CN107524144A - A kind of hardened system and reinforcement means for soft soil foundation before tunnel excavation - Google Patents
A kind of hardened system and reinforcement means for soft soil foundation before tunnel excavation Download PDFInfo
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- CN107524144A CN107524144A CN201710628773.8A CN201710628773A CN107524144A CN 107524144 A CN107524144 A CN 107524144A CN 201710628773 A CN201710628773 A CN 201710628773A CN 107524144 A CN107524144 A CN 107524144A
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- tunnel
- soft soil
- campshed
- reinforcement
- stabilization zone
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
Abstract
The invention discloses a kind of hardened system and method for soft soil foundation before tunnel excavation, using high-pressure rotary jet grouting pile technique, carries out grating type foundation stabilization to thick Soft Soil Layer, comprises the following steps：The relative position of newly built tunnels and Soft Soil Layer is determined first；Secondly, the critical reinforcing width of the tunnel lateral soil body is determined according to soil body limit equilibrium condition, whether grid stabilization zone longitudinal arrangement scope more than half section is determined in Soft Soil Layer according to tunnel；Consider the relative position of rotary churning pile reinforcing body and newly built tunnels haunch in stabilization zone, determine that rotary churning pile grid is arranged；Finally, high-pressure rotary jet grouting pile carries out foundation stabilization using the construction of stake method is jumped along newly built tunnels tunneling direction.Compared with prior art, the present invention considers the relative position of reinforcing body and newly built tunnels haunch, by purposefully carrying out grating type reinforcing to Tunnel Passing area, the deformation and sedimentation in tunnel, have extensive practical value during the deformation of the soil body in constructing tunnel can effectively be reduced and subsequently runed.
Description
Technical field
The present invention relates to the technical field of tunnels and underground engineering, and in particular to one kind is used for soft soil foundation before tunnel excavation
Hardened system and reinforcement means.
Background technology
Urban rail transit in China develops rapidly at present, and Metro Construction is competitively deployed in each big city.Subway line is big
Pass through city, generally use shield construction, influence difference of the different soil layers to construction is big more.China's Coastal Areas Muddy Bottoms
Weak soil distribution of strata is extensive, and this stratum generally has obvious " three high three is low " characteristic, i.e.,：High-moisture, high-compressibility,
High sensitivity, low-intensity, low-density, hypotonicity.In this stratum, because stratum can not provide enough to tunnel in itself
Drag, and later stage periphery development activities are frequent, tunnel is also easy to produce the problem of deformation is big, sedimentation is big.Therefore, it will usually to deep
The tunnel section built in Soft Soil Layer carries out foundation stabilization.Existing stratum consolidation mode is mostly with engineering experience determination, stratum
The scope of reinforcing and the arrangement of grid are not reasonable.Reinforcing mode does not account for the relative position relation in reinforcing body and tunnel, past
Toward causing the soil body of tunnel haunch both sides not to be reinforced, and the tunnel center small soil body that plays a role is reinforced, do not only result in plus
Gu it is ineffective, easily cause sedimentation and deformation of the tunnel in construction time and operation phase, and construction costs is high, the wasting of resources is more.
Patent CN 106246200A disclose the small-sized pile tube reinforcement system of tunnel weakness substrate, in bridge tunnel junction tunnel
Concrete supporting plate (4) is set below the tunnel inverted arch structure at hole, sets array to arrange in the ground below concrete supporting plate (4)
Steel-pipe pile (5)；Steel-pipe pile (5) successively decreases from the inside depth in hole, stepped along line direction, is in quincunx cloth in plane
Put.But this reinforcement system is also easy to produce the problem of deformation is big, sedimentation is big.
Patent CN101603282A discloses a kind of high speed railway collapsible loess tunnel foundation reinforcement structure, it is intended to effectively
Ground eliminates ground collapsibility of loess and meets requirement of the high-speed railway to line levels ride comfort.It includes open excavation section bottom stab ilization
Construction and tunneling section bottom stab ilization construction, the open excavation section bottom stab ilization construction and tunneling section bottom stab ilization construction are included along ground
Base is longitudinally, laterally spaced the cement-soil compaction pile (10) set in a row, and the lower end of each compaction pile (10) passes through collapsible loess line
Into old Loess Layer.But the reinforcing construction is not suitable for the reinforcing in tunnel.
