Precast lining segment having compression-shear supporting mechanism and tunnel construction method using the same

Abstract

The present invention relates to a precast lining segment equipped with a compression shear support mechanism and a tunnel construction method using the same. According to the present invention, a precast lining segment is assembled and installed while a waterproof sheet is installed on the excavation surface of a tunnel, and a filler material is filled into the back space between the precast lining segment and the excavation surface. At this time, a compression shear support mechanism is installed in the precast lining segment to transmit the casting pressure and shear load generated during the filling of the filler material to the excavation surface side, and thereby it is possible to provide a precast lining segment equipped with a compression shear support mechanism capable of suppressing deformation and displacement of the precast lining segment and a tunnel construction method using the same.

Description

Technology Field

[0001] The present invention relates to a precast lining segment equipped with a compression shear support mechanism. More specifically, the invention relates to a precast lining segment equipped with a compression shear support mechanism that can suppress deformation of the segment and ensure structural stability during construction by installing the compression shear support mechanism in the precast lining segment to resist casting pressure and shear load generated when a filler material is filled into the back space between the excavation surface of the tunnel and the precast lining segment, and to a tunnel construction method using the same. Background Technology

[0002] Generally, tunnels are constructed by excavating the ground or rock and then installing lining structures to ensure the stability of the excavation surface and form the internal space of the tunnel.

[0003] These tunnel lining structures are installed along the excavation surface to support ground loads, water pressure, earth pressure, and loads acting during construction, and serve to stably maintain the usable space inside the tunnel.

[0004] In conventional tunnel construction methods, a method has been widely used in which formwork is installed on the inner side of the excavation face after tunnel excavation, and concrete is poured on-site in the space between the formwork and the excavation face to form lining concrete.

[0005] While this type of on-site casting method has the advantage of being able to form a continuous lining structure corresponding to the cross-sectional shape of the tunnel, it has limitations in that the construction period is prolonged and the amount of on-site work increases because multiple processes, such as formwork installation, rebar placement, concrete pouring, curing, and formwork removal, must be performed sequentially on-site.

[0006] Accordingly, in order to improve the constructability of tunnel lining structures, a method has recently been proposed in which pre-fabricated precast lining segments are transported into the tunnel from a factory or a fabrication yard outside the site, and then multiple precast lining segments are assembled and installed along the perimeter or length of the tunnel.

[0007] These precast lining segments are manufactured in advance to have a specific curvature or cross-sectional shape, and at the site, each segment is placed at a designated location and adjacent segments are connected or fixed to each other to form part or all of the tunnel lining.

[0008] In addition, in a conventional precast lining segment construction method, a method may be used in which a precast lining segment is assembled and installed on the inner side of the tunnel excavation face, and then a filling material including concrete, mortar, and grout is poured into the space between the back of the precast lining segment and the excavation face or waterproofing layer to fill the back of the segment.

[0009] Such backfilling or backfilling processes are performed for the purpose of filling the back space between the precast lining segment and the surrounding ground, stabilizing the position of the segment, and transferring or distributing external loads to the lining structure.

[0010] At this time, the precast lining segments must be assembled within the tunnel according to the designated positions and alignment, and the longitudinal, height, and horizontal spacing between adjacent segments must be properly maintained.

[0011] In addition, when a filler is poured on the back of a segment, it is necessary to temporarily or permanently support and fix the segment so that the precast lining segment is not displaced inward or the relative position between segments is not changed due to the pouring pressure of the filler.

[0012] In addition, waterproofing sheets are often installed between the tunnel excavation surface and the precast lining segments, and these sheets perform the important function of preventing leakage inside the tunnel by blocking the inflow of groundwater or seepage water.

[0013] Therefore, during the process of assembling and installing precast lining segments and pouring filler behind them, the installation position of the segments, the gap between the segments and the waterproofing sheet, and the flow and pouring pressure of the backfill material must be properly managed to prevent damage to the waterproofing sheet.

[0014] However, while the conventional precast lining segment construction method offers improved constructability by manufacturing the segments in advance and assembling them on-site, it is difficult to accurately align the position and alignment of the segments due to manufacturing errors, transportation and installation errors, construction errors in the tunnel excavation surface, and height errors in the underlying foundation or support structure.

[0015] In addition, since pouring pressure acts on the segment during the process of pouring filler material onto the back of the segment, separate structural measures are required to maintain the segment's position and spacing, as well as to protect the waterproofing sheet.

[0016] Therefore, in tunnel lining construction technology using precast lining segments, there is a need for technology that goes beyond simply assembling and installing precast lining segments; it allows for on-site adjustment of the longitudinal position and height of the segments, stably maintains the horizontal spacing between adjacent segments, effectively supports the segments against the pouring pressure acting during backfill concrete pouring, and prevents damage to the waterproofing sheet.

[0017] Meanwhile, when a filler is poured onto the back surface of a precast lining segment, the pouring pressure of the filler acts on the precast lining segment.

[0018] Here, the outer surface refers to the surface located opposite to the side facing the tunnel interior when the precast lining segment is installed in the tunnel, and facing the excavation surface, waterproofing sheet, and back space. In addition, the inner surface refers to the inner surface of the tunnel that is exposed toward the tunnel interior when the precast lining segment is installed in the tunnel.

[0019] In this case, since the casting pressure acts as a distributed load acting inwardly from the back of the precast lining segment, the precast lining segment may not be able to maintain the designed arch shape or internal cavity shape and may deform inwardly or upward.

[0020] In particular, when precast lining segments are installed in a tunnel consisting of two or three segments, the top and bottom of each precast lining segment are difficult to function as a fully rigid structure during construction and behave in a manner similar to a hinge.

[0021] Accordingly, when casting pressure is applied, the precast lining segment cannot stably distribute the load across the entire arch cross-section and resists the load by relying on the flexural stiffness of the segment itself and the end connections.

[0022] In this case, excessive bending moments may occur in the precast lining segments. That is, since there is no intermediate support or compression shear resistance structure capable of effectively suppressing deformation caused by casting pressure, there is a problem where moments are concentrated in specific sections of the segments and it becomes difficult to secure sectional forces.

[0023] Actual analysis results also confirm that significant deformation of the precast lining segments occurs due to casting pressure, thereby inducing large moments in the segments. For instance, securing a substantial level of sectional force may be required due to the generation of excessive moments.

[0024] Therefore, in conventional precast lining segment structures, segment deformation occurs due to the casting pressure of the backfill material, and excessive moment is induced according to the deformation, so there is a problem that the segment cross-section must be enlarged or the amount of reinforcement increased.

[0025] In addition, if deformation is not sufficiently controlled, there is a risk of reduced precision in the tunnel cavity shape, widening of segment connections, instability in lower support, deterioration in backfill quality, and reduced waterproofing performance.

[0026] Therefore, in tunnel lining construction technology using precast lining segments, there is a need for technology that goes beyond simply assembling and installing precast lining segments; it allows for on-site adjustment of the longitudinal position and height of the segments, stably maintains the horizontal spacing between adjacent segments, effectively supports the segments against the pouring pressure acting during backfill concrete pouring, and prevents damage to the waterproofing sheet.

[0027] Figure 1 is an example of tunnel construction using conventional precast lining segments.

[0028] Referring to FIG. 1, a tunnel using conventional precast lining segments is constructed by pouring shotcrete (2) onto an excavation surface (1) formed after tunnel excavation, installing rock bolts (3) to primarily support and reinforce the excavation surface (1), laying non-woven fabric and a waterproof sheet (4) on the inside of the shotcrete (2), and installing an arch-shaped PC panel (5) on the inside.

[0029] At this time, the PC panel (5) is arranged in the form of a plurality of precast lining segments along the inner surface of the tunnel and is fixed to the tunnel side through a fixed anchor (6).

[0030] In addition, a certain back space is formed between the shotcrete (2) and the PC panel (5), and a filler material (8) is filled into the back space.

[0031] That is, the ground pressure of the excavation surface (1) is primarily supported by shotcrete (2) and rock bolts (3), and by filling the back surface of the PC panel (5) installed inside it with a filler material (8), a portion of the ground pressure or water pressure is transmitted to the PC panel (5) through the filler material (8).

[0032] Accordingly, the PC panel (5) functions not only as a simple tunnel interior material or finishing material, but also as an auxiliary support material that shares some of the ground pressure or water pressure through the filling material (8).

[0033] However, the prior art of FIG. 1 focuses only on filling the back space between the shotcrete (2) and the PC panel (5) with a filler material (8) to transfer the load, and does not disclose a separate adjustment structure for precisely adjusting the longitudinal position, height, and horizontal spacing of the PC panel (5).

[0034] That is, the PC panel (5) is merely a structure fixed by a fixed anchor (6), and means to adjust the position three-dimensionally while correcting manufacturing errors, transportation and installation errors of the precast lining segment or construction errors of the excavation surface (1) and shotcrete (2) are not sufficiently considered.

[0035] In addition, in the prior art of FIG. 1, a non-woven fabric and a waterproof sheet (4) are laid on the inside of the shotcrete (2), a PC panel (5) is installed on the inside, and a filler material (8) is filled into the back space.

[0036] Specifically, the nonwoven fabric and waterproof sheet (4) may include a nonwoven fabric (41) installed on the inner surface of the shotcrete (2), a heat-fused portion (42) for fixing the waterproof sheet, and a fixing device (44) for fixing the nonwoven fabric (41) or the waterproof sheet installation portion to the shotcrete (2).

[0037] The non-woven fabric (41) is placed between the uneven surface of the shotcrete (2) and the waterproofing sheet and can function as a buffer layer to mitigate direct damage to the waterproofing sheet from the rough surface, protrusions, or local irregular shapes of the shotcrete (2).

[0038] In addition, the non-woven fabric (41) can also serve as a guiding drainage layer that allows groundwater flowing in from the excavation surface (1) or shotcrete (2) side to be drained along the back surface of the waterproof sheet.

[0039] The heat-fusion section (42) is a part for joining the waterproof sheet to the fixing member (44) or the waterproof sheet installation part by a heat-fusion method. That is, since waterproofing may be reduced if the waterproof sheet is fixed by simply penetrating it directly with a nail or anchor, by fixing the waterproof sheet using the heat-fusion section (42), the continuity of the waterproof layer can be maintained as much as possible while suppressing sagging, lifting, or displacement of the waterproof sheet.

[0040] The fixing member (44) is a fixing member for fixing the non-woven fabric (41) or waterproof sheet installation part to the shotcrete (2) side, so that the non-woven fabric and waterproof sheet (4) are maintained in a constant position along the inner surface of the tunnel.

[0041] That is, the prior art of FIG. 1 adopts a waterproof structure that prevents groundwater flowing in from the excavation surface (1) from penetrating into the tunnel or allows it to be drained by placing a non-woven fabric (41) on the inside of the shotcrete (2) and installing the non-woven fabric and waterproof sheet (4) using a heat-fused part (42) and a fixing device (44).

[0042] However, the above waterproof sheet installation structure focuses only on the structure for installing and fixing the non-woven fabric and waterproof sheet (4) to the shotcrete (2) side, and has limitations in preventing the PC panel (5) from coming too close to or being pressed against the non-woven fabric and waterproof sheet (4) due to installation error, transportation error, assembly error between segments, or injection pressure of the filler (8).

[0043] Therefore, it is difficult to reliably prevent tearing, compression, or damage to the waterproof sheet with the above structure alone.

[0044] In addition, since the configuration involves filling the back space with a filler material (8) to transfer a load to the PC panel (5), a horizontal pressure, i.e., pouring pressure, may be applied to the PC panel (5) during the injection or pouring process of the filler material (8).

[0045] In particular, when the filler material (8) is poured to a height above a certain level, lateral pressure from the filler material (8) is applied to the back surface of the PC panel (5). However, the prior art of FIG. 1 does not disclose a separate pouring pressure control device to stably maintain the position of the PC panel (5) in response to the pouring pressure of the filler material (8) or to prevent separation between segments and linear deformation.

[0046] In addition, since the PC panel (5) is fixed to the tunnel side via a fixed anchor (6), fine adjustment of the longitudinal direction, height, and horizontal spacing of the segment may be limited once the position is determined after installation.

[0047] Accordingly, during the process of assembling multiple PC panels (5) continuously, differences in height between segments, uneven spacing, and linear inconsistencies may occur, and there is a problem that these errors are difficult to correct after the injection of the filler material (8).

[0048] In addition, the structure is such that the PC panel (5) functions as an auxiliary support material by filling the back surface of the PC panel (5) with a filler material (8), but the configuration is not disclosed in which the inner or outer cross-section of the PC panel (5) itself is enlarged to stably support the pouring pressure of the filler material (8) or to simultaneously perform segment position adjustment and load support.

[0049] Therefore, the conventional technology of FIG. 1 is useful in that it improves the constructability and quality of the tunnel lining by using a PC panel (5), which is a precast lining segment, and transmits ground pressure or water pressure to the PC panel (5) through the filling material (8), but it has limitations in that it does not provide sufficient means of solution for correcting installation errors of the PC panel (5), protection of the waterproof sheet (4), control of the pouring pressure of the filling material (8), and the longitudinal, height, and horizontal spacing between segments.

[0050] Figure 2 is an example of a conventional precast lining segment construction.

[0051] Referring to FIG. 2, it can be seen that the tunnel structure (10) of the conventional precast lining segment construction is constructed such that shot concrete (32) is constructed along the inner surface of the excavation hole, a waterproof membrane and non-woven fabric (34) are installed on the inner side of the shot concrete (32), and a precast lining segment (44) is installed on the inner side to form an arched inner surface of the tunnel.

[0052] At this time, the precast lining segment (44) is manufactured with an arched cross-section having almost the same thickness throughout, from the ceiling of the tunnel to the lowest part connected to the lower part of both sides or the upper surface of the foundation.

[0053] That is, although the precast lining segment (44) is arranged in a curved shape along the inner surface of the tunnel, rather than being structured such that the cross-section is partially enlarged or reinforced in correspondence with the ceiling connection, side wall, and bottom connection, it is formed such that the cross-section of the segment of a certain thickness continues along the curvature of the tunnel.

[0054] In particular, for the ceiling connection configuration, a recessed plate (12), a hanger bracket (16), or a similar anchor fastening configuration may be installed sequentially.

[0055] In this case, an anchor fastening hole, a bolt fastening hole, or a hole for installing a buried member may be formed to fix the buried plate (12) or the hanger bracket (16) to the ceiling of the precast lining segment (44).

[0056] However, if the precast lining segment (44) is manufactured with almost the same thickness as other parts in the ceiling section, there may not be enough space to install an anchor fastener in the ceiling section.

[0057] That is, although the ceiling section is a structural load transfer section connected to a hanger bracket (16), a plate for embedding (12), a hanger support plate (18), etc., since a separate section for expanding the cross-section is not formed, the effective cross-section may be reduced by an anchor fastening hole or an embedding member installation hole.

[0058] Consequently, at the ceiling connection, problems such as insufficient cross-section, localized stress concentration, cracking, or reduced fastening strength may occur around the anchor fastener.

[0059] Meanwhile, the lower ends of both sides of the precast lining segment (44) may be supported on the foundation of the tunnel or on the upper surface of the foundation, or connected by pouring a filler material between them.

[0060] However, even in this case, if the lowest part of the precast lining segment (44) is formed with the same or nearly the same thickness as the ceiling part, it is difficult to secure sufficient space between the upper surface of the foundation part and the lowest part of the precast lining segment (44) to smoothly pour the filler material.

[0061] In particular, if the bottom part of the precast lining segment (44) is formed with a thin thickness and is placed close to the upper surface of the base, the inflow path of the filler is narrowed, and the filler may not spread evenly throughout the entire connection part and may not be filled densely.

