CN103775093A - Construction method for right-angle skew tunnel-entering cover arch of unsymmetrical-loaded and shallow-buried tunnel - Google Patents
Construction method for right-angle skew tunnel-entering cover arch of unsymmetrical-loaded and shallow-buried tunnel Download PDFInfo
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Abstract
The invention belongs to a construction method for the right-angle skew tunnel-entering cover arch of an unsymmetrical-loaded and shallow-buried tunnel. In the method, conventional cover arches and steel arches are erected by adopting a left and right staggered erecting method, that is, the erecting direction of the steel arches and the slanting direction of the axial lead of a tunnel traveling axial lead form an angle of 45 to 60 degrees, the steel arches at a left side end and the steel arches at the right side end are erected in a staggered manner, the distance between the adjacent steel arches which deviate from the right side of a mountain is smaller than the distance between the adjacent steel arches which are close to left side of the mountain, the distances between the steel arches within a range of 20 to 30 m in a hole are adjusted, a conventional orthogonal cover arch is manufactured into a cover arch which is in the right-angle skew with a tunnel-entering direction. The method provided by the invention can ensure smooth and safe hole entering of an unsymmetrical-loaded and shallow-buried tunnel in a narrow tunnel portal topographic condition, the amount of soil stone excavated from a mountain body can be greatly reduced, the construction resources are saved, environmental protection is facilitated, and the method has the advantages that the method is simple and practical, labor and time are saved, the construction cost is low, the construction period is short, the effects of safety and reliability are realized, and high efficiency and good quality are achieved.
Description
Technical field
The invention belongs to a kind of oblique and just doing bias voltage shallow tunnel and enter the construction method of hole cover arch.
Background technology
At present, the construction method of tunnel cover arch is, first employing large-scale manpower and materials cuts and digs the massif in outside, tunnel, form a construction plant that is beneficial to big machinery running, require massif to cut to dig simultaneously the massif tunnel tangent plane of rear formation should be vertical with the driving axial line that enters hole tunnel and this massif sectional area should be greater than into the sectional area of hole tunnel cover arch, then carry out the construction of tunnel cover arch outward and make cover arch extend to a segment distance in tunnel forming the scope of operation in stable tunnel at tunnel tangent plane again.The construction method of this traditional tunnel cover arch, massif cuts that shoveling stone amount is large, time-consuming, and construction cost is large, long construction period, speed is slow, efficiency is low.
Particularly, if construction plant is that outside (deviating from massif side) is narrow, the wide massif in inner side (near massif side) is constructed, both there is serious bias state in the construction landform of tunnel cover arch, or the construction site of tunnel cover arch is positioned on more steep domatic of massif, tunnel direction and massif are cut sth. askew, cause existing buried depth shallow near the massif of river course side, and there is serious bias voltage near massif side, and tunnel portal to enter hole malposition narrow, do not possess the construction ground of operating platform, if still adopt traditional construction method, must massif cut shoveling stone amount larger, more time-consuming, construction cost is larger, construction period is longer, speed is slower, efficiency is lower.
Summary of the invention
The object of the invention is to design a kind of oblique and just doing bias voltage shallow tunnel and enter the construction method of hole cover arch, can guarantee that the tunnel safety that bias voltage, shallow embedding and hole orographic condition are narrow enters hole smoothly, can significantly reduce massif and cut shoveling stone amount, save working sources, be beneficial to environmental protection, there is method simple practical, saving of work and time, construction cost is low, short construction period, safe and reliable, efficiency height and the measured advantage of matter.
