CN110552716A - Assembling method of circular shield tunnel lining structure - Google Patents
Assembling method of circular shield tunnel lining structure Download PDFInfo
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- CN110552716A CN110552716A CN201910706202.0A CN201910706202A CN110552716A CN 110552716 A CN110552716 A CN 110552716A CN 201910706202 A CN201910706202 A CN 201910706202A CN 110552716 A CN110552716 A CN 110552716A
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- 238000000034 method Methods 0.000 title claims abstract description 29
- 238000004364 calculation method Methods 0.000 claims abstract description 21
- 230000000903 blocking effect Effects 0.000 claims abstract description 6
- 239000002689 soil Substances 0.000 claims description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 13
- 230000015572 biosynthetic process Effects 0.000 claims description 12
- 238000007789 sealing Methods 0.000 claims description 11
- 230000005484 gravity Effects 0.000 claims description 5
- 230000001133 acceleration Effects 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 4
- 238000010586 diagram Methods 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses an assembling method of a lining structure of a circular shield tunnel, which comprises the steps of calculating the position theta of the minimum normal stress according to the outer diameter D of a lining ring and the sectional stress distribution of the lining ring, and taking the position theta of the minimum normal stress as the position for installing a capping block; calculating an initial splicing segment position omega according to the position theta of the minimum positive stress, the blocking angle beta of the capping block and the blocking angle gamma of the adjacent block; placing the initial assembled duct piece at a position omega, and then assembling the duct piece along the lining ring in a one-way mode; after lining segments are assembled into a complete lining ring, assembling the next lining ring at the rear side of the lining ring, wherein the assembling direction of the lining ring is opposite to that of the previous lining ring, and realizing staggered joint assembling; and repeating until the assembly of all lining rings is completed. The method can solve the problems of insufficient construction efficiency and bearing capacity of the shield segment in the prior art, and has the advantages of wide application range, high calculation efficiency and strong design reliability.
Description
Technical Field
The invention relates to the technical field of shield tunnel lining, in particular to an assembling method of a circular shield tunnel lining structure.
Background
With the rapid development of economy and the continuous improvement of the technology level in China, more and more cities adopt rail transit schemes to meet the traveling demands of citizens and relieve the urban traffic pressure. The shield tunnel is the preferred scheme for constructing subway tunnels in various major cities due to the advantages of high construction speed, high engineering quality, small influence on the surrounding environment and the like.
at present, the subway shield tunnels constructed in China mostly adopt a circular section form, and a lining ring consists of a capping block, two adjacent blocks and a plurality of standard blocks. Wherein the block angle of the capping block is generally smaller than the block angles of the abutment block and the standard block.
The existing research finds that the seam opening amount of two ends of the capping block is the largest in the process of loading the isostatic load of the whole shield tunnel, and the damage of the tunnel structure is firstly generated at the capping block, so that the capping block is a weak link of the stress of the shield tunnel structure.
Because the forces around the underground tunnel structure are unequal, the positions with the largest force and the smallest force exist. When the shield tunnel is built in a weak stratum which is large in buried depth, unstable in self-stability and incapable of forming a natural arch, if the capping block is placed at the position with the largest stress, the problem of water leakage of the shield tunnel due to overlarge expansion of seams at two ends of the capping block is easily caused; because the capping block is a weak link of the shield tunnel lining ring, the capping block is placed at the position with the largest stress, so that the tunnel is easier to damage.
Therefore, the proper splicing scheme is selected, and the method is very necessary for improving the safety performance of the tunnel waterproof and the shield tunnel construction operation in the whole life period.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides the method for assembling the circular shield tunnel lining structure, which can solve the problem that the service life is influenced by overlarge stress on the top sealing block structure easily caused by the assembling scheme of the shield lining ring in the prior art.
in order to solve the technical problems, the invention adopts the following technical scheme:
The method for assembling the lining structure of the circular shield tunnel comprises the following steps:
S1, calculating the position theta of the minimum normal stress according to the outer diameter D of the lining ring and the sectional stress distribution of the lining ring, and taking the position theta of the minimum normal stress as the position for mounting the top sealing block;
S2, calculating an initial splicing segment position omega according to the position theta of the minimum normal stress, the blocking angle beta of the capping block and the blocking angle gamma of the adjacent block;
S3, placing the initial assembled duct piece at the position omega, and then assembling the duct piece along the lining ring in a one-way mode;
S4, after lining segments are assembled into a complete lining ring, assembling the next lining ring at the rear side of the lining ring, wherein the assembling direction of the lining ring is opposite to that of the previous lining ring, and realizing staggered assembly;
and S5, repeating the step S4 until the assembly of all lining rings is completed.