The content of the invention
It is an object of the present invention to overcome the above-mentioned drawbacks of the prior art and provide a kind of non-deformability is strong,
The good hardened system and reinforcement means for soft soil foundation before tunnel excavation of stability.
The purpose of the present invention can be achieved through the following technical solutions：It is a kind of be used for tunnel excavation before soft soil foundation plus
Gu system, it is in grid-like transversely strengthening campshed and longitudinal reinforcement campshed that the hardened system, which includes, the transversely strengthening campshed bag
Horizontal double-row pile and horizontal Single row pillars are included, a horizontal double-row pile and two horizontal Single row pillars are arranged alternately along longitudinal direction, described
Longitudinal reinforcement campshed includes three campsheds of four row longitudinal direction Single row pillars, six row's longitudinal double-row stakes and four rows longitudinal direction, the campshed of longitudinal direction three
At the newly built tunnels haunch of left and right, the hardened system can be divided into left side stabilization zone, left Close Tunnel, clamping soil reinforcing
Area, right Close Tunnel and right side stabilization zone, longitudinal Single row pillars are set in the left and right Close Tunnel, in the left side stabilization zone, folder
Setting longitudinal double-row stake in the stabilization zone of native stabilization zone and right side is held, the transversely strengthening campshed and longitudinal reinforcement campshed are by more
High-pressure rotary jet grouting pile occlusion solid matter is formed.
Transversely strengthening campshed and longitudinal reinforcement campshed all use double hose high-pressure rotary jet grouting pile, and high-pressure rotary jet grouting pile is a diameter of
500mm-1000mm, the stake spacing of single high-pressure rotary jet grouting pile are taken as 375mm-750mm, between adjacent transversely strengthening campshed and phase
The distance between adjacent longitudinal reinforcement campshed is all 1500mm~3000mm, i.e., the stake spacing of 4 times single high-pressure rotary jet grouting piles.
Two campsheds of longitudinal direction three positioned at left side intersect with the inner ring in left tunnel, and the every campshed of longitudinal direction three and left tunnel
Central angle corresponding to two intersection points of road inner ring is 50 °, in two campsheds of longitudinal direction three on right side and right tunnel
Circle is intersecting, and the every campshed of longitudinal direction three and the central angle corresponding to two intersection points of right tunnel inner ring are 50 °.The hair of stratum drag
Region is waved in the range of 90 ° of central angle, to obtain by numerical computations, 50 ° of central angle at left and right sides of tunnel at left and right sides of tunnel
Scope drag plays significant effect, and tunnel deformation is small, and tunnel non-deformability is strong.And when tunnel haunch both sides are located at soil mass consolidation
In tunnel central angle be more than 50 ° when, be further added by reinforcing body width to improve tunnel non-deformability DeGrain.
A kind of reinforcement means for the hardened system of soft soil foundation before tunnel excavation as described above, comprises the following steps：
(1) data and tunnel location and design data are reconnoitred according to construction geology, obtain the relative position of tunnel and Soft Soil Layer,
Determine the need for reinforcing ground；
(2) if desired reinforce, line newly built tunnels laterally critical reinforcing width in left and right is calculated by limit equilibrium method, so as to really
Determine stabilization zone grid laterally arrangement scope, determine that Soft Soil Layer reinforces thickness to tunnel trunk up and down, passes through being added for numerical simulation
Gu Qu proper form and arrangement；
(3) according to the result of calculation and analog result of step (2), rotary churning pile grid is carried out using stake method is jumped in relevant position
Formula is reinforced, and forms the hardened system.Referred to according to field construction condition reasonable arrangement sequence of construction and progress according to live bar
The difference of part, in transverse direction, can first construct left side tunnel reinforcement area and right side tunnel reinforcement area, two-wire of then constructing accommodate soil plus
Gu Qu；Or two-wire of first constructing accommodates native stabilization zone, then construct left side tunnel reinforcement area and right side tunnel reinforcement area.Longitudinal direction
On, constructed on the whole along tunnel direction of propulsion, while block construction order should be adjusted according to construction site situation is closed on.