For this reason, this construction method of the present invention comprises the steps:
(1) angle that longitudinally cut sth. askew in body and tunnel, near the mountain determines that massif cuts the tunnel massif tangent plane that digs rear formation, and massif is cut and dug the tunnel massif tangent plane of rear formation and the driving axial line oblique angle in tunnel is 45 °～60 °;
(2), according to the driving axial line oblique angle in tunnel massif tangent plane and tunnel, before tunnel massif tangent plane, set up the steel arch frame of support set arch, install at direction and tunnel oblique 45 °～60 ° angles of driving axial line of setting up of steel arch frame, the dislocation of the steel arch frame of left-hand end and the steel arch frame of right-hand end is set up, and the spacing deviating between the adjacent each steel arch frame in the right side of massif is less than near the spacing between the adjacent each steel arch frame in the left side of massif;
(3), steel arch frame two ends adopt lock foot anchoring stock to fix, and longitudinally to adopt grouting rock bolt to do near massif side temporary fixed, and adopt and on steel arch frame, be the fixing steel arch frame of spacing distance fixed guide steel pipe;
(4), on steel arch frame, set up temporary steel pipe holder, mounting arch template successively on steel pipe support, adopt pull bar to drawing fixed arch template, the part of the template left-right asymmetry on cover arch front and back ends top should adopt steel pipe support to support to guarantee the stable equilibrium of formwork integral structure;
(5), build concreting at arch template higher slice, should left and right symmetry build steel concrete from two ends to center, after having built, to concrete curing, form concrete and enter hole cover arch;
(6), along with cover arch of tunnel is to the extension in massif, adopt strengthen near the left side of massif adjacent enter the spacing between the each steel arch frame behind hole, and the correction method of adjustment that the spacing between the adjacent each steel arch frame in the right side that deviates from massif remains unchanged, proofreading and correct gradually into the steel arch frame behind hole is vertical with the angle of the driving axial line in tunnel, and the steel arch frame entering behind hole is proofreaied and correct the distance of adjusting in hole enters tunnel 20～30m inwards;
(7), cut sth. askew according to cover arch and massif, the construction of pipe canopy adopts the not isometric mode of oblique, is less than near the pipe roof construction length of massif side the pipe roof construction length that deviates from massif side;
(8), while entering hole, preliminary bracing is configured to by shotcrete linked network and the steel arch of entering behind hole, to entering steel arch frame junction behind hole, to apply 2 lower limbs be lock pin anchor tube the grouting and reinforcing of 20 °, overcome the horizontal component of peripheral rock to abutment wall preliminary bracing radial pressure, reduce the pressure of top rock mass to abutment wall, arch massif system anchor bolt adopts hollow bolt grouting and reinforcing, abutment wall adopts grouting rock bolt to reinforce, in massif, after excavation, should seal immediately the peripheral rock after digging, form first floor flexible support layer, the development of restriction Relaxation Zone, self is formed as early as possible, entering the method that setting up of steel arch frame behind hole follow circulation fine setting is adjusted into orthogonal gradually by oblique, the strict size of controlling fine setting,
(9), under the supporting of leading bassoon canopy, first weak Blasting Excavation top heading left part, and apply in time periphery preliminary bracing and temporary lining, i.e. first pneumatically placed concrete, sets up vertical steelframe, lays steel mesh reinforcement, and bore radially anchor pole; After hysteresis top heading left part one segment distance, then under weak Blasting Excavation, base tunnel left part also applies periphery preliminary bracing and temporary lining in time; Secondly weak blast working top heading right side part, applies periphery preliminary bracing and temporary lining in time, and base tunnel right side part under last weak blast working, applies periphery preliminary bracing and temporary lining in time;
(10), according to monitoring measurement result, after preliminary bracing stabilization, remove the interim steelframe the latter half of sidewall, placing inverted arch concrete, after inverted arch concrete initial set, apply inverted arch and be filled to design height, finally according to monitoring measurement of wall rock data analysis, determine that secondary lining applies opportunity, remove false stull, apply arch wall lining cutting.
Spacing between the adjacent each steel arch frame in the described right side that deviates from massif is 50cm.The described steel arch frame quantity of entering hole cover arch is 3～4, is i iron.Described template is set shaped steel formwork.Described each guiding steel pipe connects and composes each i iron of steel arch frame, the driving axis parallel setting in respectively lead steel pipe and tunnel.
Said method design has realized object of the present invention.
Method of the present invention can guarantee that the tunnel safety that bias voltage, shallow embedding and hole orographic condition are narrow enters hole smoothly, can significantly reduce massif and cut shoveling stone amount, save working sources, be beneficial to environmental protection, there is method simple practical, saving of work and time, construction cost is low, short construction period, safe and reliable, efficiency height and the measured advantage of matter.