Further, the calculation formula of the minimum normal stress is as follows:
θ＝122.8031+1.8663D+0.0968p1+0.0332q1-0.1151q2-0.168pk
Wherein p is1For vertical loading, q1Top lateral pressure, q2As bottom lateral pressure, pkFor formation resistance, p1、q1、q2And pkIs the cross-sectional stress distribution of the lining ring.
Further, the vertical loads include an upper vertical load and a lower vertical load, and the vertical load p1the calculation method comprises the following steps:
p1＝pe1+pw1
Wherein p ise1Is the pressure of the upper soil body, pw1Is the upper water body pressure.
Further, the top lateral pressure q1the calculation method comprises the following steps:
q1＝λpe1+pw1
Wherein, the lambda is the lateral pressure coefficient of the soil body.
further, the bottom lateral pressure q2 is calculated by:
Wherein rho is the soil density, t is the thickness of the pipe piece, and pw2the pressure of the lower water body.
Further, formation resistance pkThe calculation method comprises the following steps:
Wherein k is the formation resistance coefficient, R is the central radius of the pipe piece, g is the gravity acceleration, eta is the bending rigidity, E is the elastic modulus, and I is the inertia moment of the pipe piece.
further, the method for calculating the initial splicing segment position ω comprises the following steps:
Further, the lining ring comprises a top sealing block, two adjacent blocks and a plurality of standard blocks.
Further, the two top sealing blocks of two adjacent lining rings are in mirror symmetry with respect to a vertical line passing through the centers of the lining rings.
The method for assembling the lining structure of the circular shield tunnel provided by the invention has the main beneficial effects that:
The method has the advantages that the capping block is placed at the position of the minimum normal stress of the lining ring, so that the adverse mechanical conditions causing the damage of the capping block can be reduced to the maximum extent, and the safety performance of the shield tunnel in construction and operation periods is improved; the position of the initial assembling block is selected according to the position of the top sealing block and the positions of the block angles of the top sealing block and the adjacent block, so that the assembling stability and efficiency of the lining ring can be ensured.
The longitudinal rigidity of the tunnel structure is improved by performing unidirectional assembly on the lining segments and performing staggered assembly between lining rings. And the assembly mode is simple, extra workload is not increased, and the efficiency is improved on the premise of ensuring safety.
drawings
fig. 1 is a schematic diagram of the assembling method of the circular shield tunnel lining structure of the invention.
Figure 2 is a schematic cross-sectional stress distribution of a tunnel lining ring.
FIG. 3 is a schematic view of lining ring assembled clockwise.
figure 4 is a schematic view of lining ring assembled counterclockwise.
fig. 5 is a schematic view of the formation structure.
The method comprises the following steps of 1, a top sealing block, 2, an adjacent block, 3, a standard block, 4, a lining ring and 5, and the segment is initially assembled.
Detailed Description
The invention will be further described with reference to the accompanying drawings in which:
As shown in fig. 1, it is a schematic diagram of an assembling method of a circular shield tunnel lining structure.
The assembling method of the circular shield tunnel lining structure comprises the following steps:
And S1, calculating the position theta of the minimum normal stress according to the outer diameter D of the lining ring 4 and the sectional stress distribution of the lining ring 4, and taking the position theta of the minimum normal stress as the position for mounting the top sealing block 1.
The position theta of the minimum normal stress is in the safest range of the annular stress under the action of the design load.
In particular, the cross-sectional stress distribution includes a vertical load p1Top lateral pressure q1Bottom lateral pressure q2And formation resistance pkas shown in fig. 2, the cross-sectional stress distribution is calculated as follows:
s1-1, the calculation method of the position theta of the minimum normal stress is as follows:
θ＝122.8031+1.8663D+0.0968p1+0.0332q1-0.1151q2-0.168pk
Wherein the vertical load comprises an upper vertical load p1With vertical load p below2。
Generally, the upper vertical load p1with vertical load p below2are equal in size. Thus taking the vertical load p above1And (6) carrying out analysis. p is a radical of1The calculation method comprises the following steps:
p1＝pe1+pw1
Wherein p ise1is the pressure of the upper soil body, pw1is the upper water body pressure, pe1and pw1All according to the soil body and water body environment of the tunnel position.
In the actual calculation, pe1By means of the specific layered accumulation calculation according to the soil mass:
pe1＝Pvc＝∑hiρi
hiThickness of each layer of soil, piThe density of each layer of soil body.
pw1According to the depth H of water levelwAnd (3) calculating:
Wherein t is the thickness of the pipe piece, rhowIs the density of water.
s1-2, top lateral pressure q1the calculation method comprises the following steps:
q1＝λpe1+pw1
wherein, the lambda is the lateral pressure coefficient of the soil body.
