CN107524144B - 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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- CN107524144B CN107524144B CN201710628773.8A CN201710628773A CN107524144B CN 107524144 B CN107524144 B CN 107524144B CN 201710628773 A CN201710628773 A CN 201710628773A CN 107524144 B CN107524144 B CN 107524144B
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- tunnel
- soft soil
- campshed
- longitudinal
- hardened system
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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 systems and method for soft soil foundation before tunnel excavation, using high-pressure rotary jet grouting pile technique, carry out grating type foundation stabilization to thick Soft Soil Layer, comprising the following steps: determine the relative position of newly built tunnels and Soft Soil Layer first；Secondly, determine the critical reinforcing width of the tunnel lateral soil body according to soil body limit equilibrium condition, whether grid stabilization zone longitudinal arrangement range more than half section is determined in Soft Soil Layer according to tunnel；The relative position for considering rotary churning pile reinforcing body and newly built tunnels haunch in stabilization zone determines that rotary churning pile grid is arranged；Finally, high-pressure rotary jet grouting pile carries out foundation stabilization along newly built tunnels tunneling direction using the construction of stake method is jumped.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 that tunnel during the deformation and subsequent operation of the soil body in constructing tunnel can be effectively reduced, have extensive practical value.
Description
Technical field
The present invention relates to the technical fields of tunnels and underground engineering, and in particular to one kind is for soft soil foundation before tunnel excavation
Hardened system and reinforcement means.
Background technique
Urban rail transit in China rapidly develops at present, and Metro Construction is competitively unfolded in each big city.Subway line is big
It passes through city more, generallys use shield construction, influence difference of the different soil layers to construction is big.China's Coastal Areas Muddy Bottoms
Weak soil distribution of strata is extensive, and this stratum usually has apparent " three high three is low " characteristic, it may be assumed that high-moisture, high-compressibility,
High sensitivity, low-intensity, low-density, low-permeability.In this stratum, since stratum itself can not be enough to tunnel offer
Drag, and later period periphery development activities are frequent, tunnel is also easy to produce the problem that 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 determining with engineering experience, stratum
The range of reinforcing and the arrangement of grid are not reasonable.Reinforcing mode does not account for the relative positional relationship in reinforcing body and tunnel, past
Toward causing the soil body of tunnel haunch two 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 ineffective, sedimentation and deformation of the tunnel Yi Yinqi in construction time and operation phase, and project cost is high, the wasting of resources is more.
Patent CN 106246200A discloses the small-sized tubular pole reinforcement system of tunnel weakness substrate, in bridge tunnel junction tunnel
Concrete supporting plate (4) are set below the tunnel inverted arch structure at hole, setting array is arranged 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
It sets.But this reinforcement system is also easy to produce and deforms problem big, that sedimentation is big.
Patent CN101603282A discloses a kind of high speed railway collapsible loess tunnel foundation reinforcement structure, it is intended to effectively
It eliminates ground collapsibility of loess and meets requirement of the high-speed railway to line levels ride comfort in ground.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 include 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.
Summary 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-deformabilities by force,
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 for before tunnel excavation soft soil foundation plus
Gu system, which includes in grid-like transversely strengthening campshed and longitudinal reinforcement campshed, the transversely strengthening campshed packet
Lateral double-row pile and lateral Single row pillars are included, a lateral double-row pile and two lateral Single row pillars are arranged alternately along longitudinal direction, described
Longitudinal reinforcement campshed includes longitudinal three campsheds of four row longitudinal direction Single row pillars, six row's longitudinal double-row stakes and four rows, three campshed of longitudinal direction
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
Longitudinal Single row pillars are arranged in area, right Close Tunnel and right side stabilization zone in the left and right Close Tunnel, in the left side stabilization zone, folder
Setting longitudinal double-row stake in native stabilization zone and right side stabilization zone 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 diameter is
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 rows three campshed of longitudinal direction positioned at left side intersects with the inner ring in left tunnel, and longitudinal three campsheds of every row and left tunnel
Central angle corresponding to two intersection points of road inner ring is 50 °, in two rows three campshed of longitudinal direction on right side and right tunnel
Circle intersection, and central angle corresponding to two intersection points of longitudinal three campsheds of every row and right tunnel inner ring is 50 °.The hair of stratum drag
It waves region and within the scope of 90 ° of central angle, is calculated by numerical value, 50 ° of central angle at left and right sides of tunnel at left and right sides of the tunnel
Range drag plays significant effect, and tunnel deformation is small, and tunnel non-deformability is strong.And when haunch two sides in tunnel are located at soil mass consolidation
In tunnel central angle be greater than 50 ° when, be further added by reinforcing body width to improve tunnel non-deformability effect it is unobvious.