When tunnel cross section is located at 50% that area in Soft Soil Layer is more than its gross area, then needs reinforcement, be otherwise not required to
Reinforce.
The lateral critical reinforcing sector width B calculated according to limit equilibrium methodcrIt is calculated by below equation：
Wherein, γ is overlying soil body severe；H is upper overburden layer height；KpFor coefficient of passive earth pressure；C is soil mass consolidation
Cohesive strength；H is tunnel drag sector width.
The coefficient of passive earth pressure calculation formula is：
Kp=tan2(45°+φ/2)
The tunnel drag sector width is calculated by 90 ° of scopes of haunch, and formula is：
H=Dsin (π/4)
Wherein, φ is soil body internal friction angle, and D is newly built tunnels diameter.
Determine in step (2) tunnel trunk up and down Soft Soil Layer reinforce thickness be according to tunnel cross-section and Soft Soil Layer in depth
Position relationship, above and below tunnel trunk Soft Soil Layer reinforce 2m.Now consolidation effect is good and economical and efficient.
The software that numerical simulation reinforces used in area scheme in step (2) be Plaxis, establish during simulation with it is actually corresponding
Three-dimensional entity model, the parameter of input includes soil parameters, including severe, modulus of compressibility, cohesive strength, internal friction angle, tunnel
Structural parameters, including severe, modulus of elasticity, stabilization zone parameter, including severe, modulus of elasticity, reinforcing zone position, tunnel are in soil layer
In position, by calculating the convergent deformation in tunnel under different reinforcement forms, contrast tunnel horizontal convergence rate of change, finally give
Preferred scheme.Wherein, tunnel horizontal convergence rate of change refer to obtained by Scheme of Strengthening tunnel convergence deformation with it is unguyed when gained
Tunnel convergence deformation difference with it is unguyed when gained tunnel convergence deformation ratio.
Compared with prior art, beneficial effects of the present invention are embodied in：
(1) method that the present invention proposes Tunnel Passing deep soft soil grating type foundation stabilization, this approach reduce new
The influence that built tunnel is constructed to surrounding enviroment, while in view of the later development around tunnel, provided safeguard for its safe operation；
(2) this reinforcement means considers the relative position of reinforcing body and tunnel haunch, is obtained by numerical computations, in tunnel
Central angle 50 ° of scope drags in the left and right sides play significant effect, and the lateral passive resisting force increase of tunnel structure, tunnel deformation is small,
Tunnel non-deformability enhancing；
(3) the characteristics of Lateral Resistance that muddy soft soil layer provides in tunnel structure stress is small is considered, according to lateral
The calculating of critical reinforcing width, the scope of tunnel both sides stabilization zone is targetedly determined, improves drag area soil body mechanical property
Energy；
(4) reinforcement means of the invention has the advantages that intensity is high, stability is good, economical and efficient, has extensive practical valency
Value.
Brief description of the drawings
Fig. 1 is the main plan view of hardened system of the present invention；
Fig. 2 is the sectional view of hardened system of the present invention.
Wherein, 1 is left tunnel, and 2 be right tunnel, and 3 be left side stabilization zone, and 4 be left Close Tunnel, and 5 be to clamp native stabilization zone, 6
It is right side stabilization zone for right Close Tunnel, 7,8 be three campsheds of longitudinal direction, and 9 be longitudinal double-row stake, and 10 be longitudinal Single row pillars, and 11 is laterally
Double-row pile, 12 be horizontal Single row pillars, and C1 is the stake heart away from C2 is stake spacing, and D is central angle.
Embodiment
Embodiments of the invention are elaborated below, the present embodiment is carried out lower premised on technical solution of the present invention
Implement, give detailed embodiment and specific operating process, but protection scope of the present invention is not limited to following implementation
Example.