S1-3, bottom lateral pressure q2The calculation method comprises the following steps:
where ρ is the soil density, pw2The pressure of the lower water body is calculated by the following method:
s1-4, formation resistance pkThe calculation method comprises the following steps:
wherein k is a formation resistance coefficient, R is a central radius of the pipe piece, g is a gravity acceleration, eta is a bending rigidity, and E is an elastic modulus and I is a pipe piece inertia moment, which are selected by referring to a tunnel standard specification.
and S2, calculating the position omega of the initial assembled duct piece 5 according to the position theta of the minimum normal stress, the block angle beta of the capping block 1 and the block angle gamma of the adjacent block 2.
The initial assembled segments 5 are typically modular blocks 3. The calculation method of the position omega of the initial assembled duct piece 5 comprises the following steps:
and S3, placing the initial assembled duct piece 5 at the position omega, and then assembling the duct piece along the lining ring in a one-way mode.
The shield tunneling machine is utilized to assemble the duct piece assembling equipment in the shield tunneling machine to accurately place the initially assembled duct piece 5 in place, then the lining ring is assembled along the clockwise direction or the anticlockwise direction in a one-way mode, and finally the duct piece of the top sealing block 1 is assembled.
And S4, after the lining segments are assembled into a complete lining ring, assembling the next lining ring at the rear side of the lining ring, wherein the assembling direction of the lining ring is opposite to that of the previous lining ring, and realizing staggered assembly.
Wherein, lining ring 4 includes a capping piece 1, two adjacent blocks 2 and a plurality of standard blocks 3. And the positions of the two top sealing blocks 1 of the two adjacent lining rings 4 are mirror-symmetrical about a vertical line passing through the centers of the lining rings 4, so that the accuracy of splicing the lining segments is ensured.
And S5, repeating the step S4 until the assembly of all lining rings is completed.
And the longitudinal rigidity of the tunnel structure is improved by repeated staggered joint assembly. And the assembly mode is simple, extra workload is not increased, and the efficiency is improved on the premise of ensuring safety.
The following specific examples illustrate the calculation method of the position θ of the minimum normal stress in this patent:
The structure of the ground layer is shown in FIG. 5, wherein the tunnel buried depth H13.6m, the outer diameter D of the segment is 6.2m, the breadth B of the segment is 1.2m, the thickness t of the segment is 0.35m, and the segment is severe gammacIs 26kN/m3(ii) a The central angle beta corresponding to the capping block is 21.5 degrees, the central angle gamma corresponding to the adjacent block is 68 degrees, and the central angle corresponding to the standard block is 67.5 degrees; modulus of elasticity E of 3.45E4MPa, water level depth Hw8.12m, water gravity gammawIs 10kN/m3the central radius R of the pipe piece is 2.925m, and the gravity acceleration g is 10m/s2. The physical and mechanical parameters of the stratum are shown in the table 1.
TABLE 1 physical and mechanical parameters of the formation
S1, first, calculating the sectional stress distribution of the lining ring 4:
Segment moment of inertia I is:
Because H is 13.65m>1D-2D, so that the formula of the Taishaji can be adopted, and the road vehicle load p0Taking the following steps: p is a radical of0＝10kPa。
S1-1, firstly, the vertical load p above1. Because the soil layers are multilayer, a layering method is adopted, the calculation is carried out layer by layer from the first layer to the sixth layer, and the calculation formula is as follows:
Taking the first layer as an example, wherein Pvcito relieve the earth pressure, B1To loosen the width of the belt, K0The ratio of horizontal soil pressure to vertical soil pressure is generally 1;is the internal friction angle of the soil,c1c is 0, which is the adhesion of soil; gamma ray1Is the unit volume mass of soil, gamma is 19kN/m3；H1H is 2.46m for overburden thickness; p is a radical of0For upper loads, i.e. road vehicle loads, p0＝10kPa；R0Is the outer radius of the tube sheet, R0＝3m。
substituting the data above yields:
Sequentially calculating the width B of each layer of loose beltiAnd loosening soil pressure Pvcithe results are shown in table 2:
TABLE 2 loosening belt width and loosening soil pressure of each layer
Thus, the arch height h is naturally balanced0Comprises the following steps:due to h0＝4.95m<2D is 12.4m, so h0Taking 12.4 m; so the total pressure P of soil layervcComprises the following steps: pvc＝∑hiγi182.51 kPa. Wherein: sigma hi＝h0＝12.4m。
Due to the upper vertical pressure p1comprises the following steps: p is a radical of1＝pe1+pw1Wherein the upper soil pressure: p is a radical ofe1＝pvc＝182.51kPa，Upper water pressure:The upper vertical pressure p1 is therefore: p is a radical of1＝pe1+pw1＝265.46kPa。
S1-2, top lateral pressure q1comprises the following steps: q. q.s1＝λpe1+pw1＝0.2×182.51+82.95＝119.45kPa。
S1-3, bottom lateral pressure q2：
S1-4, formation resistance pk：
Substituting the section stress distribution into a calculation formula of the position theta of the minimum normal stress to obtain:
θ＝122.8031+1.8663D+0.0968p1+0.0332q1-0.1151q2-0.168pk＝112.26°。
S2, calculating the position omega of the initial assembled duct piece 5 according to the position theta of the minimum normal stress, the block angle beta of the capping block 1 and the block angle gamma of the adjacent block 2:
s3, placing the initial assembled segment 5 in position, and then assembling the segment along the lining ring in a single direction.
