends towards stability the required time of state but can be used to estimate tunnel surrounding.
In addition, to propose the theory that loess tunnel construction should " two linings immediately following " be incorrect to engineering circle.Its reason is: the loess tunnel country rock has that self intensity is low, distortion is big and the very strong characteristic of rheological characteristic, if secondary lining applies too early, country rock can continue distortion, causes secondary lining to bear excessive deformation pressure like this.Since after secondary lining applies soon, the secondary lining concrete does not also harden fully and reaches required normal intensity, just bear excessive overburden potential in low intensive period and must cause concrete " congenital internal injury ", under the effect of follow-up load, cracking even landslide in use may appear in the tunnel, and these phenomenons all took place in many case histories.
Because loess tunnel distortion longer duration, if untimely take measures to be controlled will inevitably bring out bigger distortion and cause headroom to invade limit even landslide.Therefore, the inverted arch that will strengthen preliminary bracing, particularly preliminary bracing in construction period will in time apply, and the inverted arch of secondary lining and abutment wall basis is critical and follows simultaneously, to avoid the tunnel bigger distortion takes place.
4 experiment conclusion
(1) the field measurement data show, the value of arch sedimentation will be far longer than the value of headroom convergence in loess tunnel benching tunnelling method work progress, and this is because the geometry (mostly being flat smooth shape) of Highway Tunnel in Loess section causes.Therefore in the construction of loess tunnel, need control the distortion in tunnel with the sedimentation of control arch.Must act on the principle of " dig soon, prop up soon, seal soon " in the practice of construction, the measure of take to strengthen preliminary bracing, apply lock foot anchoring stock, inverted arch and secondary lining abutment wall basis being closelyed follow, avoid the arch country rock that excessive sedimentation takes place, guarantee Stability of Tunnel, secondary lining applies in good time.
(3) following three phases has roughly all been experienced in the surrouding rock deformation of loess tunnel: the phase I is rapid deformation stage (the excavation initial stage), and its duration is approximately 5 days to 10 days, and this stage deflection accounts for about 60% of structural strain's amount; Second stage is the sustainable growth stage, and the duration is about about 10 days to 15 days, and this part deflection accounts for about 40%; It is slow build phase that the excavation back entered the phase III in about about 25 days, and this stage country rock still can be out of shape lentamente.
(4) deformation rule of loess tunnel meets the logarithmic function rule, because logarithmic function has diversity, so can't estimate out the final mean annual increment movement of country rock thus, surrouding rock deformation will be in slow growth state for a long time, so secondary lining should apply in good time.
(5) secondary lining of estimating according to the final rate value of current specifications regulation applies and does not meet the actual requirement of engineering opportunity, and it is obviously late to apply secondary lining when the time comes again, can not guarantee the stable and construction safety of tunnel surrounding and supporting and protection structure.
Claims (2)
1. the job practices of a loess tunnel is characterized in that:
(1) excavates fast;
(2) preliminary bracing will in time be constructed;
(3) set up the inverted arch trestle, in time apply the preliminary bracing inverted arch, make preliminary bracing form the stressed integral body of a sealing;
(4) set up the inverted arch trestle, carry out the inverted arch backfill as early as possible and apply short abutment wall;
(5) apply secondary lining the opportune moment of selecting to meet the deformation rule of loess tunnel.
2. the job practices of loess tunnel according to claim 1, its construction sequence comprises:
(1) at first excavates the upper, annular base tunnel;
(2) secondly apply the top preliminary bracing;
(3) excavation core soil part;
(4) draw middle groove;
(5) excavate left and right sides abutment wall with jumping the mode of digging Ma Kou, and apply the preliminary bracing at abutment wall position;
(6) set up the inverted arch trestle, in time whole excavation inverted arch makes preliminary bracing closed early, requires face apart from the distance L of the inverted arch excavation span B less than 1.5 times;
(7) set up the inverted arch trestle, apply inverted arch preliminary bracing and secondary lining, and finish the inverted arch backfill;
(8) apply two mat walls;
(9) apply secondary lining in good time.