Test shows: method of the present invention can significantly reduce massif compared with conventional method and cut shoveling stone amount 90%, shortens nearly 10 times of construction period, saves operating expenses more than 80%, and quality is all higher than design objective, method simple practical, saving of work and time.
Accompanying drawing explanation
Fig. 1 is the structural representation that shallow tunnel of the present invention enters hole cover arch.
Fig. 2 be of the present invention enter the steel arch shelf structure schematic diagram of hole cover arch.
Fig. 3 is that the steel arch frame that the present invention enters behind hole is proofreaied and correct the structural representation of adjusting.
The specific embodiment
As shown in Figures 1 to 3, a kind of oblique is just being done bias voltage shallow tunnel and is being entered the construction method that hole cover encircles, and comprises the steps:
(1) angle that longitudinally cut sth. askew in body 5 and tunnel, near the mountain determines that massif cuts the tunnel massif tangent plane that digs rear formation, and massif is cut and dug the tunnel massif tangent plane of rear formation and the driving axial line in tunnel 4 oblique angles are 45 °～60 °.Obviously, also can determine according to the angle of massif and tunnel direction of advance.
(2), according to the driving axial line oblique angle in tunnel massif tangent plane and tunnel, before tunnel massif tangent plane, set up the steel arch frame 8 of support set arch, install at direction and tunnel oblique 45 °～60 ° angles of driving axial line of setting up of steel arch frame, the steel arch frame of left-hand end and the dislocation of the steel arch frame of right-hand end are set up, the spacing deviating between the adjacent each steel arch frame in the right side of massif is less than near the spacing between the adjacent each steel arch frame in the left side of massif, spacing between the adjacent each steel arch frame in the described right side that deviates from massif is 50cm, be 100cm near the spacing between the adjacent each steel arch frame in the left side of massif.The described steel arch frame quantity of entering hole cover arch is 3～4, is i iron.
(3), steel arch frame two ends adopt lock foot anchoring stock to fix, and longitudinally to adopt grouting rock bolt to do near massif side temporary fixed, and adopt and on steel arch frame, be the fixing steel arch frame of spacing distance fixed guide steel pipe.Described each guiding steel pipe connects and composes each i iron of steel arch frame, the driving axis parallel setting in respectively lead steel pipe and tunnel.
(4), on steel arch frame, set up temporary steel pipe holder, set up temporary steel pipe holder with 90*90cm spacing, mounting arch template successively on steel pipe support, adopt pull bar to drawing fixed arch template, the part of the template left-right asymmetry on cover arch front and back ends top should adopt steel pipe support to support to guarantee the stable equilibrium of formwork integral structure.Described template is set shaped steel formwork.
(5), build concreting at arch template higher slice, should left and right symmetry build steel concrete from two ends to center, after having built, to concrete curing, form concrete and enter hole cover arch 6.Remove into hole cover arch inner supporting structure (comprising into 3 steel arch framves of hole cover arch), entering in the cover arch of hole is tunnel entrance 7.
(6), along with cover arch of tunnel 1 is to the extension in massif, adopt strengthen the left side near massif adjacent enter the spacing between the each steel arch frame behind hole, and deviate from the correction method of adjustment that the spacing between the adjacent each steel arch frame in the right side of massif remains unchanged.Proofreading and correct gradually into the steel arch frame behind hole is vertical with the angle of the driving axial line in tunnel, and the steel arch frame entering behind hole is proofreaied and correct the distance 2 of adjusting in hole enters tunnel 20～30m inwards.
(7), cut sth. askew according to cover arch and massif, the construction of pipe canopy adopts the not isometric mode of oblique, is less than near pipe roof construction (squeezing in the massif of the excavation face front) length of massif side the pipe roof construction length that deviates from massif side.
Pipe canopy is the guide pipe that utilizes former layout on steel arch frame, along excavation contour line, with less extrapolation angle excavation face front squeeze into Φ 89mm steel pipe form, form the supporting to square country rock in face of excavation, in order to tackle the stressed layout of oblique cover arch, by each steel pipe 9 length that form pipe canopy according to isometric laying not.Form the injected hole that the tapered and front end tube wall surrounding of the front end of each steel pipe of pipe canopy is drilled with φ 16mm, pitch of holes 20cm, is quincuncial arrangement, the reserved grouting section of not holing that is not less than 1m of afterbody.After the front end of each steel is squeezed in the massif in excavation face front, can in massif, inject the solid magma of cement by the injected hole of each steel, so that reinforce soft massif, be beneficial to construction operation.