A kind of reinforcement means for the hardened system of soft soil foundation before tunnel excavation as described above, comprising 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,
It determines the need for reinforcing ground；
(2) it if desired reinforces, left and right line newly built tunnels laterally critical reinforcing width is calculated by limit equilibrium method, thus really
Determine stabilization zone grid laterally arrangement range, determines that Soft Soil Layer reinforces thickness to tunnel trunk up and down, passes through being added for numerical simulation
The proper form and arrangement of Gu Qu；
(3) according to the calculated result and analog result of step (2), rotary churning pile grid is carried out using stake method is jumped in corresponding position
Formula is reinforced, and the hardened system is formed.Referred to according to field construction condition reasonable arrangement sequence of construction and progress according to live item
The difference of part, in transverse direction, can first construct left side tunnel reinforcement area and right side tunnel reinforcement area, then construct two-wire aid soil plus
Gu Qu；Or first construction two-wire accommodates native stabilization zone, then construct left side tunnel reinforcement area and right side tunnel reinforcement area.It is longitudinal
On, it constructs on the whole along tunnel direction of propulsion, while block construction sequence should be adjusted according to construction site situation is closed on.
When tunnel cross section be located at the area in Soft Soil Layer be greater than its gross area 50%, then need reinforcement, be otherwise not required to
It reinforces.
The lateral critical reinforcing sector width B calculated according to limit equilibrium methodcrIt is calculated by the following formula to obtain:
Wherein, γ is upper earthing weight degree；H is upper earthing 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 are as follows:
Kp=tan2(45°+φ/2)
The tunnel drag sector width is calculated by 90 ° of ranges of haunch, formula are as follows:
H=Dsin (π/4)
Wherein, φ is soil body internal friction angle, and D is newly built tunnels diameter.
In step (2) determine tunnel trunk up and down Soft Soil Layer reinforce with a thickness of according to tunnel cross-section and Soft Soil Layer in depth
Positional relationship, above and below tunnel trunk Soft Soil Layer reinforce 2m.Consolidation effect is good at this time and economical and efficient.
It is Plaxis that numerical simulation, which reinforces software used in area scheme, in step (2), establish when simulation with it is actually corresponding
Three-dimensional entity model, the parameter of input includes soil parameters, including severe, compression modulus, cohesive strength, internal friction angle, tunnel
Structural parameters, including severe, elasticity modulus, stabilization zone parameter, including severe, elasticity modulus, reinforcing zone position, tunnel are in soil layer
In position compare tunnel horizontal convergence change rate by calculating the convergent deformation in tunnel under different reinforcement forms, finally obtain
Preferred embodiment.Wherein, horizontal convergence change rate in tunnel refers to gained when the resulting tunnel convergence of Scheme of Strengthening deforms and is unguyed
Tunnel convergence deformation difference and it is unguyed when gained tunnel convergence deformation ratio.
Compared with prior art, the beneficial effects of the present invention are embodied in:
(1) the invention proposes the method for 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, it is provided safeguard for its safe operation；
(2) this reinforcement means considers the relative position of reinforcing body and tunnel haunch, is calculated by numerical value, in tunnel
Central angle 50 ° of range drags in the left and right sides play significant effect, and the lateral passive resisting force of tunnel structure increases, and tunnel deformation is small,
The enhancing of tunnel non-deformability；
(3) feature small in view of the Lateral Resistance that muddy soft soil layer provides in tunnel structure stress, according to lateral
The calculating of critical reinforcing width targetedly determines the range of tunnel two sides stabilization zone, improves drag area soil body mechanical property
Energy；
(4) reinforcement means of the invention has many advantages, such as that intensity is high, stability is good, economical and efficient, has extensive practical valence
Value.