[0062] Accordingly, voids, bubbles, unfilled areas, or uneven filling areas may occur between the base and the bottom part of the precast lining segment (44), and such unfilled areas may cause uneven load transfer, leakage, cracking, settlement, or reduced long-term durability.

[0063] In addition, after installing the precast lining segments (44), a method of connecting the joints between segments or the joints between the segments and the foundation can be applied using bolts, anchors, brackets, rails, grout mortar, or separate connecting hardware.

[0064] While this method can perform the function of fixing the precast lining segment (44) in a predetermined position, it has limitations in comprehensively absorbing errors such as manufacturing errors of the precast lining segment (44), construction errors of the tunnel excavation surface, construction errors of the shot concrete (32), installation errors of the waterproof membrane and non-woven fabric (34), and height errors of the foundation.

[0065] That is, the prior art of FIG. 2 does not sufficiently provide separate adjustment means to independently adjust the longitudinal, height and horizontal spacing of the precast lining segment (44).

[0066] Accordingly, when arranging multiple precast lining segments (44) continuously in the tunnel length direction, connecting them to one another in the left and right directions, or connecting them to the lower foundation, a step difference, gap, gap, eccentricity, or twisting may occur between the segments, and this may cause damage to the waterproof membrane and non-woven fabric (34).

[0067] Accordingly, the prior art of FIG. 2 discloses a technique for forming the inner surface of a tunnel using precast lining segments (44), but it does not sufficiently disclose a structure for expanding the inner or outer cross-section of the segments by considering the structural characteristics of the ceiling connection part and the lowest connection part, compensating for cross-sectional loss caused by anchor fasteners, securing a filling space between the lowest part and the foundation part, and adjusting the height and alignment of the segments.

[0068] FIG. 3 is an example of a longitudinal connection of a precast member using a conventional L-shaped connecting member.

[0069] Referring to FIG. 3, a connection structure has been proposed in the past that uses a connecting member having an L-shaped cross-section to connect a precast member to another structural member.

[0070] Specifically, a precast wall plate (83) is installed on the upper surface of a lower precast beam (81), and the lower precast beam (81) and the precast wall plate (83) are connected to each other through an L-shaped connecting member, and then an upper cast-in-place beam (82) is cast to form an integrated structure.

[0071] At this time, a C-shaped steel groove (1-1) is formed embedded along the longitudinal direction on the upper surface of the lower precast beam (81), and a U-shaped reinforcing bar, an anchor plate, a connecting plate, and an adjustment bolt may be installed on the precast wall plate (83) as an embedded connection configuration.

[0072] Additionally, an L-shaped connecting member may be installed between the lower precast beam (81) and the precast wall plate (83) to connect the wall and the beam.

[0073] The above L-shaped connecting member may include a horizontal connecting surface (8-1) that is fastened to the upper surface of the lower precast beam (81) and a vertical connecting surface (8-2) that is fastened to the embedded connecting configuration of the precast wall plate (83).

[0074] The horizontal connecting surface (8-1) is fastened to the C-shaped steel groove (1-1) embedded in the lower precast beam (81) via a bolt (8-3), and the vertical connecting surface (8-2) can be fastened to the connecting plate or anchor plate side of the precast wall plate (83).

[0075] Accordingly, when installing the precast wall plate (83) on the lower precast beam (81), the longitudinal position relative to the lower precast beam (81) can be partially adjusted using the horizontal connecting surface (8-1) of the L-shaped connecting member, and the height or vertical position of the precast wall plate (83) can be adjusted using the vertical connecting surface (8-2) and the adjusting bolt (87).

[0076] That is, the prior art of FIG. 3 proposes a position-adjustable connection structure using a C-shaped steel groove (1-1), a bolt (8-3), a horizontal connection surface (8-1), a vertical connection surface (8-2), and an adjustment bolt (87) to absorb manufacturing errors or installation errors between a precast wall plate (83) and a lower precast beam (81).

[0077] However, the prior art of FIG. 3 basically relates to a wall-beam connection structure for installing a precast wall plate (83) of a building on a composite beam or a lower precast beam (81).

[0078] Therefore, the above L-shaped connecting member is configured primarily to adjust the position of the precast wall plate (83) and to temporarily or finally fasten it, and is not a structure that takes into account the longitudinal connection, circumferential arrangement, curved linear adjustment, and back-side casting pressure support of the precast lining segments arranged along the inner surface of the tunnel or underground structure.

[0079] In addition, since the L-shaped connecting member is fixed to the upper surface of the lower precast beam (81) and connected to the embedded connection configuration of the precast wall plate (83), the connecting member mainly performs the role of supporting the wall plate and aligning its position.

[0080] Accordingly, the above structure alone has limitations in effectively supporting the pouring pressure generated when filler is poured on the back surface of the precast lining segment, or in simultaneously controlling the gaps, step differences, linear inconsistencies, and curvature errors occurring at the longitudinal connection points between segments.

[0081] FIG. 4 is an example of a height adjustment means for a conventional precast plate.

[0082] Referring to FIG. 4, the height adjustment means (21) of the conventional precast plate is configured to be installed on the convex portion (14) of the precast plate (6) and is formed as a screw-type level adjustment structure for adjusting the installation height of the precast plate (6).

[0083] Specifically, the height adjustment means (21) includes a step hole (22) formed vertically in the convex portion (14) of the precast plate (6).

[0084] The above stepped hole (22) includes a large diameter portion (22A) formed at the top and a small diameter portion (22B) formed continuously at the bottom of the large diameter portion (22A). In this way, the stepped hole (22) is formed as a stepped hole having different diameters in the vertical direction.

[0085] The above-mentioned large diameter portion (22A) is formed as a space to accommodate the head portion (24T) of the height adjustment bolt (24).

[0086] Accordingly, the head portion (24T) of the height adjustment bolt (24) does not protrude toward the upper surface of the precast plate (6) and can be accommodated inside the large diameter portion (22A).

[0087] Therefore, the operator can operate the head portion (24T) of the height adjustment bolt (24) on the upper part of the precast plate (6), and can suppress the upper protrusion of the precast plate (6) after height adjustment.

[0088] The above-mentioned small diameter portion (22B) is a lower hole portion for forming a part where the height adjustment bolt (24) is screw-coupled.

[0089] A nut body (23) is embedded in the above-mentioned small diameter portion (22B) by insert molding. The nut body (23) can be integrally installed in the small diameter portion (22B) during the manufacturing stage of the precast plate (6), and a female screw portion (23A) is formed on the inner surface of the nut body (23).

[0090] The above female screw portion (23A) is a part that is screw-coupled with the male screw portion of the height adjustment bolt (24).

[0091] Accordingly, the height adjustment bolt (24) can be rotated while fastened to the female thread portion (23A) of the nut body (23), and the installation height of the precast plate (6) can be adjusted by rotating the height adjustment bolt (24).

[0092] The height adjustment bolt (24) is a bolt member that is screw-coupled to the female threaded portion (23A) of the nut body (23), and is formed so that its lower end contacts the support surface (38A) of the block (38) or the support surface (51A) of the support member (41).

[0093] When the worker rotates the height adjustment bolt (24), the gap between the horizontal surface (13) of the precast plate (6) and the support surface is adjusted while the lower part of the height adjustment bolt (24) is in contact with the support surface.

[0094] At this time, the head portion (24T) of the height adjustment bolt (24) is received in the large diameter portion (22A) of the step hole (22), so the operator can rotate the height adjustment bolt (24) from the top through the head portion (24T).

[0095] In addition, after the height adjustment is completed, the step hole (22) can be filled with a filling material to fill the step hole (22).

[0096] Accordingly, the height adjustment means (21) has a structure including a step hole (22), a nut body (23), a female screw part (23A), a height adjustment bolt (24), and a head part (24T), and functions as a leveling means for adjusting the installation height in the vertical direction after installing the precast plate (6) at the excavation site (31).

[0097] That is, the horizontal surface of the precast plate (6) is first placed on the horizontal support surface of the block (38) or the support member to stably install the precast plate (6), and then the height of the precast plate (6) is adjusted by operating the height adjustment bolt (24).

[0098] Accordingly, even if there is a construction error at the excavation site or a height deviation of the support surface, the installation height of the precast plate (6) can be adjusted on-site.

[0099] However, the height adjustment means (21) of FIG. 4 corresponds to a screw-type adjustment structure for adjusting the installation height of the precast plate (6), and is not formed as a connection structure for structurally fastening the precast plate (6) to the foundation or excavation site (31) or actively resisting lateral pressure, shear force, or moment generated during backfilling.

[0100] Ultimately, it can be seen that prior art technologies individually disclose a structure for transmitting ground pressure or water pressure by filling a filler material into the back space of a precast lining segment, a waterproofing structure for installing a non-woven fabric and a waterproofing sheet on the inside of the shotcrete, a structure for arranging precast lining segments of the same thickness on the inner surface of a tunnel, and a structure for partially adjusting the position of a precast member using an L-shaped connecting member and an elongated hole or slit hole.

[0101] However, it can be seen that there is a limitation in that these conventional technologies alone make it difficult to derive a technical configuration that compensates for the lack of cross-section caused by anchor fasteners by expanding the inner or outer cross-section in areas where structural load transfer is concentrated, such as the ceiling and bottom sections of precast lining segments, adjusts the height and alignment of the segment in the space between the bottom section segment and the lower foundation, performs three-dimensional positional adjustments such as longitudinal direction, height, and horizontal spacing through L-shaped connectors or corresponding adjustment devices, and furthermore, stably supports the pouring pressure of the filling material while preventing damage to the waterproofing sheet.

[0102] In addition, conventional technologies alone had a limitation in that it was difficult to provide a structure that stably supports the casting pressure of the backfill material while simultaneously preventing deformation of the precast lining segments, step differences between segments, separation of the connections, and damage to the waterproofing sheet. Prior art literature

[0103] Japanese Patent Publication No. 2018-123528 (Title of Invention: Construction Method for Tunnel Invert and Precast Plate for Tunnel Invert, Date of Publication: August 9, 2018) Korean Patent No. 10-0610556 (Title of Invention: Filled-Type PC Panel Tunnel Lining System and Construction Method Thereof, Date of Publication: August 8, 2006) Korean Patent No. 10-0639751 (Title of Invention: 10-1326185, Date of Publication: November 7, 2013) Korean Patent No. 10-1522504 (Title of Invention: Construction Method for Tunnel Ventilation Slab, Date of Publication: May 21, 2015) The problem to be solved

[0104] The objective of the present invention to solve the aforementioned problems is to provide a precast lining segment equipped with a compression shear support mechanism capable of stably resisting the casting pressure and shear load generated when a filler material is filled in the back space between the precast lining segment and the excavation surface when assembling and constructing the precast lining segment while a waterproof sheet is installed on the excavation surface of a tunnel, by installing the compression shear support mechanism in the back space between the precast lining segment and the excavation surface, and a tunnel construction method using the same.

[0105] In addition, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism that can suppress excessive inward deformation or shear movement of the precast lining segment during the filling process of the filling material, by having the compression shear support mechanism support the space between the outer surface of the precast lining segment and the excavation surface while the upper and lower ends of the precast lining segment are fixed or supported at the ceiling connection part and the foundation connection part, respectively.

[0106] Furthermore, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism, which is configured to simultaneously support compression and shear loads between the precast lining segment and the excavation surface, thereby functioning not merely as a simple spacing member but as a structural support means corresponding to the pressure of filling material placement, the self-weight of the segment, eccentric loads during construction, and shear loads, and a tunnel construction method using the same.

[0107] In addition, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism that can stably maintain the linearity of the segment before and after filling with filler by installing the compression shear support mechanism between the precast lining segment and the excavation surface before filling with filler in the back space to form a back-side support point of the segment, and by allowing the compression shear support mechanism to suppress displacement and rotation of the precast lining segment during the process of filling with filler, and a tunnel construction method using the same.

[0108] In addition, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism that can stably secure the support state between the precast lining segment and the excavation surface even when construction errors of the excavation surface, manufacturing errors of the precast lining segment, and spacing deviations of the back space occur, by allowing the protrusion length or support spacing of the compression shear support mechanism to be adjusted on-site, and a tunnel construction method using the same.

[0109] In addition, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism and a tunnel construction method using the same, which can maintain a constant thickness of the back space and prevent the filling material from being concentrated in specific parts or being excessively poured locally by adjusting the spacing between the outer surface of the precast lining segment and the excavation surface through the compression shear support mechanism.

[0110] In addition, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism that can suppress the occurrence of excessive bending moment or shear force in the cross-section of the precast lining segment by suppressing the concentration of the pouring pressure generated during the filling process of the filler material directly on the precast lining segment and by dispersing and transmitting a portion of the pouring pressure to the excavation surface side through the compression shear support mechanism, and a tunnel construction method using the same.

[0111] Furthermore, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism and a tunnel construction method using the same, which can prevent damage to the waterproofing sheet caused by the pressure of the precast lining segment or the filler by securing a gap between the precast lining segment and the excavation surface through the compression shear support mechanism and mitigating direct pressure caused by the filling material casting pressure, even when the precast lining segment is placed in close proximity to the excavation surface where the waterproofing sheet is installed.

[0112] In addition, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism and a tunnel construction method using the same, which can prevent the precast lining segment from deforming in a manner close to hinge behavior during construction and secure the initial stability of the lining structure by additionally forming a rear support point of the segment using a compression shear support mechanism during a construction process in which the ceiling connection, lower foundation connection, and rear space filling of the precast lining segment are sequentially performed.

[0113] Furthermore, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism and a tunnel construction method using the same, which can simultaneously secure the quality of back space filling, waterproofing sheet protection, casting pressure control, shear load resistance, and structural reliability of the tunnel lining structure by performing the formation of a back space of the precast lining segment, installation of a compression shear support mechanism, adjustment of support spacing, filling of filler material, and inhibition of segment deformation in an interconnected manner.

[0114] In addition, the objective of the present invention is to provide a precast lining segment equipped with a compression shear support mechanism that can secure a stable support state by adjusting the support spacing on-site even when construction errors of the excavation surface, manufacturing errors of the precast lining segment, and spacing deviations of the back space occur, and a tunnel construction method using the same. means of solving the problem

[0115] A precast lining segment equipped with a compression shear support mechanism according to the present invention for achieving the above objective comprises a plurality of compression shear support mechanisms installed between the upper and lower ends of the precast lining segment and formed to resist deformation of the precast lining segment caused by casting pressure and shear load from a filler material filled in the back space, wherein the compression shear support mechanism comprises a compression shear transmission member that penetrates the precast lining segment and protrudes toward the back space, and is arranged to be inserted or embedded within the filler material filled in the back space; and includes a spacing adjustment unit that adjusts the spacing so that the compression shear transmission member is positioned between the precast lining segment and the waterproofing sheet by adjusting the protruding length of the compression shear transmission member, wherein the precast lining segment includes two precast lining segments whose upper ends are connected to each other by an anchor fastener at the ceiling of the tunnel, and a position-adjustable connecting device is installed to assemble and install the two precast lining segments between the ceiling of the tunnel and two foundation holes, wherein the position-adjustable connecting device is configured such that the vertical part of an L-shaped connecting member installed on the upper surface of both foundation holes is connected to the vertical part of a position-adjustable connecting member installed on the lower surface of each precast lining segment using a fastener, wherein the position-adjustable connecting member is a segment-side connecting member installed on the lower surface of both precast lining segments, formed as an L-shaped body including a horizontal part and a vertical part, and a side connecting plate for horizontal connection of both precast lining segments is integrally formed on one side of the L-shaped body, wherein the horizontal part is fixed to the lower surface of both precast lining segments by a fastener, and the vertical part is L-shaped It is connected by the vertical part of the connector and the fastener.