(8), while entering hole, preliminary bracing is configured to by shotcrete linked network and the steel arch of entering behind hole, to entering steel arch frame junction behind hole, to apply 2 lower limbs be lock pin anchor tube the grouting and reinforcing of 20 °, overcome the horizontal component of peripheral rock to abutment wall preliminary bracing radial pressure, reduce the pressure of top rock mass to abutment wall, arch massif system anchor bolt adopts hollow bolt grouting and reinforcing, abutment wall adopts grouting rock bolt to reinforce, in massif, after excavation, should seal immediately the peripheral rock after digging, form first floor flexible support layer, the development of restriction Relaxation Zone, self is formed as early as possible, entering the method that setting up of steel arch frame behind hole follow circulation fine setting is adjusted into orthogonal gradually by oblique, the strict size of controlling fine setting.
That is: while entering hole, preliminary bracing adds shaped steel arch by shotcrete linked network and forms, it is φ 42mm lock pin anchor tube the grouting and reinforcing of 20 ° that steelframe junction is applied to 2 lower limbs, overcome the horizontal component of peripheral rock to abutment wall preliminary bracing radial pressure, reduce the pressure of top rock mass to abutment wall.Arch system anchor bolt adopts φ 25mm hollow bolt grouting and reinforcing, abutment wall adopts φ 22mm grouting rock bolt, length 4.5m, spacing 0.75 × 1.0 (ring × vertical), apply in time anchor pole, can reduce the slackness of country rock, also can reduce the loss of anchored force and preliminary bracing by dynamic deformation from motion.After excavation, should seal immediately face and peripheral rock, form first floor flexible support layer, the development of restriction Relaxation Zone, forms self as early as possible.The method that the setting up of steel arch frame being followed circulation fine setting is adjusted into orthogonal gradually by oblique, the strict size of controlling fine setting.
(9), under the supporting of leading bassoon canopy, first weak Blasting Excavation top heading (the massif scope of operation within the scope of pipe canopy) left part, and apply in time periphery preliminary bracing and temporary lining, i.e. first pneumatically placed concrete, set up vertical steelframe, lay steel mesh reinforcement, and bore radially anchor pole; After hysteresis top heading left part one segment distance, then under weak Blasting Excavation, base tunnel left part also applies periphery preliminary bracing and temporary lining in time; Secondly weak blast working top heading right side part, applies periphery preliminary bracing and temporary lining in time, and base tunnel right side part under last weak blast working, applies periphery preliminary bracing and temporary lining in time.
(10), according to monitoring measurement result, after preliminary bracing stabilization, remove sidewall interim steelframe the latter half, placing inverted arch concrete, after inverted arch concrete initial set, forms cover arch of tunnel 1.Apply again inverted arch and be filled to design height, finally according to monitoring measurement of wall rock data analysis, determine that secondary lining applies opportunity, remove false stull (comprising the steel arch frame of support), apply arch wall lining cutting 3.Complete the construction that oblique is just being done bias voltage shallow tunnel and entered hole cover arch.
In a word, method of the present invention can guarantee that the tunnel safety that bias voltage, shallow embedding and hole orographic condition are narrow enters hole smoothly, can significantly reduce massif and cut shoveling stone amount, save working sources, be beneficial to environmental protection, there is method simple practical, saving of work and time, construction cost is low, short construction period, safe and reliable, efficiency height and the measured advantage of matter.