Detailed description of the invention
Fig. 1 is the main plan view of hardened system of the present invention；
Fig. 2 is the cross-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 longitudinal three campsheds, and 9 be longitudinal double-row stake, and 10 be longitudinal Single row pillars, and 11 is laterally
Double-row pile, 12 be lateral Single row pillars, and C1 is the stake heart away from C2 is stake spacing, and D is central angle.
Specific embodiment
It elaborates below to the embodiment of the present invention, the present embodiment carries out under the premise of the technical scheme of the present invention
Implement, the detailed implementation method and specific operation process are given, but protection scope of the present invention is not limited to following implementation
Example.
Embodiment 1
A kind of hardened system for soft soil foundation before tunnel excavation, structure is as shown in Figure 1 and Figure 2, the hardened system packet
It includes in grid-like transversely strengthening campshed and longitudinal reinforcement campshed, transversely strengthening campshed includes lateral double-row pile 11 and laterally single
Along longitudinal direction in repeating to be alternately arranged, longitudinal reinforcement campshed includes for stake 12, a lateral double-row pile 11 and two lateral Single row pillars 12
Longitudinal three campsheds 8 of four row longitudinal direction Single row pillars 10, six row's longitudinal double-row stakes 9 and four rows, longitudinal three campsheds 8 are located at left tunnel 1 and the right side
At 2 haunch of tunnel, hardened system can be divided into left side stabilization zone 3, left Close Tunnel 4, clamp native stabilization zone 5,6 and of right Close Tunnel
Longitudinal Single row pillars 10 are arranged in right side stabilization zone 7 in left Close Tunnel 4 and right Close Tunnel 6, reinforce 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 diameter is
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.
Longitudinal three campsheds 8 of two rows positioned at left side intersect with the inner ring in left tunnel 1, and longitudinal three campshed 8 of every row and left tunnel
Central angle D corresponding to two intersection points of 1 inner ring of road is 50 °, in longitudinal three campshed 8 of two rows on right side and right tunnel 2
Circle intersection, and central angle D corresponding to two intersection points of longitudinal three campshed 8 of every row with right 2 inner ring of tunnel is 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 be located at the area in Soft Soil Layer be greater than the tunnel gross area 50%, then need reinforcement；
(2) basisIt can determine stabilization zone grid longitudinal arrangement range, 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:
Left and right line newly built tunnels laterally critical reinforcing width is calculated by limit equilibrium method, so that it is determined that stabilization zone grid is horizontal
To arrangement range, Soft Soil Layer reinforces 2m to tunnel trunk up and down, then by Plaxis software, inputs soil parameters, including severe,
Deformation modulus, cohesive strength, internal friction angle, tunnel structure parameter, including severe, elasticity modulus, stabilization zone parameter, including severe,
Elasticity modulus reinforces the position of zone position, tunnel in soil layer, by calculating the convergent deformation in tunnel under different reinforcement forms,
Tunnel horizontal convergence change rate is compared, preferred embodiment is finally obtained.Wherein, horizontal convergence change rate in tunnel refers to Scheme of Strengthening institute
Tunnel convergence deformation with it is unguyed when gained tunnel convergence deformation difference and it is unguyed when obtained by tunnel convergence deform ratio
Value.
Table specific as follows；
Soil parameters:
Parameters for tunnel:
Different Scheme of Strengthening numerical simulation comparisons:
The the 2nd, 3 group of consolidation effect close, is better than the 1st group；The economy of Practical Project, the 2nd group of project amount are considered simultaneously
Less than the 3rd group, the 2nd group of data of final choice are reinforced.
(3) according to the calculated result and analog result of step (2), rotary churning pile grid is carried out using stake method is jumped in corresponding position
Formula is reinforced, and the hardened system is formed.