[0116] A tunnel construction method using a precast lining segment equipped with a compression shear support mechanism according to the present invention for achieving the above objective comprises: (a) a step of placing two precast lining segments equipped with the compression shear support mechanism inside a tunnel; (b) a step of fixing the lower ends of the two precast lining segments in a position adjusted relative to a foundation hole; (c) a step of connecting the upper ends of the two precast lining segments to each other using an anchor fastener; (d) a step of adjusting the spacing so that the compression shear transmission member of the compression shear support mechanism is positioned in the back space between the precast lining segment and the waterproofing sheet by rotating the compression shear transmission member of the compression shear support mechanism inside the precast lining segment to adjust the protruding length of the compression shear transmission member. and (e) a step of filling a back space formed between the outer surface of both precast lining segments and the waterproof sheet with a filling material so that a compression shear transfer member is inserted or embedded inside the filling material; is included. Effects of the invention

[0117] According to the present invention, a compression shear support mechanism is installed in a precast lining segment, and since the compression shear support mechanism can perform a support function between the outer surface of the precast lining segment and the excavation surface of the tunnel, it is possible to stably resist the casting pressure and shear load generated during the process of filling the back space with filler material.

[0118] In addition, according to the present invention, since the compression shear support mechanism is positioned in the back space between the precast lining segment and the excavation surface and can support both compression and shear loads, it can function as a structural support means to respond to construction loads generated during the filling process of the filler material, unlike simple spacers or spacing materials.

[0119] In addition, according to the present invention, when the upper and lower ends of a precast lining segment are respectively connected or supported, the compression shear support mechanism can additionally support the arch or side wall portion, which is the middle part of the precast lining segment, thereby improving the structural stability of the precast lining segment during construction compared to a structure that bears the load only at the upper and lower ends.

[0120] In addition, according to the present invention, when a filler material is filled into the back space, the compression shear support mechanism can support the outer surface of the precast lining segment from the excavation surface side, thereby preventing the precast lining segment from being excessively deformed or sheared inwardly toward the tunnel cavity by the pouring pressure of the filler material.

[0121] In addition, according to the present invention, since the compression shear support mechanism can locally support the outer surface of the precast lining segment, it is possible to alleviate the concentration of load on a specific part of the precast lining segment during the filling of the filler material and suppress the increase in bending moment and shear force of the precast lining segment.

[0122] In addition, according to the present invention, since the compression shear support mechanism can form a compression load transfer path between the precast lining segment and the excavation surface, positional stability of the precast lining segment can be secured even during the construction phase before the filler material hardens.

[0123] In addition, according to the present invention, the length or protrusion amount of the compression shear support mechanism can be adjusted in correspondence with the gap between the precast lining segment and the excavation surface, so that a stable support state can be secured in accordance with site conditions even when irregularities in the excavation surface, construction deviations in the shotcrete surface, or installation errors of the precast lining segment occur.

[0124] In addition, according to the present invention, since the spacing between the outer surface of the precast lining segment and the excavation surface can be adjusted through a compression shear support mechanism, the thickness of the back space can be maintained at a constant level, and the filling material can be prevented from being concentrated in specific parts or being excessively poured locally.

[0125] In addition, according to the present invention, since the compression shear support mechanism can perform a spacing adjustment function that maintains the spacing of the back space, a space can be secured on the back side of the precast lining segment so that the filling material can be uniformly filled, and accordingly, the quality of the back filling can be improved.

[0126] In addition, according to the present invention, a compression shear support mechanism is installed in advance before the back space is filled with a filler material to form a back-side support point of the precast lining segment, thereby enabling the position, spacing, and alignment of the precast lining segment to be stably maintained before and after the filling of the filler material.

[0127] In addition, according to the present invention, since the compression shear support mechanism can limit the displacement and rotation of the precast lining segment, it is easy to maintain the planned alignment of the inner surface facing the tunnel cavity, and the construction precision of the tunnel lining can be improved.

[0128] In addition, according to the present invention, even when a precast lining segment is placed in close proximity to an excavation surface where a waterproof sheet is installed, the compression shear support mechanism can secure a gap between the precast lining segment and the excavation surface, thereby preventing the precast lining segment from being excessively pressed against or colliding with the waterproof sheet side due to the pouring pressure of the filler material.

[0129] In addition, according to the present invention, since the compression shear support mechanism can relieve direct pressure caused by the pouring pressure of the filler, the possibility of tearing, compression, or perforation of the waterproofing sheet can be reduced, and waterproofing stability can be improved during the tunnel lining construction process.

[0130] In addition, according to the present invention, since the compression shear support mechanism can be formed to adjust the support spacing according to site conditions even after the installation of the precast lining segment, the support force required can be secured stepwise during the segment installation stage, the back space filling stage, and the pre-curing stage of the filler material.

[0131] In addition, according to the present invention, since precast lining segments are manufactured in advance at a factory and then assembled and installed on-site, and the spacing of the back space and load resistance during construction can be performed simultaneously through a compression shear support mechanism, work time can be reduced compared to the on-site casting method, and repeatability and quality uniformity can be improved.

[0132] In addition, according to the present invention, since the lower end of a precast lining segment can be supported in a position adjusted relative to the foundation connection part using a position-adjustable connecting device, the installation height, left-right position, and alignment of the precast lining segment can be corrected to suit site conditions.

[0133] In addition, according to the present invention, the upper end of the precast lining segment is connected at the ceiling connection part, the lower end is supported at the foundation connection part by a position-adjustable connection device, and the middle part can be supported on the rear side by a compression shear support mechanism, thereby forming an interconnected support structure for the upper, lower, and rear middle parts of the precast lining segment, which can improve the initial stability of the tunnel lining structure.

[0134] In addition, according to the present invention, since the formation of a back space of a precast lining segment, the installation of a compression shear support mechanism, the adjustment of the support spacing, the filling of a filler material, and the suppression of segment deformation can be performed in conjunction, the quality of back filling, the protection of the waterproofing sheet, the controllability of casting pressure, the resistance to shear load, and the structural reliability of the tunnel lining structure can be comprehensively improved. Brief explanation of the drawing

[0135] FIG. 1 is an example of tunnel construction using conventional precast lining segments, FIG. 2 is a conventional example of precast lining segment construction, FIG. 3 is an example of a longitudinal connection of a precast member using a conventional L-shaped connecting member. FIG. 4 is an example diagram of a height adjustment means for a conventional precast plate. FIG. 5 is an example diagram of the operation of a compression shear support mechanism according to the deformation of a tunnel (A) of the present invention. FIG. 6 is an example of a construction cross-section of a tunnel (A) of the present invention. FIG. 7 is an example diagram of the installation of a precast lining segment of the present invention. FIG. 8 is an example diagram of the installation of the compression shear support mechanism of the present invention. FIGS. 9 and FIGS. 11 are exemplary diagrams of a position-adjustable connecting device of the present invention. FIG. 11 is a structural analysis result table comparing the moment distribution occurring in the precast lining segment of the present invention, FIG. 12 is a tunnel lining construction sequence diagram using a precast lining segment equipped with a compression shear support mechanism of the present invention. Specific details for implementing the invention

[0136] Embodiments of the present invention are described below in detail with reference to the attached drawings, so that those skilled in the art can easily implement the invention. However, the present invention may be embodied in various different forms and is not limited to the embodiments described herein. Furthermore, in order to clearly explain the present invention in the drawings, parts unrelated to the explanation have been omitted, and similar parts throughout the specification have been given similar reference numerals.

[0137] Throughout the specification, when a part is described as “comprising” a certain component, this means that, unless specifically stated otherwise, it does not exclude other components but may include additional components.

[0138] FIG. 5 is an example of the operation of the compression shear support mechanism according to the deformation of the tunnel (A) of the present invention.

[0139] With reference to FIGS. 5 and 6, the precast lining (100) according to the present invention is intended to form a tunnel lining structure by installing precast lining segments (100a, 100b) along the excavation surface (A1) of a tunnel (A), and then pouring a filling material (G) containing concrete, grout, or mortar into the back space (A5) between the precast lining segments (100a, 100b) and the excavation surface (A1).

[0140] That is, referring to FIGS. 5 and 6, precast lining segments (100a, 100b) are installed in an arch shape along the inner surface of the tunnel (A), and a back space (A5) is formed between the precast lining segments (100a, 100b) and the excavation surface (A1). At this time, during the process of pouring a filler material (G) into the back space (A5), the pouring pressure exerted by the filler material (G) acts on the precast lining segments (100a, 100b).

[0141] In particular, referring to FIG. 5(a) and FIG. 6, it can be seen that the casting pressure of the filler (G) acts from the outer side of the precast lining segment (100a, 100b) toward the inner side in the direction of the tunnel cavity.

[0142] At this time, referring to FIG. 5(b) and FIG. 6, it can be seen that even if the precast lining segments (100a, 100b) are installed as plate-shaped members that are segmented at the site and the upper and lower ends of the precast lining segments (100a, 100b) are connected or supported (hinge connected), deformation occurs in the middle part of the precast lining segments (100a, 100b) due to the pouring pressure of the filling material (G) poured into the back space (A5) (indicated by a dotted line).

[0143] That is, the precast lining segments (100a, 100b) may deviate from the designed arch shape or installation shape and deform inward or outward during the process of receiving the pouring pressure of the filler (G).

[0144] Such deformation is not limited to a simple positional error of the precast lining segments (100a, 100b), but can also cause hinge-like behavior at the segmental connection of the precast lining segments (100a, 100b), thereby reducing the moment resistance performance of the arch section.

[0145] Additionally, if the precast lining segments (100a, 100b) are deformed by the pouring pressure of the filler (G), the filling thickness of the back space (A5) becomes uneven, and the load transfer state between the precast lining segments (100a, 100b) and the excavation surface (A1) may become unstable even after the filling material (G) has been cured.

[0146] Accordingly, the present invention installs a plurality of compression shear support mechanisms (500) at the deformation occurrence area or deformation concentration area of ​​the precast lining segments (100a, 100b) so as to resist the pouring pressure acting on the precast lining segments (100a, 100b) during the process of pouring the filler material (G) into the back space (A5) as shown in FIG. 5 (c) and FIG. 6.

[0147] That is, as shown in FIG. 5 (c) and FIG. 6, the compression shear support mechanism (500) is installed in an area adjacent to the arch or segmental connection of the precast lining segment (100a, 100b) to limit the deformation of the precast lining segment (100a, 100b) inwardly or outwardly due to the pouring pressure of the filler (G).

[0148] Furthermore, the above compression shear support mechanism (500) is not merely a member that temporarily fixes the position of the precast lining segments (100a, 100b), but can be described as a load transfer member that receives and supports a load (including compressive force and shear force) generated by the casting pressure of the filler material (G), and transfers the load to an adjacent precast lining segment or support member.

[0149] That is, the present invention controls the deformation of the middle section located between the upper and lower sections by the pouring pressure through a compression shear support mechanism (500) while the upper and lower sections of the precast lining segments (100a, 100b) are respectively connected or supported.

[0150] Accordingly, the precast lining segments (100a, 100b) can maintain their design position and design curvature even during the pouring and curing process of the filler material (G), and the cross-sectional shape of the precast lining (100) formed along the inner surface of the tunnel (A) can be stably secured.

[0151] In addition, the present invention can prevent the pouring pressure of the filler (G) from being concentrated in a specific area by suppressing local deformation of the precast lining segments (100a, 100b) through the compression shear support mechanism (500), and can distribute the load through the entire arch cross-section of the precast lining segments (100a, 100b).

[0152] In particular, since the precast lining segments (100a, 100b) are components that are brought to the site and assembled after being manufactured in a factory, the backside support force may not be sufficiently secured until the filler material (G) is fully cured in the field installation state.

[0153] In this case, the compression shear support mechanism (500) can function as a temporary support member to suppress deformation of the precast lining segments (100a, 100b) during the construction phase when the pouring pressure of the filler material (G) is applied, and after the curing of the filler material (G), it can remain as a connecting part or reinforcing part of the precast lining segments (100a, 100b) to reinforce structural integrity.

[0154] In addition, according to the present invention, since support performance against compressive and shear forces can be secured at the segmental connection portion of the precast lining segments (100a, 100b), the arch shape and structural stability of the precast lining (100) can be maintained even during the pouring and curing process of the filler material (G).

[0155] Furthermore, the present invention controls the deformation of the precast lining segments (100a, 100b) using a compression shear support mechanism (500), thereby maintaining the thickness and filling state of the filling material (G) filled in the back space (A5) uniformly, and stably securing the load transfer performance between the precast lining segments (100a, 100b) and the excavation surface (A1) after the filling material (G) is cured.

[0156] At this time, the precast lining (100) according to the present invention is intended to form a lining structure along the inner surface of the tunnel (A) by connecting, for example, two precast lining segments (100a, 100b) by a fastening method, while a waterproof sheet (410) is installed on the excavation surface (A1) of the tunnel (A) as shown in FIG. 6.

[0157] That is, referring to FIG. 6, at the ceiling (A2) of the tunnel (A), the upper ends (110) of both precast lining segments (100a, 100b) are connected to each other using an anchor fastener (200), and at both foundation connection parts (A3) of the tunnel (A), the lower ends (120) of both precast lining segments (100a, 100b) and the foundation ball (420) are connected to each other using a position-adjustable connecting device (300).

[0158] At this time, an extended connection space (A4) capable of accommodating a position-adjustable connection device (300) may be formed between the bottom (120) of both precast lining segments (100a, 100b) and the foundation hole (420).

[0159] In addition, a filling material (G) containing concrete is poured and cured in the expansion connection space (A4) and the back space (A5) of both precast lining segments (100a, 100b), thereby filling and supporting the back side of both precast lining segments (100a, 100b), and allowing the precast lining (100) to be stably constructed along the inner surface of the tunnel (A).

[0160] At this time, the present invention deviates from the conventional method of manufacturing the entire cross-section of both precast lining segments (100a, 100b) with the same thickness, and forms the upper (110) and lower (120) sections, where structural load transfer and connection configuration are concentrated, with enlarged cross-sections.

[0161] Accordingly, even if an anchor fastener (200) is installed on the top (110) of both precast lining segments (100a, 100b) in the ceiling (A2) of the tunnel (A), the cross-sectional insufficiency caused by the installation of the anchor fastener (200) can be prevented.

[0162] In addition, even if a position-adjustable connecting device (300) is installed at the bottom (120) of both precast lining segments (100a, 100b) at both foundation connection parts (A3) of the tunnel (A), the structural cross-section of the bottom (120) can be secured, so the lack of cross-section due to the installation of the position-adjustable connecting device (300) can be compensated for.

[0163] In particular, the bottom (120) of both precast lining segments (100a, 100b) can function as a support member to suppress displacement, lifting, or overturning that may occur due to the pouring pressure of the filling material (G) filled in the expanded connection space (A4).

[0164] Therefore, both precast lining segments (100a, 100b) can be stably maintained in their design positions even during the pouring and curing process of the filler (G), and the structural stability of the precast lining (100) can be improved.

[0165] In addition, the present invention connects both precast lining segments (100a, 100b) and both foundation holes (420) of the tunnel (A) by using a position-adjustable connecting device (300) that includes a position-adjustable connecting member (320) coupled with an L-shaped connecting member (310).

[0166] Accordingly, both precast lining segments (100a, 100b) are not simply placed on both foundation balls (420), but can be installed with the longitudinal, height and horizontal forces adjusted through the position-adjustable connecting device (300).