Claims (5)
1. oblique is just being done bias voltage shallow tunnel and is entering a construction method for hole cover arch, it is characterized in that this construction method comprises the steps:
(1) angle that longitudinally cut sth. askew in body and tunnel, near the mountain determines that massif cuts the tunnel massif tangent plane that digs rear formation, and massif is cut and dug the tunnel massif tangent plane of rear formation and the driving axial line oblique angle in tunnel is 45 °～60 °;
(2), according to the driving axial line oblique angle in tunnel massif tangent plane and tunnel, before tunnel massif tangent plane, set up the steel arch frame of support set arch, install at direction and tunnel oblique 45 °～60 ° angles of driving axial line of setting up of steel arch frame, the dislocation of the steel arch frame of left-hand end and the steel arch frame of right-hand end is set up, and the spacing deviating between the adjacent each steel arch frame in the right side of massif is less than near the spacing between the adjacent each steel arch frame in the left side of massif;
(3), steel arch frame two ends adopt lock foot anchoring stock to fix, and longitudinally to adopt grouting rock bolt to do near massif side temporary fixed, and adopt and on steel arch frame, be the fixing steel arch frame of spacing distance fixed guide steel pipe;
(4), on steel arch frame, set up temporary steel pipe holder, mounting arch template successively on steel pipe support, adopt pull bar to drawing fixed arch template, the part of the template left-right asymmetry on cover arch front and back ends top should adopt steel pipe support to support to guarantee the stable equilibrium of formwork integral structure;
(5), build concreting at arch template higher slice, should left and right symmetry build steel concrete from two ends to center, after having built, to concrete curing, form concrete and enter hole cover arch;
(6), along with cover arch of tunnel is to the extension in massif, adopt strengthen near the left side of massif adjacent enter the spacing between the each steel arch frame behind hole, and the correction method of adjustment that the spacing between the adjacent each steel arch frame in the right side that deviates from massif remains unchanged, proofreading and correct gradually into the steel arch frame behind hole is vertical with the angle of the driving axial line in tunnel, and the steel arch frame entering behind hole is proofreaied and correct the distance of adjusting in hole enters tunnel 20～30m inwards;
(7), cut sth. askew according to cover arch and massif, the construction of pipe canopy adopts the not isometric mode of oblique, is less than near the pipe roof construction length of massif side the pipe roof construction length that deviates from massif side;
(8), while entering hole, preliminary bracing is configured to by shotcrete linked network and the steel arch of entering behind hole, to entering steel arch frame junction behind hole, to apply 2 lower limbs be lock pin anchor tube the grouting and reinforcing of 20 °, overcome the horizontal component of peripheral rock to abutment wall preliminary bracing radial pressure, reduce the pressure of top rock mass to abutment wall, arch massif system anchor bolt adopts hollow bolt grouting and reinforcing, abutment wall adopts grouting rock bolt to reinforce, in massif, after excavation, should seal immediately the peripheral rock after digging, form first floor flexible support layer, the development of restriction Relaxation Zone, self is formed as early as possible, entering the method that setting up of steel arch frame behind hole follow circulation fine setting is adjusted into orthogonal gradually by oblique, the strict size of controlling fine setting,
(9), under the supporting of leading bassoon canopy, first weak Blasting Excavation top heading left part, and apply in time periphery preliminary bracing and temporary lining, i.e. first pneumatically placed concrete, sets up vertical steelframe, lays steel mesh reinforcement, and bore radially anchor pole; After hysteresis top heading left part one segment distance, then under weak Blasting Excavation, base tunnel left part also applies periphery preliminary bracing and temporary lining in time; Secondly weak blast working top heading right side part, applies periphery preliminary bracing and temporary lining in time, and base tunnel right side part under last weak blast working, applies periphery preliminary bracing and temporary lining in time;
(10), according to monitoring measurement result, after preliminary bracing stabilization, remove the interim steelframe the latter half of sidewall, placing inverted arch concrete, after inverted arch concrete initial set, apply inverted arch and be filled to design height, finally according to monitoring measurement of wall rock data analysis, determine that secondary lining applies opportunity, remove false stull, apply arch wall lining cutting.
2. the construction method of just doing bias voltage shallow tunnel and enter hole cover arch by oblique claimed in claim 1, is characterized in that: the spacing between the adjacent each steel arch frame in the described right side that deviates from massif is 50cm.
3. just doing bias voltage shallow tunnel by oblique claimed in claim 1 and entering the construction method that hole cover encircles, it is characterized in that: the described steel arch frame quantity of entering hole cover arch is being 3～4, is i iron.
4. just doing bias voltage shallow tunnel by oblique claimed in claim 1 and entering the construction method that hole cover encircles, it is characterized in that: described template is set shaped steel formwork.