Claims (8)
1. a kind of hardened system for soft soil foundation before tunnel excavation, which is characterized in that the hardened system includes in grid-like
Transversely strengthening campshed and longitudinal reinforcement campshed, the transversely strengthening campshed includes lateral double-row pile and lateral Single row pillars, one
Lateral double-row pile and two lateral Single row pillars are arranged alternately along longitudinal direction, and the longitudinal reinforcement campshed includes that four rows are longitudinally single
Longitudinal three campsheds of stake, six row's longitudinal double-row stakes and four rows, three campshed of longitudinal direction are located at the newly built tunnels haunch of left and right, can be by institute
It states hardened system to be divided into left side stabilization zone, left Close Tunnel, clamp native stabilization zone, right Close Tunnel and right side stabilization zone, in left and right
Longitudinal Single row pillars are set in Close Tunnel, and setting is longitudinal 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 formed by more high-pressure rotary jet grouting pile occlusion solid matters.
2. a kind of hardened system for soft soil foundation before tunnel excavation according to claim 1, which is characterized in that laterally
It reinforces campshed and longitudinal reinforcement campshed all uses double hose high-pressure rotary jet grouting pile, high-pressure rotary jet grouting pile diameter is 600mm-1000mm, single
The stake spacing of root high-pressure rotary jet grouting pile is taken as 450mm-750mm, arranges 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, which is characterized in that be located at
Two rows three campshed of longitudinal direction in left side intersects with the inner ring in left tunnel, and two of longitudinal three campsheds of every row and left tunnel inner ring
Central angle corresponding to intersection point is 50 °, and two rows three campshed of longitudinal direction positioned at right side intersects with the inner ring in right tunnel, and every row
Central angle corresponding to two intersection points of longitudinal three campsheds and right tunnel inner ring is 50 °.
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,
It is characterized in that, comprising 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, determined
Whether need to reinforce ground；
(2) it if desired reinforces, left and right line newly built tunnels laterally critical reinforcing width is calculated by limit equilibrium method, so that it is determined that plus
The range Gu area's grid is laterally arranged determines that Soft Soil Layer reinforces thickness to tunnel trunk up and down, obtains stabilization zone by numerical simulation
Proper form and arrangement；
(3) according to the calculated result and analog result of step (2), added in corresponding position using stake method progress rotary churning pile grating type is jumped
Gu forming the hardened system.
5. the reinforcement means according to claim 4 for the hardened system of soft soil foundation before tunnel excavation, feature exist
In, when tunnel cross section be located at the area in Soft Soil Layer be greater than its gross area 50%, then need reinforcement, otherwise do not need plus
Gu.
6. the reinforcement means according to claim 4 for the hardened system of soft soil foundation before tunnel excavation, feature exist
In the lateral critical reinforcing sector width B calculated according to limit equilibrium methodcrIt is calculated by the following formula to obtain:
Wherein, γ is upper earthing weight degree；H is upper earthing layer height；KpFor coefficient of passive earth pressure；C is soil mass consolidation adhesive aggregation
Power；H is tunnel drag sector width.
7. the reinforcement means according to claim 6 for the hardened system of soft soil foundation before tunnel excavation, feature exist
In the coefficient of passive earth pressure calculation formula are as follows:
Kp=tan2(45°+φ/2)
The tunnel drag sector width is calculated by 90 ° of ranges of haunch, formula are as follows:
H=Dsin (π/4)
Wherein, φ is soil body internal friction angle, and D is newly built tunnels diameter.
8. the reinforcement means according to claim 4 for the hardened system of soft soil foundation before tunnel excavation, feature exist
In determining tunnel trunk up and down reinforce with a thickness of the position according to tunnel cross-section and Soft Soil Layer in depth by Soft Soil Layer in step (2)
Relationship is set, Soft Soil Layer reinforces 2m above and below tunnel trunk.
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| 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 |
| CN109236328B (en) * | 2018-10-30 | 2022-02-18 | 广东省交通规划设计研究院集团股份有限公司 | Shallow-buried mountain tunnel reinforcing method suitable for water-rich soft soil layer |
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| CN101550698B (en) * | 2009-05-05 | 2010-10-13 | 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 |
| CN106812540B (en) * | 2017-03-20 | 2020-08-28 | 中铁十四局集团有限公司 | Shield initial plain wall sealing water-stopping reinforcing structure and construction process |
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