[0167] That is, the present invention enables structural correction of manufacturing errors, field installation errors of both precast lining segments (100a, 100b) and construction errors of the excavation surface (A1) of the tunnel (A) using a position-adjustable connecting device (300).

[0168] In addition, the present invention can prevent the problem of the position-adjustable connecting device (300) directly interfering with the waterproof sheet (410) or locally compressing and damaging the waterproof sheet (410) by accommodating the position-adjustable connecting device (300) in an expanded connecting space (A4) formed between the bottom (120) of both precast lining segments (100a, 100b) and the foundation hole (420).

[0169] That is, the present invention secures a placement space for the position-adjustable connecting device (300) on the lower side (120) of both precast lining segments (100a, 100b), thereby ensuring position adjustment and connection construction of both precast lining segments (100a, 100b), while also preventing the waterproof sheet (410) from tearing or being locally damaged.

[0170] Accordingly, the precast lining segment (100) equipped with the above-mentioned compression shear support mechanism (500) is described in detail as follows.

[0171] [ Precast lining segment (100) equipped with a compression shear support mechanism (500) ]

[0172] FIG. 6 is an example of a construction cross-section of a tunnel (A) of the present invention, FIG. 7 is an example of an installation of a precast lining segment (100) of the present invention, FIG. 8 is an example of an installation of a compression shear support mechanism (500) of the present invention, FIG. 9 and FIG. 10 are examples of a position-adjustable connecting device (300) of the present invention, and FIG. 11 is a structural analysis result table comparing the moment distribution occurring in the precast lining segment (100) of the present invention.

[0173] First, referring to FIG. 6, a construction cross-section of the tunnel (A) of the present invention is disclosed, and the tunnel (A) may be formed including an excavation surface (A1), a ceiling portion (A2), a foundation connection portion (A3), an expanded connection space (A4), and a rear space (A5).

[0174] The above excavation surface (A1) may include a ground surface or rock surface exposed by excavation of the tunnel (A), and may include a shotcrete finish surface formed by pouring shotcrete onto the ground surface or rock surface.

[0175] The excavation surface (A1) formed by the excavation of the tunnel (A) can be formed as an inner boundary surface that is continuous to the ceiling (A2), side wall, and foundation connection (A3) of the tunnel (A).

[0176] It is difficult to form such an excavation surface (A1) into an arc shape or a smooth surface that is exactly the same as the design cross-section, and in the actual construction process, surface irregularities, local protrusions, or local depressions may be formed depending on the excavation condition of the ground or rock.

[0177] Accordingly, the tunnel (A) may have a construction error or linear deviation based on the excavation surface (A1).

[0178] In addition, shotcrete may be poured on the excavation surface (A1) to prevent loosening, cracking, rockfall, or local collapse of the ground or rock mass. Accordingly, in the present invention, the excavation surface (A1) may be an exposed excavation surface before the shotcrete is poured, or a shotcrete surface after the shotcrete is poured.

[0179] In addition, rock bolts, support materials, etc., not shown may be additionally installed on the excavation surface (A1) as needed. Accordingly, the excavation surface (A1) is not limited to a simple exposed excavation surface, but may be referred to as an inner support surface where the primary support structure of the tunnel (A) is formed.

[0180] In addition, the excavation surface (A1) can function as an installation surface where a waterproof sheet (410) can be installed. At this time, the waterproof sheet (410) can be installed along the inner circumference of the tunnel (A) in correspondence with the shape of the excavation surface (A1).

[0181] The above waterproof sheet (410) is a thin film-shaped waterproof layer installed in close contact with or adjacent to the excavation surface (A1) of the tunnel (A). Therefore, during the process of installing both precast lining segments (100a, 100b) along the inner circumference of the tunnel (A), if the back surface, corner portion, or connecting member of both precast lining segments (100a, 100b) comes into direct contact with or adheres to the waterproof sheet (410), the waterproof sheet (410) may be locally pressed or scratched and torn.

[0182] In particular, if there are surface irregularities, local protrusions, or linear deviations on the excavation surface (A1), the waterproofing sheet (410) may be locally constricted between the excavation surface (A1) and the two precast lining segments (100a, 100b). In this case, pressure, friction, or tensile force may be concentrated on the waterproofing sheet (410) during the installation or position adjustment process of the two precast lining segments (100a, 100b), which may cause perforation, tearing, or breakage of the waterproofing sheet (410).

[0183] Accordingly, the present invention does not directly attach both precast lining segments (100a, 100b) to the waterproof sheet (410), but instead separates the back surface of both precast lining segments (100a, 100b) from the waterproof sheet (410) to secure a back surface space (A5).

[0184] In addition, the present invention allows the position-adjustable connecting device (300) to be placed in an extended connecting space (A4) formed between the bottom surface of both precast lining segments (100a, 100b) and the foundation hole (420), rather than being placed on the back side of both precast lining segments (100a, 100b) or adjacent to the waterproof sheet (410).

[0185] Accordingly, the present invention can prevent the position-adjustable connecting device (300) from directly pressing or interfering with the waterproof sheet (410) during the installation and position adjustment process of both precast lining segments (100a, 100b), and as a result, can effectively suppress damage to the waterproof sheet (410).

[0186] Since the excavation surface (A1) may have surface irregularities, local protrusions, local depressions, or linear deviations during the actual construction process, the back space (A5) formed between the back surface of both precast lining segments (100a, 100b) and the excavation surface (A1) is difficult to form at uniform intervals along the inner circumference of the tunnel (A).

[0187] In this case, even if the upper ends (110) of both precast lining segments (100a, 100b) are connected to each other by an anchor fastener (200) and the lower ends (120) of both precast lining segments (100a, 100b) are connected to a foundation hole (420) by a position-adjustable connecting device (300), the middle area on the back side of both precast lining segments (100a, 100b) can be spaced apart from the excavation surface (A1) with the back space (A5) in between.

[0188] In particular, when a filler material including concrete, grout, or mortar is injected into the back space (A5), the pouring pressure of the filler material can act on both precast lining segments (100a, 100b).

[0189] At this time, if the middle area on the back side of both precast lining segments (100a, 100b) is not sufficiently supported by the excavation surface (A1), both precast lining segments (100a, 100b) may be deformed toward the tunnel interior side due to the pressure of the filler material, or excessive sectional force may be concentrated at the connection point of the upper (110) and lower (120).

[0190] Accordingly, the present invention installs a compression shear support mechanism (500) between the outer surface of both precast lining segments (100a, 100b) and the excavation surface (A1), or between the outer surface of both precast lining segments (100a, 100b) and the support area corresponding to the excavation surface (A1).

[0191] The above compression shear support mechanism (500) is positioned on the back side of both precast lining segments (100a, 100b) toward the excavation surface (A1) to support the compression and shear loads acting on both precast lining segments (100a, 100b) when a filler is injected into the back space (A5).

[0192] Specifically, the compression shear support mechanism (500) is installed to correspond to the spacing between the outer surface of both precast lining segments (100a, 100b) and the excavation surface (A1), and can support the middle area of ​​the back side of both precast lining segments (100a, 100b) with respect to the excavation surface (A1) before or during the injection of the filler material.

[0193] Accordingly, the compression shear support mechanism (500) can suppress local deformation, internal displacement, or stress concentration at the connection point of both precast lining segments (100a, 100b) by transmitting the compressive force, horizontal lateral pressure, or shear force generated when the filler is injected into the back space (A5) to the excavation surface (A1).

[0194] Additionally, the compression shear support mechanism (500) can form local support points between the outer surfaces of the two precast lining segments (100a, 100b) and the excavation surface (A1) even when the gap of the back space (A5) is formed unevenly due to surface irregularities or linear deviations of the excavation surface (A1). Accordingly, the compression shear support mechanism (500) performs both a temporary support function after the two precast lining segments (100a, 100b) are installed and before the back space (A5) is filled with filler, and a deformation suppression function against loads generated during the filling process of the filler.

[0195] That is, in the present invention, the compression shear support mechanism (500) is not merely a member for attaching both precast lining segments (100a, 100b) to the excavation surface (A1), but functions as a load-resisting member for stably supporting the compression and shear loads acting on both precast lining segments (100a, 100b) when injecting filler, while taking into account the construction error of the excavation surface (A1) and the non-uniformity of the back space (A5).

[0196] Through this, the present invention can suppress segment deformation that may occur during the filling process of the back space (A5) while the upper (110) and lower (120) of both precast lining segments (100a, 100b) are connected, and stably maintain the design internal airline and lining shape of the tunnel (A).

[0197] The above ceiling section (A2) is the uppermost excavation area of ​​the tunnel (A), and in the present invention, it is an upper connecting section where the upper ends (110) of a pair of precast lining segments (100a, 100b) face each other and are connected.

[0198] That is, the ceiling section (A2) is an upper excavation area located at the uppermost part of the inner surface of the tunnel (A), and is an upper fastening area where the upper ends (110) of both precast lining segments (100a, 100b) are fastened via an anchor fastener (200).

[0199] The above-mentioned foundation connection part (A3) is a part where the bottom (120) of both precast lining segments (100a, 100b) and the foundation hole (420) are connected by a position-adjustable connection device (300), and it is also a part where the expansion connection space (A4) and the back space (A5) are connected to each other.

[0200] Here, the foundation (420) can be formed as an L-shaped concrete side channel formed on both lower sides of the tunnel (A), as shown in FIG. 6, and functions as a lower reference surface that allows the lower ends (120) of both precast lining segments (100a, 100b) to be supported through a position-adjustable connecting device (300).

[0201] That is, the foundation (420) functions as a foundation that supports the lower part (120) of both precast lining segments (100a, 100b) from below by a position-adjustable connecting device (300), and can also serve as a reference surface for adjusting the installation position of both precast lining segments (100a, 100b).

[0202] At this time, as the back surface of the foundation ball (420) is formed spaced apart from the excavation surface (A1), the back space (A5) can be extended not only to the back side of both precast lining segments (100a, 100b) but also to the back side of the foundation ball (420).

[0203] Additionally, an expanded connection space (A4) is formed in the foundation connection part (A3) to accommodate a position-adjustable connection device (300). Since the expanded connection space (A4) can be connected to the back space (A5), a filler material (G) containing concrete can be continuously poured into the expanded connection space (A4) and the back space (A5).

[0204] Accordingly, when the filler material (G) is poured and cured, the bottom (120) of both precast lining segments (100a, 100b), the position-adjustable connecting device (300), the foundation (420), and the back space (A5) can be interconnected and supported integrally.

[0205] The above-mentioned extended connection space (A4) is a space formed between the bottom (120) of both precast lining segments (100a, 100b) and the foundation hole (420) in the foundation connection part (A3), and can be described as a lower connection space for accommodating a position-adjustable connection device (300).

[0206] Due to this extended connection space (A4), the bottom (120) of both precast lining segments (100a, 100b) is not simply in close contact with or seated on the foundation hole (420), but can be positioned with a certain gap between the bottom (120) and the foundation hole (420).

[0207] Accordingly, a space is secured between the lower section (120) and the foundation section (420) where a position-adjustable connecting device (300) can be installed.

[0208] Additionally, the above-mentioned extended connection space (A4) can be formed as a space surrounded by the bottom surface (120) of the bottom of both precast lining segments (100a, 100b), the top surface of the foundation hole (420), and the rear space (A5) on the excavation surface (A1) at the foundation connection part (A3) located at the lower side of both sides of the tunnel (A).

[0209] Accordingly, the position-adjustable connecting device (300) can be placed inside the expansion connecting space (A4) and can adjust the installation position of both precast lining segments (100a, 100b) by connecting the bottom (120) of both precast lining segments (100a, 100b) and the foundation (420) to each other.

[0210] That is, the present invention places the position-adjustable connecting device (300) not on the back side of both precast lining segments (100a, 100b) or adjacent to the waterproof sheet (410), but in the extended connecting space (A4) formed between the bottom (120) of both precast lining segments (100a, 100b) and the foundation hole (420).

[0211] Accordingly, the protrusion, fastening part, or metal corner of the position-adjustable connecting device (300) can be prevented from directly pressing or interfering with the waterproof sheet (410), and tearing, puncture, or breakage of the waterproof sheet (410) can be suppressed during the installation and position adjustment process of both precast lining segments (100a, 100b).

[0212] Additionally, the above-mentioned extended connection space (A4) may be formed to communicate with the back space (A5). Accordingly, the back space (A5) formed on the back side of both precast lining segments (100a, 100b) and the extended connection space (A4) formed between the bottom (120) and the foundation hole (420) may not be separated closed spaces, but rather be formed as a continuous space in which the filling material (G) can continuously flow and be filled.

[0213] In this way, when the expanded connection space (A4) and the back space (A5) are connected to each other, the filling material (G) is not filled only in a limited manner in the relatively narrow back space (A5), but can be continuously flowed in and filled up to the expanded connection space (A4).

[0214] Accordingly, the problem of air bubbles remaining during the pouring process of the filler (G) making it difficult to achieve a dense filling can be alleviated, and the load transmitted to the lower part of both precast lining segments (100a, 100b) and the foundation (420) can be more effectively distributed.

[0215] Furthermore, the above-mentioned extended connection space (A4) can also function as a space that disperses and supports the pouring pressure that can be applied to both precast lining segments (100a, 100b) by the pouring pressure of the filler material (G).

[0216] That is, during the process of pouring the filler material (G) into the back space (A5), pouring pressure may be applied to the back of both precast lining segments (100a, 100b). At this time, the position-adjustable connecting device (300) placed in the expanded connecting space (A4) and the filling structure of the filler material (G) can stably support the bottom (120) of both precast lining segments (100a, 100b) with respect to the foundation (420).

[0217] Accordingly, the possibility of lifting, displacement, or overturning of both precast lining segments (100a, 100b) during the pouring and curing process of the filler (G) can be suppressed, and the designed installation position can be stably maintained.

[0218] The above-mentioned back space (A5) is a space formed between the back of both precast lining segments (100a, 100b) and the excavation surface (A1) or waterproof sheet (410), and can be described as a filling space in which a filling material (G) containing concrete is poured and filled.

[0219] That is, by not directly attaching the two precast lining segments (100a, 100b) to the excavation surface (A1) or waterproofing sheet (410), and by separating the back surface of the two precast lining segments (100a, 100b) from the excavation surface (A1) or waterproofing sheet (410), a back space (A5) is secured.

[0220] This back space (A5) can be formed continuously along the inner circumference of the tunnel (A) and can function as a construction space where the filling material (G) can flow and be filled, by being continuous with the back of both precast lining segments (100a, 100b) and the foundation (420) side.

[0221] Additionally, the back space (A5) can be connected to the expanded connection space (A4) formed in the foundation connection part (A3). Accordingly, the back space (A5) and the expanded connection space (A4) are not separated closed spaces, but can be formed as continuous spaces where the filling material (G) can continuously flow and be filled.

[0222] In this way, when the back space (A5) and the extended connection space (A4) are connected to each other, the filling material (G) can be continuously filled from the back side of both precast lining segments (100a, 100b) to the lower side of the foundation connection part (A3).

[0223] Accordingly, the problem of air bubbles remaining or unfilled parts occurring in specific sections during the pouring process of the filler (G) can be mitigated, and the back and bottom parts of both precast lining segments (100a, 100b) can be filled and supported together.

[0224] In addition, during the process of pouring the filler (G) into the back space (A5), pouring pressure may be applied to the back surface of both precast lining segments (100a, 100b).