Embodiment 1
It is a kind of be used for tunnel excavation before soft soil foundation hardened system, its structure as shown in Figure 1 and Figure 2, the hardened system bag
It is in grid-like transversely strengthening campshed and longitudinal reinforcement campshed to include, and transversely strengthening campshed includes horizontal double-row pile 11 and transverse direction is single
Along longitudinal direction in repeating to be alternately arranged, longitudinal reinforcement campshed includes for stake 12, a horizontal double-row pile 11 and two horizontal Single row pillars 12
Three campsheds 8 of four row longitudinal direction Single row pillars 10, six row's longitudinal double-row stakes 9 and four rows longitudinal direction, three campsheds 8 of longitudinal direction are located at left tunnel 1 and the right side
At the haunch of tunnel 2, hardened system can be divided into left side stabilization zone 3, left Close Tunnel 4, the native stabilization zone 5 of clamping, the and of right Close Tunnel 6
Right side stabilization zone 7, go to set longitudinal Single row pillars 10 in 4 and right Close Tunnel 6 in left tunnel, reinforced in left side stabilization zone 3, clamping soil
Longitudinal double-row stake 9 is set in area 5 and right side stabilization zone 7, and transversely strengthening campshed and longitudinal reinforcement campshed are by more high-pressure rotary-sprays
Stake occlusion solid matter is formed.
Transversely strengthening campshed and longitudinal reinforcement campshed all use double hose high-pressure rotary jet grouting pile, and high-pressure rotary jet grouting pile is a diameter of
600mm-1000mm, the stake heart of single high-pressure rotary jet grouting pile are taken as 450mm-750mm away from C1, between adjacent transversely strengthening campshed and
Stake spacing between adjacent longitudinal reinforcement campshed is all 1800~3000mm.
The campshed 8 of two longitudinal directions three positioned at left side intersects with the inner ring in left tunnel 1, and the every campshed 8 of longitudinal direction three and left tunnel
Central angle D corresponding to two intersection points of the inner ring of road 1 is 50 °, in the campshed 8 of two longitudinal directions three on right side and right tunnel 2
Circle is intersecting, and the every campshed 8 of longitudinal direction three and the central angle D corresponding to two intersection points of the right inner ring of tunnel 2 are 50 °.
The reinforcement means of above-mentioned hardened system is specific as follows：
(1) data and tunnel location and design data are reconnoitred according to construction geology, obtain the relative position of tunnel and Soft Soil Layer,
When tunnel is located at 50% that area in Soft Soil Layer is more than the tunnel gross area, then need reinforcement；
(2) basisStabilization zone grid longitudinal arrangement scope is can determine that, wherein, Kp=tan2
(45 ° of+φ/2), h=Dsin (π/4),
Coefficient of passive earth pressure：Kp=tan2(45 ° of+φ/2)=tan2(45 °+10/2)=1.42
Tunnel drag sector width：H=Dsin (π/4)=6 × sin (π/4)=4.24m
Lateral critical reinforcing sector width：
Line newly built tunnels laterally critical reinforcing width in left and right is calculated by limit equilibrium method, so that it is determined that stabilization zone grid is horizontal
To arrangement scope, Soft Soil Layer reinforces 2m to tunnel trunk up and down, then by Plaxis softwares, inputs soil parameters, including severe,
Deformation modulus, cohesive strength, internal friction angle, tunnel structure parameter, including severe, modulus of elasticity, stabilization zone parameter, including severe,
Modulus of elasticity, the position of zone position, tunnel in soil layer is reinforced, by calculating the convergent deformation in tunnel under different reinforcement forms,
Tunnel horizontal convergence rate of change is contrasted, finally gives preferred scheme.Wherein, horizontal convergence rate of change in tunnel refers to Scheme of Strengthening institute
Tunnel convergence deformation with it is unguyed when gained tunnel convergence deformation difference with it is unguyed when gained tunnel convergence deform ratio
Value.
Table specific as follows；
Soil parameters：
Parameters for tunnel：
Different Scheme of Strengthening numerical simulation contrasts：
The the 2nd, 3 group of consolidation effect is close, better than the 1st group；Simultaneously in view of the economy of Practical Project, the 2nd group of quantities
Less than the 3rd group, the 2nd group of data of final choice are reinforced.
