Control of Unequal Strength Grouting Deformation During Close Distance Crossing of an Existing Station

doi:10.12068/j.issn.1005-3026.2025.20230244

Abstract

Abstract:

Tunnel excavation has a detrimental impact on the deformation of existing station structures. Taking the close-proximity crossing an existing metro station in Shenyang’s gravel layer as an example， the finite difference method was used to investigate the deformation mechanisms and control techniques for such excavations. The support parameters for advanced grouting with small conduits and the method of unequal strength grouting reinforcement were optimized. Through simulations of three grouting schemes （uniform strength， lateral unequal strength， and spatial unequal strength）， the vertical displacement， horizontal displacement， and stress of the existing structure were analyzed. The results indicate that spatial unequal strength grouting is the most reasonable approach， with reductions in vertical displacement， horizontal displacement， and stress of 44.7%， 53.7%， and 15.6%， respectively. Additionally， the influencing factors of the spatial unequal strength grouting method were discussed and analyzed， which can provide a reference for tunnel excavation near existing stations.

Key words: close distance crossing, existing station, unequal strength grouting, grouting reinforcement, numerical simulation

CLC Number:

TU 457

Shu-hong WANG, Ming-zhu REN, Shi-yu LI, Fu-rui DONG. Control of Unequal Strength Grouting Deformation During Close Distance Crossing of an Existing Station[J]. Journal of Northeastern University(Natural Science), 2025, 46(2): 126-135.

Figures/Tables 27

Fig.1 Plan position relationship between tunnel and existing station

Fig.2 Position relationship between an existing station and section tunnels (unit: m)

Fig.3 Small conduit unit simulation

Fig.4 Simulation of small conduit grouting area

Table 1 Parameters of materials mechanics for stratum and model

材料	弹性模量	泊松比	容重	黏聚力	摩擦角
材料	MPa	泊松比	$k N · m - 3$	kPa	(°)
杂填土	4.3	0.31	17.0	10	25
粉质黏土	27.3	0.34	20.0	30	24
淤泥质粉质黏土	5.8	0.33	19.2	17	33
圆砾土	100.0	0.30	20.5	1	40
粗砂	36.7	0.33	20.0	0	30
小导管	200 000.0	0.21	78.0	—	—
既有车站	32 500.0	0.20	25.0	—	—
注浆加固区	45.0	0.25	24.5	25	41

Table 1 Parameters of materials mechanics for stratum and model

材料	弹性模量	泊松比	容重	黏聚力	摩擦角
材料	MPa	泊松比	$k N · m - 3$	kPa	(°)
杂填土	4.3	0.31	17.0	10	25
粉质黏土	27.3	0.34	20.0	30	24
淤泥质粉质黏土	5.8	0.33	19.2	17	33
圆砾土	100.0	0.30	20.5	1	40
粗砂	36.7	0.33	20.0	0	30
小导管	200 000.0	0.21	78.0	—	—
既有车站	32 500.0	0.20	25.0	—	—
注浆加固区	45.0	0.25	24.5	25	41

Fig.5 Station displacements under different excavation lengths

Fig.6 Station displacements under different small conduit insertion angles

Fig.7 Station displacements under different small conduit diameters

Fig.8 Station displacements under different small conduits lengths

Fig.9 Station displacements under different grouting reinforcement zone widths

Fig.10 Station displacements under different grouting reinforcement zone thicknesses

Table 2 Physical and mechanical parameters of grouting reinforcement area

材料	弹性模量	泊松比	容重	黏聚力	摩擦角
材料	MPa	泊松比	$k N · m - 3$	kPa	（°）
高强度注浆	75	0.25	24.5	60	43
中强度注浆	60	0.25	24.5	45	41
低强度注浆	45	0.25	24.5	20	38

Table 2 Physical and mechanical parameters of grouting reinforcement area

材料	弹性模量	泊松比	容重	黏聚力	摩擦角
材料	MPa	泊松比	$k N · m - 3$	kPa	（°）
高强度注浆	75	0.25	24.5	60	43
中强度注浆	60	0.25	24.5	45	41
低强度注浆	45	0.25	24.5	20	38

Fig.11 Schematic diagram of three grouting schemes

Fig.12 Horizontal displacement of station under equal strength grouting

Fig.13 Vertical displacement of station under equal strength grouting

Fig.14 Principal stress of station under equal strength grouting

Fig.15 Horizontal displacement of station under lateral unequal strength grouting

Fig.16 Vertical displacement of station under lateral unequal strength grouting

Fig.17 Principal stress of station under lateral unequal strength grouting

Fig.18 Horizontal displacement of stations under spatial unequal strength grouting

Fig.19 Vertical displacement of station under spatial unequal strength grouting

Fig.20 Principal stress of station under spatial unequal strength grouting

Fig.21 Maximum horizontal displacement of stations under different grouting schemes

Fig.22 Maximum vertical displacement of station under different grouting schemes

Fig.23 Maximum principal stress of station under different grouting schemes

Fig.24 Station displacement under different low-moderate-high strength groups

Fig.25 Station displacements under different grouting distribution sizes

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