[0225] At this time, the present invention can distribute the load according to the pouring pressure of the filler material (G) to the bottom part and the foundation (420) by placing a position-adjustable connecting device (300) in an expanded connecting space (A4) formed between the bottom (120) of both precast lining segments (100a, 100b) and the foundation (420), and by connecting the expanded connecting space (A4) and the back space (A5).

[0226] Accordingly, the possibility of lifting, displacement, or overturning of both precast lining segments (100a, 100b) can be suppressed even during the process of pouring and curing the filler material (G) in the back space (A5), and the designed installation position can be stably maintained.

[0227] According to FIG. 7, it can be seen that the upper (110) and lower (120) cross-sections of the precast lining segment (100) of the present invention are extended.

[0228] That is, it can be seen that an anchor fastener (200) is installed at the top (110) of the expanded cross section, an expanded connection space (A4) for accommodating a position-adjustable connecting device (300) is formed between the bottom surface (120) of the expanded cross section and the foundation hole (420), and multiple compression shear support mechanisms (500) are installed spaced apart in the middle section between the top (110) and the bottom.

[0229] The upper (110) and lower (120) of the precast lining segment (100) can be formed so that the cross-sectional thickness is increased compared to the middle portion of the precast lining segment (100).

[0230] The above-mentioned precast lining segment (100) is a member manufactured with an arched or curved cross-section along the excavation surface (A1) of the tunnel (A), and the upper portion (110) located at the ceiling (A2) of the tunnel (A) and the lower portions (120) located at the lower sides of the tunnel (A) each function as structural connecting portions.

[0231] Accordingly, instead of increasing the overall thickness of the precast lining segment (100) equally, the cross-section is locally expanded only at the top (110) and bottom (120) where fastening force, support force, and positioning force are concentrated.

[0232] The cross-sectional expansion of the upper section (110) above is intended to secure a sufficient fastening thickness so that an anchor fastener (200) can be installed to connect the upper sections (110) of both precast lining segments (100a, 100b) to each other.

[0233] That is, in order to install an anchor fastener (200) on the top (110) of a precast lining segment (100), a space is required in which a fastening hole, an insertion hole, a bolt, or an anchor member of the anchor fastener (200) can be placed, and the tensile force, shear force, and local compressive force generated during fastening must be stably transmitted to the concrete cross-section of the top (110).

[0234] If the top (110) of the precast lining segment (100) is formed with the same thickness as the middle section, the effective cross-section of the top (110) may be insufficient due to the formation of a hole or embedded section for installing the anchor fastener (200), and there is a risk of stress concentration, cracking, or damage occurring around the fastener.

[0235] Accordingly, in the present invention, the cross-section of the upper part (110) is expanded to reinforce the installation area of ​​the anchor fastener (200), and the upper part (110) of both precast lining segments (100a, 100b) can be stably fastened through the anchor fastener (200).

[0236] The cross-sectional expansion of the upper section (110) can be implemented by changing the shape of the formwork during the production of the precast lining segment (100) so that the concrete thickness of the upper section (110) is formed to be thicker than that of the middle section.

[0237] For example, the top (110) may be formed to protrude in at least one direction of the inner or outer surface of the precast lining segment (100), and preferably, it is desirable to form it so that the cross-section of the inner surface is increased.

[0238] Additionally, a portion of the anchor fastener (200) may be embedded in the extended cross-section of the top (110), or a fastening hole into which the anchor fastener (200) is inserted may be formed, and the fastening hole may be formed so that the anchor fastener (200) can be fastened when the tops (110) of both precast lining segments (100a, 100b) are brought together or close to each other.

[0239] Meanwhile, the cross-sectional expansion of the lower section (120) is intended to secure an expanded connection space (A4) between the lower section (120) of the precast lining segment (100) and the foundation (420), and to accommodate a position-adjustable connection device (300) in the expanded connection space (A4).

[0240] That is, the lower part (120) of the precast lining segment (100) is a part connected to the foundation work (420) at the foundation connection part (A3) of the tunnel (A), and can be said to be a part where the self-weight of the precast lining segment (100), the pouring pressure acting when pouring the lining concrete, and the positional error occurring during construction are concentrated.

[0241] Accordingly, with a structure in which the bottom (120) is simply placed directly on the foundation (420), it is difficult to precisely adjust the height, left-right spacing, longitudinal position, or inclination of the precast lining segment (100), and construction errors may accumulate.

[0242] In the present invention, by expanding the cross-section of the bottom (120), an expanded connection space (A4) is secured in which a position-adjustable connecting device (300) can be installed between the bottom surface of the bottom (120) and the foundation hole (420).

[0243] At this time, the cross-sectional expansion of the lower section (120) can be implemented by changing the shape of the formwork during the production of the precast lining segment (100) so that the concrete thickness of the lower section (120) is formed to be thicker than that of the middle section. For example, the lower section (120) can be formed to protrude in at least one direction of the inner or outer surface of the precast lining segment (100), and preferably, it is desirable to form it so that the cross-sectional area of ​​the outer surface is increased.

[0244] The above-mentioned extended connection space (A4) is not a simple empty space, but can function as an adjustment space for adjusting the vertical position, longitudinal position, and horizontal spacing of the precast lining segment (100) by arranging the upper, lower, or side fastening configurations of the position-adjustable connection device (300).

[0245] In addition, the expanded cross-section of the bottom (120) can distribute the transmitted support load and horizontal load over a sufficient area, thereby preventing damage to the bottom of the precast lining segment (100) and effectively resisting the pouring pressure of the filler (G) while stably maintaining the installation state of the precast lining segment (100) at the foundation connection parts (A3) on both sides of the tunnel (A).

[0246] At this time, the cross-sectional expansion of the lower section (120) can also be integrally formed through the shape of the formwork during the production of the precast lining segment (100), and a portion of the inner or outer side of the lower section (120) may be formed thickly, or a portion of the bottom surface of the lower section (120) may be formed to have a flat surface or a stepped surface suitable for fastening, supporting, or seating the position-adjustable connecting device (300).

[0247] Accordingly, the precast lining segment (100) of the present invention has a structure in which the cross-section is locally expanded so that it functions as a lining body forming an internal cross-section of a tunnel in the middle section, while also functioning as a ceiling connection part and a foundation connection part in the upper section (110) and lower section (120), respectively.

[0248] Next, the anchor fastener (200) may be configured as a fastening means for connecting the upper ends (110) of both precast lining segments (100a, 100b) to each other at the ceiling (A2) of the tunnel (A).

[0249] The above anchor fastening member (200) may include an anchor member (210) installed in a fastening hole or a buried hole formed in an expanded cross-section of the upper part (110), and a fastening member (220) fastened to the anchor member (210).

[0250] For example, the anchor fastener (200) may be configured to pass through a fastening hole formed at the top (110) of each of the precast lining segments (100a, 100b), or to fasten an anchor member installed at the top (110) of one precast lining segment (100a) and a corresponding fastening member installed at the top (110) of the other precast lining segment (100b) to each other.

[0251] The upper ends (110) of both precast lining segments (100a, 100b) can be tensionally connected to each other by the anchor fastener (200) above to suppress spreading, sagging, or relative displacement at the ceiling (A2).

[0252] At this time, the anchor fastener (200) can be installed in a circular or elongated fastener formed in the upper part (110). In this case, if an elongated fastener is used, the fastening position of the anchor fastener (200) can be finely adjusted even if manufacturing errors or field installation errors occur in both precast lining segments (100a, 100b).

[0253] Referring to FIG. 8, the operation and installation example of the compression shear support mechanism (500) of the present invention can be confirmed.

[0254] Referring to FIG. 8, the above compression shear support mechanism (500) may be installed in the arch portion or side wall portion between the top (110) and bottom (120) of the precast lining segment (100) and formed as a load-resisting means to resist the casting pressure and shear load acting on the precast lining segment (100) when the filling material (G) is filled in the back space (A5).

[0255] Specifically, the compression shear support mechanism (500) can be installed to penetrate the precast lining segment (100) and can be formed in a structure that protrudes from the outer surface of the precast lining segment (100) toward the back space (A5).

[0256] Here, the outer surface refers to the surface facing the tunnel interior when the precast lining segment (100) is installed in the tunnel (A), and the surface facing the excavation surface (A1), the waterproofing sheet (410), and the back space (A5).

[0257] When the back space (A5) is filled with and hardened with a filler (G), such a compression shear support mechanism (500) is formed to be embedded inside the filler (G) or mechanically interlocked with the filler (G), thereby functioning as a shear key or pressure member that transmits compressive and shear forces between the precast lining segment (100) and the filler (G).

[0258] To this end, the above compression shear support mechanism (500) may include a support plate (510), a compression shear transmission member (520), a fixing member (530), a guide member (540), and a spacing adjustment part (550), as shown in FIG. 8.

[0259] First, the support plate (510) may be formed as a plate-shaped member that is embedded or fixed inside the precast lining segment (100).

[0260] The above support plate (510) functions as a foundation support that allows the compression shear transfer member (520) to be stably supported on the precast lining segment (100).

[0261] That is, when the compression shear transfer member (520) is protruding toward the back space (A5) and receives the pouring pressure of the filler (G), the compression load after hardening, or the shear load, the load is transferred to the support plate (510) through the compression shear transfer member (520), and the support plate (510) can distribute the load to the internal concrete of the precast lining segment (100).

[0262] Accordingly, the support plate (510) prevents the compression shear transfer member (520) from coming loose or shaking locally, and enables the compression shear support mechanism (500) to transfer the load while integrated with the precast lining segment (100).

[0263] In addition, a plurality of through holes or protrusions may be further formed in the support plate (510) to improve adhesion and integrity with the concrete of the precast lining segment (100).

[0264] In this case, during the manufacturing process of the precast lining segment (100), concrete passes through the through hole of the support plate (510) or fills around the uneven part, thereby allowing the support plate (510) to be more stably embedded and fixed inside the precast lining segment (100).

[0265] Next, the compression shear transfer member (520) is a member formed to protrude from the support plate (510) toward the back space (A5), and may include a reinforcing bar, a steel rod, a rod member, or a similar long member.

[0266] The above compression shear transfer member (520) can be extended from the outer surface of the precast lining segment (100) to the back space (A5) and positioned so as to be inserted into the filler (G) when the filler (G) is filled into the back space (A5).

[0267] Accordingly, after the filler (G) hardens, the compression shear transfer member (520) is surrounded by the hardened filler (G) and can function as a locking part that suppresses relative displacement between the precast lining segment (100) and the filler (G).

[0268] That is, during the process of filling the back space (A5) with filler material (G), the middle part of the precast lining segment (100) may receive a force that causes it to deform in the direction of the tunnel inside or upward due to the pouring pressure of the filler material (G).

[0269] At this time, the compression shear transfer member (520) acts as a protrusion embedded inside the filler (G) to transfer the compression load and shear load generated by the pressure of the filler (G) to the support plate (510) and the precast lining segment (100).

[0270] Accordingly, the compression shear transfer member (520) can effectively suppress lifting, slipping, local deformation, and insufficient shear resistance of the precast lining segment (100) compared to the case where the load is resisted only by the adhesion force between the precast lining segment (100) and the filler (G).

[0271] Specifically, the compression shear transfer member (520) may include an expansion head portion (521) at one end facing the waterproof sheet (410) and a bolt portion (522) extending from the expansion head portion (521) toward the inner direction of the precast lining segment (100).

[0272] The above-mentioned extended head portion (521) is formed so that it is positioned on the waterproof sheet (410) side while the compression shear transmission member (520) protrudes toward the back space (A5). Accordingly, even if the compression shear transmission member (520) comes into contact with or approaches the waterproof sheet (410), the pointed end or local protrusion does not press against the waterproof sheet (410), but rather the extended head portion (521) having an extended contact surface is positioned on the waterproof sheet (410) side, thereby preventing perforation, tearing, or local damage to the waterproof sheet (410).

[0273] Accordingly, the expansion head portion (521) is formed to have a width or diameter greater than the diameter of the bolt portion (522), and the surface of the expansion head portion (521) facing the waterproof sheet (410) is formed as a flat surface, a curved surface, or a cushioning surface to disperse the contact pressure acting on the waterproof sheet (410).

[0274] The bolt portion (522) can be inserted into the guide member (540) and positioned to penetrate the precast lining segment (100). At this time, a spacing adjustment portion (550) in the form of a screw portion can be formed on the inner surface of the guide member (540), and the bolt portion (522) can be formed to be screw-fastened to the spacing adjustment portion (550).

[0275] Additionally, the end of the bolt portion (522) may be positioned to be exposed to the inner surface of the precast lining segment (100). Accordingly, the operator can rotate the end of the bolt portion (522) from the inside of the tunnel (A), and the bolt portion (522) may be moved in the outer or inner direction of the precast lining segment (100) by means of a screw fastening structure with a gap adjustment portion (550) formed on the inner surface of the guide member (540).

[0276] Accordingly, the operator can adjust the spacing of the back space (A5) formed between the outer surface of the precast lining segment (100) and the waterproofing sheet (410) on-site by adjusting the protruding length of the compression shear transfer member (520). In particular, even if the spacing of the back space (A5) is formed unevenly due to surface irregularities of the excavation surface (A1), the installation state of the waterproofing sheet (410), or installation errors of the precast lining segment (100), the installation spacing of the precast lining segment (100) can be finely corrected by adjusting the protruding length of the compression shear transfer member (520).

[0277] In this way, the compression shear transmission member (520) can be stably positioned within the back space (A5) while suppressing damage to the waterproof sheet (410) through the expansion head portion (521), and the protrusion length can be adjusted from the inside of the precast lining segment (100) through the screw fastening structure of the bolt portion (522) and the spacing adjustment portion (550) of the guide member (540). Accordingly, the compression shear transmission member (520) functions as a spacing adjustment means for adjusting the installation spacing of the precast lining segment (100) before the filling material (G) is filled, and after the filling material (G) is filled into the back space (A5) and hardened, it is maintained in a state embedded in the filling material (G) and functions as a load transmission means for transmitting compression and shear forces between the precast lining segment (100) and the filling material (G).

[0278] Next, the fixing member (530) may be formed in a configuration to stably fix the support plate (510) to the inside of the precast lining segment (100) or to the formwork.

[0279] The above fixing member (530) may include an anchor, a bolt, an embedded reinforcing bar, a fixing pin, or a similar fastening member, and may function as a setting member to maintain the support plate (510) in a predetermined position during the production of the precast lining segment (100).

[0280] That is, when concrete is poured while the support plate (510) is placed inside the formwork for producing the precast lining segment (100), the fixing member (530) can prevent the support plate (510) from being displaced by concrete pouring pressure or vibration.

[0281] Accordingly, the installation position and protrusion direction of the compression shear transmission member (520) can be maintained to correspond to the design position, and a plurality of compression shear support mechanisms (500) can be precisely arranged at regular intervals along the curvature direction of the precast lining segment (100) or the longitudinal direction of the tunnel (A).

[0282] Accordingly, the fixed member (530) performs the function of ensuring the manufacturing precision and installation reliability of the compression shear support mechanism (500).

[0283] Next, the guide member (540) may be formed as a guide member that guides the direction of movement of the compression shear transfer member (520) and enables the compression shear transfer member (520) to stably penetrate the precast lining segment (100).

[0284] The guide member (540) may be formed, for example, as a cylindrical sleeve, a tubular member, or a member having a guide hole, and may be installed to penetrate the support plate (510) or formed integrally with the support plate (510).

[0285] Additionally, the guide member (540) can be set to penetrate the precast lining segment (100) so that at least a portion of both ends is exposed to the outside.

[0286] In this case, the compression shear transmission member (520) can be moved outward or inward while inserted into the guide member (540), and the guide member (540) can guide the compression shear transmission member (520) to move stably in a straight direction while preventing it from becoming eccentric or tilted.