(3) according to the result of calculation and analog result of step (2), rotary churning pile grid is carried out using stake method is jumped in relevant position
Formula is reinforced, and forms the hardened system.
Claims (9)
1. a kind of hardened system for soft soil foundation before tunnel excavation, it is characterised in that the hardened system is included in grid-like
Transversely strengthening campshed and longitudinal reinforcement campshed, the transversely strengthening campshed includes horizontal double-row pile and horizontal Single row pillars, one
Horizontal double-row pile and two horizontal Single row pillars are arranged alternately along longitudinal direction, and it is longitudinally single that the longitudinal reinforcement campshed includes four rows
Three campsheds of stake, six row's longitudinal double-row stakes and four rows longitudinal direction, the campshed of longitudinal direction three are located at the newly built tunnels haunch of left and right, can be by institute
State hardened system and be divided into left side stabilization zone, left Close Tunnel, clamping native stabilization zone, right Close Tunnel and right side stabilization zone, in left and right
Longitudinal Single row pillars are set in Close Tunnel, set longitudinal direction double in the left side stabilization zone, the native stabilization zone of clamping and right side stabilization zone
Campshed, the transversely strengthening campshed and longitudinal reinforcement campshed are engaged solid matter by more high-pressure rotary jet grouting piles and formed.
2. a kind of hardened system for soft soil foundation before tunnel excavation according to claim 1, it is characterised in that laterally
Reinforce campshed and longitudinal reinforcement campshed all uses double hose high-pressure rotary jet grouting pile, a diameter of 600mm-1000mm of high-pressure rotary jet grouting pile, list
The stake spacing of root high-pressure rotary jet grouting pile is taken as 450mm-750mm, is arranged between adjacent transversely strengthening campshed with adjacent longitudinal reinforcement
The distance between stake is all 1800~3000mm.
3. a kind of hardened system for soft soil foundation before tunnel excavation according to claim 1, it is characterised in that be located at
Two campsheds of longitudinal direction three in left side intersect with the inner ring in left tunnel, and two of every campshed of longitudinal direction three and left tunnel inner ring
Central angle corresponding to intersection point is 50 °, and two campsheds of longitudinal direction three positioned at right side intersect with the inner ring in right tunnel, and every
Three campsheds of longitudinal direction are 50 ° with the central angle corresponding to two intersection points of right tunnel inner ring.
4. a kind of reinforcement means as described in claims 1 to 3 is any for the hardened system of soft soil foundation before tunnel excavation, its
It is characterised by, comprises the following steps：
(1) data and tunnel location and design data are reconnoitred according to construction geology, obtains the relative position of tunnel and Soft Soil Layer, it is determined that
Whether need to reinforce ground；
(2) if desired reinforce, line newly built tunnels laterally critical reinforcing width in left and right is calculated by limit equilibrium method, so that it is determined that plus
The scope Gu area's grid is laterally arranged, determine that Soft Soil Layer reinforces thickness to tunnel trunk up and down, and stabilization zone is obtained by numerical simulation
Proper form and arrangement；
(3) according to the result of calculation and analog result of step (2), added in relevant position using stake method progress rotary churning pile grating type is jumped
Gu form the hardened system.
5. a kind of reinforcement means for soft soil foundation before tunnel excavation according to claim 4, it is characterised in that work as tunnel
The area that road cross section is located in Soft Soil Layer is more than the 50% of its gross area, then needs reinforcement, otherwise need not reinforce.
6. a kind of reinforcement means for soft soil foundation before tunnel excavation according to claim 4, it is characterised in that described
The lateral critical reinforcing sector width B calculated according to limit equilibrium methodcrIt is calculated by below equation：
<mrow>
<msub>
<mi>B</mi>
<mrow>
<mi>c</mi>
<mi>r</mi>
</mrow>
</msub>
<mo>=</mo>
<mfrac>
<mrow>
<mo>(</mo>
<msub>
<mi>&gamma;HK</mi>
<mi>p</mi>
</msub>
<mo>+</mo>
<mn>4</mn>
<mi>c</mi>
<msqrt>
<msub>
<mi>K</mi>
<mi>p</mi>
</msub>
</msqrt>
<mo>)</mo>
<mi>h</mi>
</mrow>
<mrow>
<mn>4</mn>
<mi>c</mi>
</mrow>
</mfrac>
<mo>,</mo>
</mrow>
Wherein, γ is overlying soil body severe；H is upper overburden layer height；KpFor coefficient of passive earth pressure；C is soil mass consolidation adhesive aggregation
Power；H is tunnel drag sector width.