S4, after the lining segments are assembled into a complete lining ring 4, the next lining ring 4 is assembled at the rear side of the lining ring 4, and the assembling direction of the lining ring 4 is opposite to that of the previous lining ring 4, so that staggered joint assembling is realized.
And S5, repeating the step S4 until the assembly of all lining rings 4 is completed.
The foregoing description of the embodiments of the invention has been presented to enable those skilled in the art to understand the invention, but it is to be understood that the invention is not limited in scope to the specific embodiments, and that various changes may be apparent to those skilled in the art without departing from the spirit and scope of the invention as defined and intended in the appended claims, and all matter that is intended to be protected by the present invention is encompassed by the following claims.
Claims (9)
1. A splicing method of a circular shield tunnel lining structure is characterized by comprising the following steps:
S1, calculating the position theta of the minimum normal stress according to the outer diameter D of the lining ring and the cross-sectional stress distribution of the lining ring, and taking the position theta of the minimum normal stress as the position for installing the top sealing block;
s2, calculating an initial splicing segment position omega according to the position theta of the minimum normal stress, the blocking block angle beta of the capping block and the blocking block angle gamma of the adjacent block;
s3, placing the initial assembled duct piece at the position omega, and then assembling the duct piece along the lining ring in a one-way mode;
S4, after lining segments are assembled into a complete lining ring, assembling the next lining ring at the rear side of the lining ring, wherein the assembling direction of the lining ring is opposite to that of the previous lining ring, and realizing staggered assembly;
And S5, repeating the step S4 until the assembly of all lining rings is completed.
2. The method for assembling the circular shield tunnel lining structure according to claim 1, wherein the calculation formula of the minimum normal stress is as follows:
θ＝122.8031+1.8663D+0.0968p1+0.0332q1-0.1151q2-0.168pk
Wherein p is1For vertical loading, q1Top lateral pressure, q2As bottom lateral pressure, pkas resistance of the formation, p1、q1、q2and pkis the cross-sectional stress distribution of the lining ring.
3. The method for assembling the lining structure of the circular shield tunnel according to claim 2, wherein the vertical loads comprise an upper vertical load and a lower vertical load, and the vertical load p is p1The calculation method comprises the following steps:
p1＝pe1+pw1
Wherein p ise1is the pressure of the upper soil body, pw1Is the upper water body pressure.
4. The method for assembling a circular shield tunnel lining structure according to claim 2, wherein the top lateral pressure q is1The calculation method comprises the following steps:
q1＝λpe1+pw1
wherein, the lambda is the lateral pressure coefficient of the soil body.
5. The method for assembling the circular shield tunnel lining structure of claim 4, wherein the bottom lateral pressure q2 is calculated by the following method:
Wherein rho is the soil density, t is the thickness of the pipe piece, and pw2The pressure of the lower water body.
6. The method for assembling a circular shield tunnel lining structure according to claim 5, wherein the formation resistance p iskThe calculation method comprises the following steps:
Wherein k is the formation resistance coefficient, R is the central radius of the pipe piece, g is the gravity acceleration, eta is the bending rigidity, E is the elastic modulus, and I is the inertia moment of the pipe piece.
7. The method for assembling the circular shield tunnel lining structure according to claim 6, wherein the method for calculating the initial assembling segment position ω is as follows:
8. The method for assembling a circular shield tunnel lining structure according to claim 1, wherein the lining ring comprises one capping block, two adjacent blocks and a plurality of standard blocks.
9. The method for assembling the circular shield tunnel lining structure of claim 1, wherein the positions of the two capping blocks of the two adjacent lining rings are mirror-symmetrical with respect to a vertical line passing through the centers of the lining rings.
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| CN113073994A (en) * | 2020-01-06 | 2021-07-06 | 上海申通地铁集团有限公司 | Novel subway shield tunnel segment splicing process |
| CN113551986A (en) * | 2021-07-24 | 2021-10-26 | 郑州大学 | Indoor testing device and testing method for static soil pressure coefficient in complex stress state |
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