[0287] Accordingly, the protrusion length of the compression shear transfer member (520) can be adjusted according to the condition of the precast lining segment (100) before, during, and after installation, and damage to the concrete around the penetration part of the precast lining segment (100) can be reduced during the adjustment process.

[0288] In addition, the guide member (540) prevents the compression shear transfer member (520) from moving while directly rubbing against the concrete inside the precast lining segment (100), thereby improving the repeatability and constructability of the compression shear transfer member (520).

[0289] Next, the spacing adjustment member (550) may be configured to adjust the spacing of the back space (A5) formed between the outer surface of the precast lining segment (100) and the excavation surface (A1) by adjusting the protruding length of the compression shear transmission member (520).

[0290] The above gap adjustment part (550) may include, for example, a screw portion formed on the outer surface of the compression shear transmission member (520), an adjustment nut connected to the screw portion, and a fixing nut or stopper for fixing the position of the compression shear transmission member (520) after adjustment is completed.

[0291] Accordingly, the worker can pre-set the initial protrusion length of the compression shear transfer member (520) before installing the precast lining segment (100), and during the process of bringing the precast lining segment (100) into the tunnel (A) or installing it, the compression shear transfer member (520) can be retracted inward to prevent interference with the excavation surface (A1), waterproof sheet (410), or surrounding structures.

[0292] Afterward, when the precast lining segment (100) is installed at a predetermined position by the anchor fastener (200) at the top (110) and the position-adjustable connecting device (300) at the bottom (120), the operator can move the compression shear transfer member (520) outward again by operating the gap adjustment part (550).

[0293] At this time, the compression shear transfer member (520) can partially correct the gap between the outer surface of the precast lining segment (100) and the excavation surface (A1) by adjusting the protrusion length within the back space (A5), or form a compression shear support point at the location where the filler material (G) is to be filled.

[0294] Accordingly, the spacing adjustment unit (550) enables fine adjustment of the installation spacing of the precast lining segment (100) at the site, even when the spacing of the back space (A5) is formed unevenly due to surface irregularities of the excavation surface (A1), construction errors, or linear deviations.

[0295] In addition, the compression shear transfer member (520) adjusted by the gap adjustment member (550) can function as a temporary support member that auxiliaryly supports the middle part of the precast lining segment (100) until the filler material (G) is filled.

[0296] Accordingly, the precast lining segment (100) can be supported in a secondary position not only at the top (110) and bottom (120), but also at the arch or side wall portion, which is the intermediate portion between the top (110) and bottom (120).

[0297] Consequently, the gap adjustment unit (550) functions as a key component that enables a series of operations, such as setting the precast lining segment (100) before installation, preventing interference during installation, adjusting the gap after installation, temporary support before filling with the filler material (G), and load transfer after the filler material (G) hardens.

[0298] In this way, the compression shear support mechanism (500) in the present invention is stably supported inside the precast lining segment (100) through the support plate (510), forms a load transfer section into the filling material (G) through the compression shear transfer member (520), stably maintains the manufacturing and installation position through the fixing member (530), guides the movement and penetration direction of the compression shear transfer member (520) through the guide member (540), and can adjust the protrusion length of the compression shear transfer member (520) through the spacing adjustment section (550).

[0299] Accordingly, the above compression shear support mechanism (500) is not merely a member for attaching the precast lining segment (100) to the excavation surface (A1), but functions as a composite load-resisting member for adjusting the installation spacing of the precast lining segment (100), correcting the non-uniformity of the back space (A5), and resisting both compression and shear loads during the filling process and after hardening of the filler material (G).

[0300] In particular, when the upper end (110) of both precast lining segments (100a, 100b) is connected by an anchor fastener (200) and the lower end (120) is supported by a position-adjustable connecting device (300) in the foundation (420), the pouring pressure of the filling material (G) can be concentrated in the middle section between the upper end (110) and the lower end (120).

[0301] At this time, the compression shear support mechanism (500) can suppress deformation, lifting, slipping, and insufficient shear resistance of the precast lining segment (100) in the intermediate part.

[0302] In addition, after the filler (G) hardens, the compression shear transfer member (520) remains embedded within the filler (G), thereby improving the integral load transfer performance between the precast lining segment (100), the filler (G), and the excavation surface (A1).

[0303] Meanwhile, the above-mentioned compression shear support mechanism (500) is not configured to penetrate or damage the waterproof sheet (410), but is configured to improve the load transfer performance between the outer surface of the precast lining segment (100) and the filling material (G) filled in the back space (A5).

[0304] Therefore, it is preferable that the compression shear transfer member (520) is not directly anchored to the excavation surface (A1), but is positioned in the back space (A5) while penetrating the precast lining segment (100), and is formed to be embedded in the filler material (G) after the filler material (G) is filled.

[0305] Accordingly, even when the waterproof sheet (410) is installed along the excavation surface (A1), it is possible to prevent the waterproof sheet (410) from being perforated or damaged during the installation and spacing adjustment process of the compression shear support mechanism (500).

[0306] Ultimately, the present invention can correct the installation error of the precast lining segment (100) through the position-adjustable connecting device (300), while also correcting the spacing of the back space (A5) through the spacing adjustment part (550) of the compression shear support mechanism (500) in the middle section between the upper (110) and the lower (120).

[0307] In addition, after the filling process and curing of the filler (G), the compressive force and shear force between the precast lining segment (100) and the filler (G) can be stably transmitted through the compressive shear transmission member (520).

[0308] Through this, the present invention can suppress segment deformation that may occur during the filling process of the back space (A5) and stably maintain the design internal airline and lining shape of the tunnel (A).

[0309] FIG. 9 is a structural analysis result table comparing the moment distribution occurring in the precast lining segment (100) of the present invention.

[0310] That is, the results of a structural analysis comparing the moment distribution occurring in the precast lining segment (100) depending on whether the compression shear support mechanism (500) of the present invention is installed are shown.

[0311] Specifically, the left side of FIG. 9 shows the moment distribution when the compression shear support mechanism (500) of the present invention is not installed, and the right side of FIG. 9 shows the moment distribution when the compression shear support mechanism (500) of the present invention is installed.

[0312] In addition, FIG. 9 distinguishes between the case where the filler material (G) is poured up to a certain height in the back space (A5) and the case where it is poured over the entire area, and compares the effect of the pouring pressure of the filler material (G) on the precast lining segment (100).

[0313] First, when the compression shear support mechanism (500) is not installed, the pouring pressure of the filler (G) acts directly on the precast lining segment (100), and a large bending moment occurs in the arch and side wall sections, which are the middle parts of the precast lining segment (100).

[0314] In this case, even though the upper (110) and lower (120) of the precast lining segment (100) are supported by an anchor fastener (200) and a position-adjustable connecting device (300), there is a lack of a separate support structure in the middle section between the upper (110) and lower (120) that can directly distribute or support the pouring pressure of the filler (G).

[0315] Accordingly, in the absence of a compression shear support mechanism (500), the middle part of the precast lining segment (100) may be deformed inward toward the tunnel or excessive sectional force may occur locally due to the pouring pressure of the filler material (G).

[0316] As shown in the lower left of FIG. 9, it is confirmed that when the compression shear support mechanism (500) is not installed, an excessive moment occurs, making it difficult to secure the sectional force of the precast lining segment (100). For example, in FIG. 9, the analysis result value in the case where the compression shear support mechanism (500) is not installed is approximately 296 kN, indicating that a large bending moment is concentrated in the precast lining segment (100).

[0317] On the other hand, when a compression shear support mechanism (500) is installed, the compression shear support mechanism (500) installed in the precast lining segment (100) acts in a state where it is combined with or embedded in the filling material (G) that is filled in the back space (A5).

[0318] Accordingly, the casting pressure of the filler (G) is not merely applied as a surface load to the precast lining segment (100), but can be distributed and transmitted through the compression shear support mechanism (500).

[0319] That is, the compression shear support mechanism (500) functions as a support structure that transmits both compressive and shear forces between the precast lining segment (100) and the filler (G), and suppresses deformation of the precast lining segment (100) caused by the casting pressure of the filler (G).

[0320] In particular, when multiple compression shear support mechanisms (500) are installed spaced apart along the arch or side wall portions of the precast lining segment (100), the pouring pressure of the filler (G) can be distributed through multiple compression shear support mechanisms (500) rather than being concentrated at a specific location.

[0321] As a result, the magnitude of the moment occurring in the precast lining segment (100) is significantly reduced, and a relatively stable moment distribution can be formed across the entire cross-section.

[0322] As shown in the lower right corner of FIG. 9, it is confirmed that when a compression shear support mechanism (500) is installed, deformation is distributed and moment generation is minimized. For example, in FIG. 9, the analysis result value when a compression shear support mechanism (500) is installed is approximately 26.58 kN, and it can be seen that the moment generated in the precast lining segment (100) is significantly reduced compared to the case where there is no compression shear support mechanism (500).

[0323] This result implies that the compression shear support mechanism (500) is not merely a member protruding from the precast lining segment (100), but acts as a structural support means that disperses the pouring pressure and post-hardening load of the filler (G) and suppresses deformation of the precast lining segment (100).

[0324] In addition, by installing a compression shear support mechanism (500), the cross-section of the precast lining segment (100) can be effectively responded to the bending moment and shear load generated during the pouring process of the filler (G) without excessively increasing the cross-section.

[0325] Therefore, the present invention can effectively disperse the casting pressure acting on the precast lining segment (100) during the process of filling the back space (A5) with a filler (G) through the compression shear support mechanism (500), and can prevent local deformation, lifting, slipping, and insufficient sectional force of the precast lining segment (100).

[0326] Furthermore, after the filling material (G) is filled completely, the compression shear support mechanism (500) functions as a mediating part that structurally combines the precast lining segment (100) and the filling material (G), thereby improving the integrated load transfer performance between the precast lining segment (100), the filling material (G), and the excavation surface (A1).

[0327] Ultimately, through the structural analysis results of FIG. 9, it can be confirmed that the compression shear support mechanism (500) is an effective configuration for reducing the excessive moment generated in the precast lining segment (100) by the pouring pressure of the filler (G), and for ensuring stability during construction and structural integrity after hardening of the precast lining segment (100).

[0328] According to FIGS. 10 and FIGS. 111, it can be seen that a position-adjustable connecting device (300) is formed in the expanded connecting space (A4) between the bottom surface (120) of the expanded cross-section of the precast lining segment (100) of the present invention and the foundation hole (420).

[0329] The above position-adjustable connecting device (300) can be described as a connecting means for supporting, fastening, and position-adjusting the lower ends (120) of two precast lining segments (100a, 100b) installed on both lower sides of the tunnel (A) at a certain distance from the upper surface of the foundation (420) without directly attaching them to the foundation (420).

[0330] That is, in the present invention, an extended connection space (A4) is secured between the bottom surface (120) of the bottom of both precast lining segments (100a, 100b) and the top surface of the foundation ball (420), and by placing a position-adjustable connection device (300) in the extended connection space (A4), the bottom (120) of both precast lining segments (100a, 100b) is not simply seated on the foundation ball (420), but can be installed in a state where the height, horizontal position, longitudinal position, and inclination are adjusted through the position-adjustable connection device (300).

[0331] To this end, the position-adjustable connecting device (300) may include an L-shaped connecting member (310) installed on the upper surface of both foundation holes (420) and a position-adjustable connecting member (320) installed on the lower surface of the lower end (120) of both precast lining segments (100a, 100b).

[0332] Referring to FIGS. 10 and 11, the above L-shaped connector (310) is a foundation hole-side connecting member fixed to the upper surface of the foundation hole (420), and may be formed as a connecting member made of steel or the like with an L-shaped cross section including a horizontal part (311) that contacts or is fixed to the upper surface of the foundation hole (420) and a vertical part (312) that is bent upward or sideways from the horizontal part (311).

[0333] At this time, a fastening hole (h) in the shape of an elongated hole is formed in the horizontal portion (311) of the L-shaped connector (310), so that a fastening member (330) including an anchor bolt can be fastened and fixed to the upper surface of the foundation hole (420) by passing through the fastening hole (h), and the vertical portion (312) of the L-shaped connector (310) can function as a fastening surface connected through the position-adjustable connector (320) and the fastening member (330), and the linearity can be finely adjusted in the longitudinal direction.

[0334] Accordingly, the L-shaped connector (310) has the function of lower support member transmitting vertical and horizontal loads acting on the bottom (120) of both precast lining segments (100a, 100b) to the foundation (420) and adjusting the longitudinal linearity.

[0335] Meanwhile, referring to FIGS. 10 and 11, the above-mentioned position-adjustable connector (320) is a segment-side connecting member installed on the bottom surface (120) of both precast lining segments (100a, 100b), and may be formed as an L-shaped body portion including a horizontal portion (321) and a vertical portion (322) overall, and a side connecting plate (323) for horizontal connection of both precast lining segments (100a, 100b) may be integrally formed on one side of the L-shaped body portion.

[0336] Accordingly, the horizontal portion (321) of the position-adjustable connector (320) is fixed to the bottom surface (120) of both precast lining segments (100a, 100b) by means of a fastener (330), and the vertical portion (322) can be connected to the vertical portion (312) of the L-shaped connector (310) by means of a fastener (330).

[0337] In addition, the two side connecting plates (323) of adjacent position-adjustable connectors (320) can also be connected to each other by means of a fastener (330).

[0338] Accordingly, the position-adjustable connector (320) transmits the load resulting from the self-weight and lining concrete pouring pressure acting on the bottom (120) of both precast lining segments (100a, 100b) to the L-shaped connector (310), and at the same time, by adjusting the relative fastening position with respect to the L-shaped connector (310), the installation position, i.e., the height and horizontal spacing of both precast lining segments (100a, 100b) can be adjusted.

[0339] At this time, according to FIGS. 8 and 9, it can be seen that two fastening holes (h) are formed in the horizontal portion (321) of the position-adjustable connector (320), and the first fastening member (331) passes through one of the fastening holes (h) to fix the position-adjustable connector (320), and the second fastening member (332), which is longer than the first fastening member (331), extends to the upper surface of the foundation hole (420), so that the vertical height can be adjusted naturally.

[0340] Accordingly, by adjusting the fastening position of the fastener (330) in the up and down direction, the connection height of the vertical part (322) of the position-adjustable connector (320) is adjusted, and accordingly, the lower part (120) of both precast lining segments (100a, 100b) can be connected to the foundation ball (420) in a height-adjusted state.

[0341] In addition, according to FIG. 9, the horizontal spacing can be adjusted by adjusting the horizontal extension length of the fastener (330) that penetrates the side connecting plates (323) of the position-adjustable connectors (320) of the two adjacent precast lining segments (100a, 100b).

[0342] Referring to FIGS. 10 and FIGS. 11, the above fastening member (330) may be composed of a combination of an anchor bolt and a nut, and the L-shaped connector (310) and the position-adjustable connector (320) may be fastened together by passing through the fastening holes formed in the L-shaped connector (310) and the position-adjustable connector (320), respectively.

[0343] In particular, at least one of the L-shaped connector (310) and the position-adjustable connector (320) may have a fastening hole (h) in the form of an elongated hole. In this case, since the fastening position of the fastening member (330) can be moved within the elongated hole or slit hole, the manufacturing error, installation error of both precast lining segments (100a, 100b), or the construction error of the foundation (420) can be absorbed on-site.

[0344] For example, if a longitudinal elongated fastening hole (h) is formed in the horizontal portion (311) of the L-shaped connector (310), the L-shaped connector (310) can be positioned in the longitudinal direction of the tunnel length relative to the foundation hole (420).