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| CN102606176A (en) * | 2012-03-16 | 2012-07-25 | 西安理工大学 | Collapsible loess tunnel construction method |
| CN102678134A (en) * | 2012-05-18 | 2012-09-19 | 中铁十二局集团第二工程有限公司 | Collapse and sink intrusion limit construction method for treating wind accumulated sand loess tunnel through stride shed pipe |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0435983A (en) * | 1990-05-31 | 1992-02-06 | Achilles Corp | Decorative sheet and production thereof |
| JPH09235983A (en) * | 1996-03-04 | 1997-09-09 | Taisei Corp | Connection method of tunnel |
| CN101769154A (en) * | 2008-12-31 | 2010-07-07 | 中铁六局集团呼和浩特铁路建设有限公司 | Excavation supporting method for tunnel construction |
| CN101864963A (en) * | 2010-05-26 | 2010-10-20 | 中铁二十三局集团第三工程有限公司 | Large-section loess tunnel construction method |
| CN101906975A (en) * | 2010-08-09 | 2010-12-08 | 中铁第一勘察设计院集团有限公司 | Supporting structure for extra-large cross-section loess tunnel underpass railway and construction method thereof |
-
2011
- 2011-04-01 CN CN201110081386XA patent/CN102140918A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0435983A (en) * | 1990-05-31 | 1992-02-06 | Achilles Corp | Decorative sheet and production thereof |
| JPH09235983A (en) * | 1996-03-04 | 1997-09-09 | Taisei Corp | Connection method of tunnel |
| CN101769154A (en) * | 2008-12-31 | 2010-07-07 | 中铁六局集团呼和浩特铁路建设有限公司 | Excavation supporting method for tunnel construction |
| CN101864963A (en) * | 2010-05-26 | 2010-10-20 | 中铁二十三局集团第三工程有限公司 | Large-section loess tunnel construction method |
| CN101906975A (en) * | 2010-08-09 | 2010-12-08 | 中铁第一勘察设计院集团有限公司 | Supporting structure for extra-large cross-section loess tunnel underpass railway and construction method thereof |
Non-Patent Citations (2)
| Title |
|---|
| 轩俊杰: "黄土隧道变形规律研究", 《中国优秀硕士学位论文全文数据库》, 15 August 2009 (2009-08-15) * |
| 郭晓华等: "土质隧洞施工控制环节", 《甘肃水利水电技术》, vol. 46, no. 1, 30 January 2010 (2010-01-30) * |
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| CN102444407A (en) * | 2011-12-12 | 2012-05-09 | 中铁二局股份有限公司 | Construction deformation control method for lower step of high crustal stress weak surrounding rock tunnel |
| CN102444407B (en) * | 2011-12-12 | 2015-06-03 | 中铁二局股份有限公司 | Construction deformation control method for lower step of high crustal stress weak surrounding rock tunnel |
| CN102606176A (en) * | 2012-03-16 | 2012-07-25 | 西安理工大学 | Collapsible loess tunnel construction method |
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| CN107036515A (en) * | 2017-06-08 | 2017-08-11 | 浙江工业大学 | Simulate experimental rig and test method that benching tunnelling method constructing tunnel triggers earth's surface deformation |
| CN107165640A (en) * | 2017-07-06 | 2017-09-15 | 王胜利 | Tunnels and underground engineering surely builds method certainly |
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| CN108756935A (en) * | 2018-06-01 | 2018-11-06 | 招商局重庆交通科研设计院有限公司 | Run disease tunnel assembled treatment structures and its construction method |
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| CN110761795A (en) * | 2019-11-06 | 2020-02-07 | 中铁二十局集团有限公司 | Construction method of shallow tunnel in loess gully |
| CN110761795B (en) * | 2019-11-06 | 2020-12-22 | 中铁二十局集团有限公司 | Construction method of shallow tunnel in loess gully |
| CN111236965A (en) * | 2020-01-23 | 2020-06-05 | 中铁二院工程集团有限责任公司 | In-situ jacking and assembling construction method for fabricated tunnel lining structure |
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| CN112943265A (en) * | 2021-03-10 | 2021-06-11 | 中铁二院工程集团有限责任公司 | Subway pole-free station structure adopting primary arch cover method and construction method |
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