5. just do bias voltage shallow tunnel by oblique claimed in claim 1 and entering the construction method that hole cover encircles, it is characterized in that: described each guiding steel pipe connects and composes each i iron of steel arch frame the driving axis parallel setting in respectively lead steel pipe and tunnel.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| CN106321106A (en) * | 2015-06-30 | 2017-01-11 | 中交二公局第六工程有限公司 | Construction method for tunnel-entering of tunnel weak surrounding rock and semi-open and semi-underground bias section portal abutment |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4108219B2 (en) * | 1999-03-24 | 2008-06-25 | 石川島建材工業株式会社 | How to build a culvert |
| JP4359697B2 (en) * | 2007-04-11 | 2009-11-04 | 朝日エンヂニヤリング株式会社 | Ramen bridge structure |
| CN102174797A (en) * | 2011-03-31 | 2011-09-07 | 刘山健 | Obliquely-crossed prefabricated assembled reinforced concrete culvert |
| CN202107988U (en) * | 2011-05-31 | 2012-01-11 | 中铁第四勘察设计院集团有限公司 | Large-span prestressed concrete oblique continuous beam |
| CN102359069A (en) * | 2011-07-05 | 2012-02-22 | 中铁十局集团有限公司 | Existing line reinforcing method in under-crossing railway frame bridge small-included angle large-height inclined jacking construction |
-
2014
- 2014-02-07 CN CN201410045099.7A patent/CN103775093B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4108219B2 (en) * | 1999-03-24 | 2008-06-25 | 石川島建材工業株式会社 | How to build a culvert |
| JP4359697B2 (en) * | 2007-04-11 | 2009-11-04 | 朝日エンヂニヤリング株式会社 | Ramen bridge structure |
| CN102174797A (en) * | 2011-03-31 | 2011-09-07 | 刘山健 | Obliquely-crossed prefabricated assembled reinforced concrete culvert |
| CN202107988U (en) * | 2011-05-31 | 2012-01-11 | 中铁第四勘察设计院集团有限公司 | Large-span prestressed concrete oblique continuous beam |
| CN102359069A (en) * | 2011-07-05 | 2012-02-22 | 中铁十局集团有限公司 | Existing line reinforcing method in under-crossing railway frame bridge small-included angle large-height inclined jacking construction |
Non-Patent Citations (1)
| Title |
|---|
| 钟祺等: "山区浅埋偏压隧道进洞方案比选", 《中外公路》, vol. 32, no. 4, 31 August 2012 (2012-08-31) * |
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| CN111441777A (en) * | 2020-04-07 | 2020-07-24 | 中国水利水电第四工程局有限公司 | Efficient and environment-friendly construction method for digging and entering cave of mountain |
| CN111594218A (en) * | 2020-05-22 | 2020-08-28 | 招商局重庆交通科研设计院有限公司 | Steep terrain tunnel diagonal hole-entering structure and construction method |
| CN111894599A (en) * | 2020-06-09 | 2020-11-06 | 甘肃路桥建设集团有限公司 | Construction method for forward movement of oblique bias tunnel |
| CN111648790A (en) * | 2020-06-12 | 2020-09-11 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel entry structure and construction method |
| CN111648790B (en) * | 2020-06-12 | 2023-03-14 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel entry structure and construction method |
| CN111911198A (en) * | 2020-08-14 | 2020-11-10 | 中交路桥建设有限公司 | Rapid supporting structure for tunnel guide wall template and construction method |
| CN113216980A (en) * | 2021-05-20 | 2021-08-06 | 浙江交工集团股份有限公司 | Complex weak surrounding rock shallow-buried bias tunnel and construction method |
| CN113216980B (en) * | 2021-05-20 | 2024-01-02 | 浙江交工集团股份有限公司 | Shallow buried bias tunnel for complex weak surrounding rock and construction method |
| CN113622943A (en) * | 2021-08-11 | 2021-11-09 | 北京城建设计发展集团股份有限公司 | Construction method for underground excavation tunnel to be close to existing foundation pit anchor cable |
| CN113622943B (en) * | 2021-08-11 | 2022-03-01 | 北京城建设计发展集团股份有限公司 | Construction method for underground excavation tunnel to be close to existing foundation pit anchor cable |
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