[0345] That is, a through hole (h) in the shape of an elongated hole through which the fastener (330) passes is formed in the horizontal section (311), and the through hole (h) in the shape of an elongated hole is extended along the longitudinal direction of the tunnel (A) so that the L-shaped connector (310) is fixed in a state where the fastening position is adjusted in the longitudinal direction of the tunnel (A) with respect to the foundation hole (420), and the vertical section (312) of the L-shaped connector (310) is fastened to the vertical section (322) of the position-adjustable connector (320), thereby allowing the longitudinal alignment of both precast lining segments (100a, 100b) to be adjusted.

[0346] In addition, when a vertical fastening hole (h) in the shape of an elongated hole in the vertical direction is formed in the vertical portion (312) of the L-shaped connector (310) or the vertical portion (322) of the position-adjustable connector (320), the height adjustment of the lower portion (120) of both precast lining segments (100a, 100b) can be further supplemented by adjusting the fastening height of the fastening member (330).

[0347] Accordingly, it includes a horizontal portion (321) fixed to the bottom surface of the bottom (120) of both precast lining segments (100a, 100b); a vertical portion (322) formed by bending downward from the horizontal portion (321) and connected to the vertical portion (312) of the L-shaped connector (310) by a fastener (330); and a side connecting plate (323) formed on one side of the horizontal portion (321) or the vertical portion (322) to connect the adjacent bottoms (120) of both precast lining segments (100a, 100b).

[0348] In the vertical portion (322) of the position-adjustable connector (320), a through hole (h) in the shape of an elongated hole is formed through which the fastener (330) passes, and the through hole (h) in the shape of an elongated hole is extended in the vertical direction so that the position-adjustable connector (320) can be fixed while adjusting the fastening position in the vertical direction relative to the L-shaped connector (310).

[0349] In addition, when a fastening hole (h) in the shape of an elongated hole is formed in the side connecting plate (323) of the position-adjustable connector (320), the horizontal spacing between the two precast lining segments (100a, 100b) can also be adjusted by adjusting the fastening position of the fastening member (330).

[0350] Furthermore, although not shown, if a certain gap is secured between the connecting surfaces of the L-shaped connector (310) and the position-adjustable connector (320), or if a washer, spacer, shim plate, or adjustment plate is interposed, the left-right gap, inner-outer position, or inclination of both precast lining segments (100a, 100b) can also be finely adjusted.

[0351] In this way, the position-adjustable connecting device (300) supports the lower end (120) of both precast lining segments (100a, 100b) in an adjustable state within the expansion connecting space (A4) through a combination of an L-shaped connector (310), a position-adjustable connector (320), and a fastener (330), rather than simply fixing it to the foundation hole (420).

[0352] Accordingly, both precast lining segments (100a, 100b) can be finally fixed by precisely adjusting the longitudinal direction, height, and horizontal spacing by the position-adjustable connecting device (300) so as not to directly contact the upper surface of the foundation ball (420) and then tightening the fastener (330).

[0353] In addition, since the position-adjustable connecting device (300) is accommodated in the extended connecting space (A4) between the bottom (120) of both precast lining segments (100a, 100b) and the foundation (420), the position-adjustable connecting device (300) can be prevented from protruding excessively into the inner space of the tunnel and interference with subsequent lining concrete pouring or finishing work can be minimized.

[0354] In particular, in the present invention, since the lower end (120) of the precast lining segment (100) is formed with an expanded cross-section, sufficient fastening thickness and support area can be secured for installing a position-adjustable connector (320).

[0355] Therefore, even if the position-adjustable connector (320) is installed at the bottom (120), the effective cross-section of the bottom (120) is not excessively reduced, and the vertical load, horizontal load, and fastening load transmitted through the position-adjustable connector (300) can be distributed across the entire expanded cross-section of the bottom (120).

[0356] In addition, the position-adjustable connecting device (300) can stably transfer the pouring pressure and self-weight acting on both precast lining segments (100a, 100b) to the foundation (420) when pouring lining concrete, thereby suppressing overturning, spreading, settlement, or eccentric displacement of both precast lining segments (100a, 100b).

[0357] Thus, when installing both precast lining segments (100a, 100b) on the foundation connection parts (A3) on both sides of the tunnel (A), the present invention can correct on-site positional discrepancies that may occur due to construction errors of the foundation work (420) or manufacturing errors of both precast lining segments (100a, 100b), and can stably secure the linearity of both precast lining segments (100a, 100b) without damaging the waterproof sheet (410) or the back space (A5).

[0358] Additionally, if necessary, a water-expanding material (130) may be installed between adjacent precast lining segments (100a, 100b), and the watertightness of the connection between segments can be secured by compressing the water-expanding material.

[0359] [ Precast lining segment equipped with a compression shear support mechanism and tunnel construction method using the same ]

[0360] FIG. 12 illustrates a precast lining segment (100) equipped with a compression shear support mechanism (500) and a tunnel lining construction sequence diagram using the same.

[0361] The tunnel construction method using a precast lining segment equipped with a compression shear support mechanism according to the present invention is to form a tunnel lining structure by installing a waterproof sheet (410) along the excavation surface (A1) of a tunnel (A), then installing two precast lining segments (100a, 100b) equipped with a compression shear support mechanism (500) along the inner surface of the tunnel (A), connecting the upper ends (110) of the two precast lining segments (100a, 100b) with an anchor fastener (200), connecting the lower ends (120) of the two precast lining segments (100a, 100b) to a foundation hole (420) through a position-adjustable connecting device (300), and then filling the back space (A5) and the expanded connecting space (A4) with a filling material (G).

[0362] That is, the tunnel construction method of the present invention is not simply to install both precast lining segments (100a, 100b) in alignment with the excavation surface (A1) of the tunnel (A), but rather to secure a back space (A5) spaced apart from the excavation surface (A1) or the waterproofing sheet (410) so as to prevent damage to the waterproofing sheet (410), and to control the deformation of the precast lining segment (100) that may occur due to the pouring pressure of the filling material (G) filled in the back space (A5) through a compression shear support mechanism (500).

[0363] First, an excavation surface (A1) of the tunnel (A) is formed, a waterproof sheet (410) is installed on the excavation surface (A1), and foundation holes (420) are formed on the lower sides of the tunnel (A) (S110).

[0364] The above excavation surface (A1) can be formed by excavating ground or rock to correspond to the design cross-section of the tunnel (A), and can be formed as an inner boundary surface that is continuous toward the ceiling (A2), side wall, and foundation connection (A3) of the tunnel (A).

[0365] In addition, if necessary, shotcrete may be poured onto the excavated surface (A1) to form a shotcrete surface.

[0366] At this time, the actual excavation surface (A1) is difficult to form into a smooth surface or arc surface that is completely identical to the design cross-section, and may have surface irregularities, local protrusions, local depressions, or linear deviations depending on the excavation condition.

[0367] Accordingly, in the present invention, a construction margin is secured such that a back space (A5) can be formed on the back side of both precast lining segments (100a, 100b) based on the excavation surface (A1) so that the positions of both precast lining segments (100a, 100b) can be corrected in a subsequent step.

[0368] The above waterproof sheet (410) can be continuously installed along the excavation surface (A1) in the direction of the inner circumference of the tunnel (A) and functions as a waterproof layer to prevent groundwater or seepage water from flowing into the precast lining segment (100).

[0369] At this time, the present invention installs both precast lining segments (100a, 100b) at a position spaced apart from the waterproof sheet (410) so that the back surface of both precast lining segments (100a, 100b) or the position-adjustable connecting device (300) does not come into direct contact with or locally press against the waterproof sheet (410).

[0370] Accordingly, the waterproof sheet (410) can be prevented from being torn or perforated during the installation and positioning process of both precast lining segments (100a, 100b), and the waterproof performance of the tunnel (A) can be reliably secured.

[0371] Additionally, the above foundation (420) is a concrete foundation formed at the foundation connection parts (A3) on both sides of the tunnel (A), and functions as a lower reference surface that supports the lower ends (120) of both precast lining segments (100a, 100b) through a position-adjustable connection device (300).

[0372] At this time, an L-shaped connector (310) of a position-adjustable connecting device (300) may be installed on the upper surface of the above-mentioned foundation hole (420).

[0373] The above L-shaped connector (310) can be fixed to the upper surface of the foundation hole (420) through a fastener (330) and connected to a position-adjustable connector (320) installed at the bottom (120) of the precast lining segment (100) in a subsequent step, and functions as a lower connecting member for adjusting the height, longitudinal direction, and horizontal height spacing of the precast lining segment (100).

[0374] Next, a precast lining segment (100) equipped with a compression shear support mechanism (500) is prepared and installed on the excavation surface of the tunnel (S120).

[0375] The above precast lining segment (100) can be manufactured in advance in a factory or a manufacturing space outside the site and can be formed with an arched or curved cross-section so as to be installed along the inner surface of the tunnel (A).

[0376] The above precast lining segment (100) includes an upper section (110) connected to each other at the ceiling section (A2) of the tunnel (A), and a lower section (120) supported by a foundation hole (420) at the foundation connection sections (A3) on both sides of the tunnel (A).

[0377] At this time, the upper portion (110) may be formed with a cross-section that is extended beyond the middle portion of the precast lining segment (100) in order to secure the fastening thickness required for the installation of the anchor fastener (200).

[0378] Additionally, the lower section (120) may be formed with a cross-section that is expanded compared to the middle section of the precast lining segment (100) in order to secure an expanded connection space (A4) capable of accommodating a position-adjustable connection device (300) and to stably support vertical and horizontal loads transmitted to the foundation (420).

[0379] Additionally, a compression shear support mechanism (500) is installed on the outer surface of the precast lining segment (100) or on the arch or side wall portion between the top (110) and the bottom (120).

[0380] The above outer surface refers to a surface located opposite to the inner surface facing the tunnel cavity when the precast lining segment (100) is installed in the tunnel (A), and facing the excavation surface (A1), waterproof sheet (410), and back space (A5).

[0381] The above compression shear support mechanism (500) can be installed to protrude from the outer surface of the precast lining segment (100) toward the back space (A5), and when a filler material (G) is filled into the back space (A5), it is mechanically engaged with the filler material (G) or embedded inside the filler material (G), and functions as a compressive force and shear force transmission part between the precast lining segment (100) and the filler material (G).

[0382] At this time, the compression shear support mechanism (500) may include a support plate (510), a compression shear transmission member (520), a fixing member (530), a guide member (540), and a spacing adjustment part (550).

[0383] The above support plate (510) is a plate-shaped member embedded or fixed inside the precast lining segment (100) and functions as a foundation support member that enables the compression shear transfer member (520) to be stably supported on the precast lining segment (100).

[0384] The above compression shear transfer member (520) may be formed as a rod-shaped member protruding from the support plate (510) toward the back space (A5), and when the filler material (G) is filled into the back space (A5), it is embedded inside the filler material (G) and functions as a load transfer member that suppresses relative displacement, lifting, or slipping between the precast lining segment (100) and the filler material (G).

[0385] The above fixing member (530) is configured to stably fix the support plate (510) to the inside of the precast lining segment (100) or to the formwork, and prevents the support plate (510) from being displaced by concrete pouring pressure or vibration during the manufacturing process of the precast lining segment (100).

[0386] The above guide member (540) is configured to guide the direction of movement of the compression shear transfer member (520), thereby enabling the compression shear transfer member (520) to stably penetrate the precast lining segment (100) or protrude outward.

[0387] The above spacing adjustment unit (550) is configured to adjust the protruding length of the compression shear transmission member (520), and allows the protruding length of the compression shear transmission member (520) to be adjusted on-site in correspondence with the spacing of the back space (A5) between the outer surface of the precast lining segment (100) and the excavation surface (A1).

[0388] Accordingly, the compression shear support mechanism (500) is not merely a member protruding from the precast lining segment (100), but partially corrects the gap of the back space (A5), acts as a temporary support before filling with the filler (G), and functions as a composite load-resisting member that transmits the compression and shear loads between the precast lining segment (100) and the filler (G) after filling and hardening with the filler (G).

[0389] At this time, the compression shear support mechanism (500) may be installed by embedding it in advance during the manufacturing stage of the precast lining segment (100), or it may be installed later on the outer surface after the manufacturing of the precast lining segment (100).

[0390] However, if the compression shear support mechanism (500) is installed in advance during the manufacturing stage of the precast lining segment (100), the amount of on-site work can be reduced and the installation position of the compression shear support mechanism (500) can be secured more precisely, so it is desirable.

[0391] Accordingly, both precast lining segments (100a, 100b) of the precast lining segment (100) equipped with the above compression shear support mechanism (500) are brought into the interior of the tunnel (A), and the upper ends (110) of both precast lining segments (100a, 100b) are connected to each other using an anchor fastener (200).

[0392] At this time, both precast lining segments (100a, 100b) can be arranged along the left and right side walls of the tunnel (A), respectively, and the tops (110) of each precast lining segment (100a, 100b) are arranged to face each other at the ceiling (A2) of the tunnel (A).

[0393] Additionally, the bottom (120) of each precast lining segment (100a, 100b) is positioned above the foundation hole (420) formed in the foundation connection part (A3) on both sides of the tunnel (A), but is not in direct contact with the upper surface of the foundation hole (420), and is arranged so that an extended connection space (A4) is formed between the bottom (120) and the foundation hole (420).

[0394] The above-mentioned extended connection space (A4) is a lower connection space for accommodating a position-adjustable connection device (300), and functions as a space in which a filling material (G) is filled together with the back space (A5) in a subsequent step.

[0395] In addition, during the process of bringing both precast lining segments (100a, 100b) into the interior of the tunnel (A) or installing them, the compression shear transmission member (520) of the compression shear support mechanism (500) can be maintained in a retracted state.

[0396] Accordingly, the compression shear transfer member (520) can be prevented from interfering with the excavation surface (A1), waterproof sheet (410), or surrounding structures, and the waterproof sheet (410) can be prevented from being compressed or damaged during the installation of the precast lining segment (100).

[0397] The above anchor fastener (200) can be installed in a fastening hole or a buried hole formed at the top (110) of both precast lining segments (100a, 100b), and by tensioning the two tops (110) together, the gap, sagging, or relative displacement at the ceiling (A2) of the tunnel (A) is suppressed.

[0398] At this time, since the upper portion (110) is formed with a cross-section that is expanded compared to the middle portion, it is possible to prevent the effective cross-section around the fastening portion from becoming insufficient even when an anchor fastening member (200) is installed.

[0399] Accordingly, both precast lining segments (100a, 100b) are connected to each other by an anchor fastener (200) at the top (110), and at the bottom (120), they can be connected to a foundation ball (420) through a position-adjustable connecting device (300) in a subsequent stage.

[0400] In addition, the bottom (120) of both precast lining segments (100a, 100b) is connected to the foundation (420) through a position-adjustable connecting device (300), and the installation position and back space (A5) of both precast lining segments (100a, 100b) are checked.

[0401] Specifically, an L-shaped connector (310) installed on the upper surface of the foundation (420) and a position-adjustable connector (320) installed on the lower surface (120) of the precast lining segment (100) are connected by a fastener (330).

[0402] The above position-adjustable connector (320) can be fastened to the bottom surface (120) of the precast lining segment (100), and the above L-shaped connector (310) can be fastened to the top surface of the foundation hole (420).

[0403] At this time, at least one of the L-shaped connector (310), the position-adjustable connector (320), and the fastener (330) may have a fastening hole (h) in the shape of an elongated hole.