7. a kind of reinforcement means for soft soil foundation before tunnel excavation according to claim 6, it is characterised in that described
Coefficient of passive earth pressure calculation formula is：
Kp=tan2(45°+φ/2)
The tunnel drag sector width is calculated by 90 ° of scopes of haunch, and formula is：
H=Dsin (π/4)
Wherein, φ is soil body internal friction angle, and D is newly built tunnels diameter.
A kind of 8. reinforcement means for soft soil foundation before tunnel excavation according to claim 4, it is characterised in that step
(2) determined in tunnel trunk up and down Soft Soil Layer reinforce thickness be according to tunnel cross-section and position relationship of the Soft Soil Layer in depth,
Soft Soil Layer reinforces 2m above and below tunnel trunk.
A kind of 9. reinforcement means for soft soil foundation before tunnel excavation according to claim 4, it is characterised in that step
(2) software that numerical simulation reinforces used in area scheme in be Plaxis, is established during simulation and actually corresponding 3D solid mould
Type, the parameter of input include soil parameters, including severe, modulus of elasticity, cohesive strength, internal friction angle, tunnel structure parameter, including
Severe, modulus of elasticity, stabilization zone parameter, including severe, modulus of elasticity, position in soil layer of zone position, tunnel is reinforced, pass through
Contrast two parameters of the deformation in tunnel and stress under different reinforcement forms and obtain preferred scheme.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710628773.8A CN107524144B (en) | 2017-07-28 | 2017-07-28 | A kind of hardened system and reinforcement means for soft soil foundation before tunnel excavation |
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| CN107524144A true CN107524144A (en) | 2017-12-29 |
| CN107524144B CN107524144B (en) | 2019-10-01 |
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ID=60680233
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108843326A (en) * | 2018-06-07 | 2018-11-20 | 深圳市市政设计研究院有限公司 | Silly stratum shallow-depth-excavation tunnel grid reinforced construction method |
| CN109236328A (en) * | 2018-10-30 | 2019-01-18 | 广东省交通规划设计研究院股份有限公司 | The reinforcement means of shallow embedding mountain tunnel suitable for rich water soft layer |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101550698A (en) * | 2009-05-05 | 2009-10-07 | 上海隧道工程股份有限公司 | Constructing method for basic pit at the upper part of shield tunnel |
| CN106351215A (en) * | 2016-10-12 | 2017-01-25 | 青海省公路建设管理局 | Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile |
| CN106812540A (en) * | 2017-03-20 | 2017-06-09 | 中铁十四局集团有限公司 | A kind of shield launching element wall closing water sealing consolidation structure and construction technology |
-
2017
- 2017-07-28 CN CN201710628773.8A patent/CN107524144B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101550698A (en) * | 2009-05-05 | 2009-10-07 | 上海隧道工程股份有限公司 | Constructing method for basic pit at the upper part of shield tunnel |
| CN106351215A (en) * | 2016-10-12 | 2017-01-25 | 青海省公路建设管理局 | Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile |
| CN106812540A (en) * | 2017-03-20 | 2017-06-09 | 中铁十四局集团有限公司 | A kind of shield launching element wall closing water sealing consolidation structure and construction technology |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108843326A (en) * | 2018-06-07 | 2018-11-20 | 深圳市市政设计研究院有限公司 | Silly stratum shallow-depth-excavation tunnel grid reinforced construction method |
| CN109236328A (en) * | 2018-10-30 | 2019-01-18 | 广东省交通规划设计研究院股份有限公司 | The reinforcement means of shallow embedding mountain tunnel suitable for rich water soft layer |
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| CN107524144B (en) | 2019-10-01 |
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