[0404] Accordingly, by adjusting the fastening position of the fastening member (330) within the elongated fastening hole (h), the height, longitudinal dimension, height, and horizontal spacing of the lower ends (120) of both precast lining segments (100a, 100b) can be finely adjusted on-site.

[0405] That is, in the construction method of the present invention, the two precast lining segments (100a, 100b) are not simply placed on the foundation (420), but the lower end (120) is connected to the foundation (420) in a state where the manufacturing error, installation error, and construction error of the excavation surface (A1) are corrected using a position-adjustable connecting device (300).

[0406] Accordingly, both precast lining segments (100a, 100b) can be precisely adjusted to a position corresponding to the design internal airline of the tunnel (A), and the gap of the back space (A5) can also be secured to be suitable for filling with subsequent filler material (G).

[0407] The above back space (A5) is a filling space formed between the outer surface of both precast lining segments (100a, 100b) and the excavation surface (A1) or waterproof sheet (410).

[0408] At this time, it is preferable that the above-mentioned rear space (A5) be formed to be in communication with the expansion connection space (A4) formed in the base connection part (A3).

[0409] Accordingly, the filler material (G) can be continuously flowed and filled not only into the back space (A5) formed on the back side of both precast lining segments (100a, 100b), but also into the extended connection space (A4) formed between the bottom (120) and the foundation hole (420).

[0410] In addition, at this stage, it can be checked whether the compression shear support mechanism (500) directly penetrates the waterproof sheet (410) or is not locally compressed against the waterproof sheet (410).

[0411] That is, the above compression shear support mechanism (500) is not a member that is directly anchored to the excavation surface (A1) or waterproof sheet (410), but a member that is combined with the filling material (G) that is filled in the back space (A5) while installed in the precast lining segment (100).

[0412] Therefore, the compression shear support mechanism (500) can secure compression shear load transfer performance between the precast lining segment (100) and the filler (G) after filling and curing of the filler (G) without damaging the waterproof sheet (410).

[0413] In addition, the protruding length of the compression shear transmission member (520) is adjusted by operating the spacing adjustment part (550) of the compression shear support mechanism (500).

[0414] The above compression shear transfer member (520) can be moved outwardly by being guided by a guide member (540), and its protruding length can be adjusted in correspondence with the gap of the back space (A5) or the surface condition of the excavation surface (A1).

[0415] Accordingly, the compression shear transfer member (520) is positioned within the back space (A5) at the location where the filler material (G) is to be filled, and can support the arch or side wall portion of the precast lining segment (100) in an auxiliary manner until the filler material (G) is filled.

[0416] Additionally, by adjusting the protrusion length of the compression shear transfer member (520), local support points or load transfer sections can be formed in the middle section of the precast lining segment (100) even when the spacing of the back space (A5) is uneven due to surface irregularities, local protrusions, local depressions, or linear deviations of the excavation surface (A1).

[0417] That is, the compression shear support mechanism (500) functions as a temporary support means to support the intermediate position of the precast lining segment (100) before the filler (G) is filled, and after the filler (G) is filled and cured, it functions as a structural coupling means to transmit the compression load and shear load between the precast lining segment (100) and the filler (G).

[0418] Next, the back space (A5) and the extended connection space (A4) are filled with a filler material (G), and the filler material (G) is cured (S160).

[0419] The above filler material (G) may include concrete, grout, or mortar and may be poured or injected into the back space (A5) between the back surface of both precast lining segments (100a, 100b) and the excavation surface (A1) or waterproof sheet (410).

[0420] At this time, the filler material (G) flows along the back space (A5) and surrounds the periphery of the compression shear support mechanism (500) installed on both precast lining segments (100a, 100b).

[0421] Additionally, the filler material (G) also flows into the expanded connection space (A4) connected to the back space (A5), thereby filling the area around the bottom (120) of the precast lining segment (100), the position-adjustable connection device (300), and the foundation hole (420).

[0422] Accordingly, when the filler material (G) is cured, the back portion of the precast lining segment (100), the compression shear support mechanism (500), the position-adjustable connecting device (300), the foundation hole (420), and the support area on the excavation surface (A1) are interconnected to form an integrated support structure.

[0423] In particular, during the filling process of the filler material (G), the self-weight, flow pressure, and pouring pressure of the filler material (G) may act on the precast lining segment (100).

[0424] In this case, the upper (110) and lower (120) of the two precast lining segments (100a, 100b) are each supported by an anchor fastener (200) and a position-adjustable connecting device (300), but local deformation may occur in the arch or side wall portion between the upper (110) and lower (120) due to the pouring pressure of the filling material (G).

[0425] Accordingly, in the present invention, the compression shear support mechanism (500) installed in the precast lining segment (100) is engaged with the filler (G) or embedded inside the filler (G), thereby dispersing the compressive force and shear force generated by the pouring pressure of the filler (G).

[0426] That is, the compression shear support mechanism (500) prevents the filler (G) from simply pushing against the outer surface of the precast lining segment (100) and forms a mechanical catch and load transfer path between the filler (G) and the precast lining segment (100).

[0427] Accordingly, during the filling process of the filler material (G), the arch portion or side wall portion of the precast lining segment (100) can be prevented from being pushed toward the tunnel interior or locally deformed.

[0428] Additionally, the compression shear support mechanism (500) acts as a medium to structurally combine the precast lining segment (100) and the hardened filler (G) after the filler (G) has hardened.

[0429] Therefore, relative displacement, lifting, slipping, or lack of shear resistance between the precast lining segment (100) and the filler (G) can be prevented, and the structural integrity of the precast lining structure formed along the inner surface of the tunnel (A) can be improved.

[0430] At this time, the filler material (G) may be filled sequentially from the bottom to the top of the back space (A5), or may be injected stepwise at multiple locations depending on the shape of the back space (A5), the fluidity of the filler material (G), and the site construction conditions.

[0431] By filling the filler material (G) in stages in this way, the excessive concentration of the pouring pressure of the filler material (G) at a specific location can be mitigated, and the filler material (G) can be made to flow uniformly around the area where the compression shear support mechanism (500) is installed.

[0432] Additionally, during the filling process, the internal lines of both precast lining segments (100a, 100b), the fastening state of the upper part (110), the fastening state of the position-adjustable connecting device (300) of the lower part (120), the protruding state of the compression shear support mechanism (500), and the filling state around the compression shear support mechanism (500) can be checked.

[0433] Accordingly, even if displacement occurs in both precast lining segments (100a, 100b) due to the pouring pressure of the filler (G), deformation during construction can be controlled by adjusting the fastening state of the position-adjustable connecting device (300), the protruding length of the compression shear transfer member (520), or the amount of filler (G) injected.

[0434] When the above filler (G) is cured, the back sides of both precast lining segments (100a, 100b) are supported by the hardened filler (G), and the filler (G) functions as a load transfer layer between the excavation surface (A1) or shotcrete surface and the precast lining segment (100).

[0435] Additionally, the filling material (G) filled in the expansion connection space (A4) wraps around the bottom (120) of the precast lining segment (100), the position-adjustable connecting device (300), and the foundation ball (420), thereby forming a bottom support structure.

[0436] At this time, the compression shear support mechanism (500) is embedded in the hardened filler (G) or mechanically engaged with the filler (G), thereby securing shear resistance and compression support performance between the outer surface of the precast lining segment (100) and the filler (G).

[0437] Accordingly, after the filling material (G) is cured, the precast lining segment (100), the compression shear support mechanism (500), the filling material (G), the position-adjustable connecting device (300), the foundation (420), and the excavation surface (A1) can be interconnected to form a tunnel lining structure.

[0438] Ultimately, according to the tunnel construction method of the present invention, even if there is a construction error or linear deviation of the excavation surface (A1), the installation position of both precast lining segments (100a, 100b) can be corrected on-site through the position-adjustable connecting device (300).

[0439] In addition, by installing both precast lining segments (100a, 100b) spaced apart from the waterproof sheet (410) and accommodating the position-adjustable connecting device (300) in the expanded connecting space (A4), tearing, puncture, or breakage of the waterproof sheet (410) can be prevented.

[0440] In addition, during the process of filling the back space (A5) with the filler material (G), the compression shear support mechanism (500) is combined with the filler material (G) to disperse the compressive force and shear force, thereby suppressing local deformation, lifting, slipping, or excessive moment generation of the precast lining segment (100) caused by the pouring pressure of the filler material (G).

[0441] Furthermore, after the filler (G) hardens, the compression shear support mechanism (500) functions as a mediating part that structurally combines the precast lining segment (100) and the filler (G), thereby improving the integrated load transfer performance between the precast lining segment (100), the filler (G), and the excavation surface (A1).

[0442] Accordingly, the present invention can provide a tunnel construction method that can simultaneously secure the design internal airflow and structural stability of the tunnel (A) by stably supporting the upper (110), lower (120), and middle sections of the precast lining segment (100) through an anchor fastener (200), a position-adjustable connecting device (300), and a compression shear support mechanism (500), respectively, while filling and curing a filling material (G) in the back space (A5) and the expanded connecting space (A4).

[0443] The foregoing description of the present invention is for illustrative purposes only, and those skilled in the art will understand that other specific forms can be easily modified without altering the technical spirit or essential features of the present invention. Therefore, the embodiments described above should be understood as illustrative in all respects and not restrictive. For example, each component described as a single unit may be implemented in a distributed manner, and components described as distributed may likewise be implemented in a combined form.

[0444] The scope of the present invention is defined by the claims set forth below rather than by the detailed description above, and all modifications or variations derived from the meaning and scope of the claims and equivalent concepts thereof should be interpreted as being included within the scope of the present invention. Explanation of the symbols

[0445] 100: Precast lining segment 100a: One-sided precast lining segment 100b: Other side precast lining segment 110: Top (Precast Lining Segment) 120: Bottom (Precast Lining Segment) 200: Anchor fastener 210: Anchor member 220: Fastening member 300: Position-adjustable connector 310: L-shaped connector 311: Horizontal section 312: Vertical section 320: Adjustable connector 321: Horizontal section 322: Vertical section 323: Side connection plate 330: Fastener 410: Waterproof sheet 420: Foundation work 500: Compression shear support mechanism 510: Support plate 520: Compression shear transfer member 530: Fixed member 540: Guide member 550: Spacing adjustment unit A1: Excavation surface A2: Ceiling A3: Foundation connection part A4: Extension connection space A5: Back space G: Filler material

Claims

Claim 1 It includes a compression shear support mechanism (500) that is installed between the upper (110) and lower (120) of a precast lining segment (100) and is formed to resist deformation of the precast lining segment (100) caused by pouring pressure and shear load caused by a filling material (G) filled in the back space (A5), wherein the compression shear support mechanism (500) comprises a compression shear transmission member (520) that penetrates the precast lining segment (100) and protrudes toward the back space (A5), and is arranged to be inserted or embedded inside the filling material (G) filled in the back space (A5);and includes a spacing adjustment unit (550) that adjusts the spacing so that the compression shear transmission member (520) is positioned between the precast lining segment (100) and the waterproof sheet (410) by adjusting the protruding length of the compression shear transmission member (520). The precast lining segment (100) includes two precast lining segments (100a, 100b) whose upper ends (110) are connected to each other by an anchor fastener (200) at the ceiling portion (A2) of the tunnel (A). A position-adjustable connecting device (300) is installed such that the two precast lining segments (100a, 100b) are assembled and installed between the ceiling portion (A2) of the tunnel (A) and two foundation holes (420). The position-adjustable connecting device (300) is installed such that the two precast lining segments are attached to the vertical portion (312) of an L-shaped connector (310) installed on the upper surface of the two foundation holes (420). The vertical portion (322) of a position-adjustable connector (320) installed on the bottom surface of each segment (100a, 100b) is connected using a fastener (330), wherein the position-adjustable connector (320) is a segment-side connecting member installed on the bottom surface (120) of both precast lining segments (100a, 100b), and is formed as an L-shaped body portion including a horizontal portion (321) and a vertical portion (322), and a side connecting plate (323) for horizontal connection of both precast lining segments (100a, 100b) is integrally formed on one side of the L-shaped body portion, and the horizontal portion (321) is fixed to the bottom surface (120) of both precast lining segments (100a, 100b) by the fastener (330), and the vertical portion (322) is connected to the vertical portion (312) of the L-shaped connector (310) A precast lining segment having a compression shear support mechanism connected by a fastener (330). Claim 2 A precast lining segment having a compression shear support mechanism, wherein, in claim 1, the compression shear transmission member (520) comprises: an expansion head portion (521) formed at one end facing the waterproof sheet (410); and a bolt portion (522) extending from the expansion head portion (521) toward the inner direction of the precast lining segment (100); wherein the expansion head portion (521) is formed such that it is positioned on the waterproof sheet (410) side while the compression shear transmission member (520) protrudes toward the back space (A5), thereby suppressing local damage to the waterproof sheet (410) even when the compression shear transmission member (520) comes into contact with or approaches the waterproof sheet (410). Claim 3 A precast lining segment having a compression shear support mechanism, characterized in that, in paragraph 2, the expansion head portion (521) is formed to have a width or diameter greater than the diameter of the bolt portion (522), and the surface of the expansion head portion (521) facing the waterproof sheet (410) is formed as a flat surface, a curved surface, or a cushioning surface to disperse the contact pressure acting on the waterproof sheet (410). Claim 4 A precast lining segment having a compression shear support mechanism, wherein, in paragraph 2, the compression shear support mechanism (500) further comprises a guide member (540) into which a bolt portion (522) is inserted and which is positioned to penetrate the precast lining segment (100), and the guide member (540) is formed to guide the direction of movement of the bolt portion (522) so that the compression shear transmission member (520) moves in an outer or inner direction of the precast lining segment (100). Claim 5 A precast lining segment having a compression shear support mechanism, wherein the spacing adjustment part (550) includes a screw portion formed on the inner surface of the guide member (540), the bolt portion (522) is formed to be screw-fastened to the spacing adjustment part (550), and the end of the bolt portion (522) is positioned to be exposed to the inner surface of the precast lining segment (100), so that the protruding length of the compression shear transmission member (520) is adjusted by a worker rotating the bolt portion (522) on the inner side of the precast lining segment (100). Claim 6 A precast lining segment having a compression shear support mechanism, characterized in that, in claim 4, the guide member (540) is formed as a cylindrical sleeve or tubular member and is installed embedded along the thickness direction of the precast lining segment (100) to prevent the compression shear transmission member (520) from moving while in direct friction with the concrete of the precast lining segment (100). Claim 7 A precast lining segment having a compression shear support mechanism, wherein, in claim 1, the compression shear support mechanism (500) further comprises a support plate (510) embedded or fixed inside the precast lining segment (100), and the support plate (510) is formed to distribute the load transmitted through the compression shear transmission member (520) to the internal concrete of the precast lining segment (100) while the compression shear transmission member (520) protrudes toward the rear space (A5). Claim 8 A precast lining segment having a compression shear support mechanism, wherein, in claim 1, an expansion connection space (A4) is formed between the bottom (120) of both precast lining segments (100a, 100b) and the foundation (420) to accommodate the position-adjustable connecting device (300), and the expansion connection space (A4) is connected to a back space (A5) formed on the back side of both precast lining segments (100a, 100b), so that a filling material (G) poured into the back space (A5) is continuously flowed into and filled up to the expansion connection space (A4), and the position-adjustable connecting device (300) is formed to be embedded by the filling material (G) while accommodated in the expansion connection space (A4). Claim 9 In claim 8, the position-adjustable connecting device (300) is a precast lining segment having a compression shear support mechanism that adjusts the connection height of the vertical portion (322) of the position-adjustable connecting member (320) by adjusting the connection position of the connecting member (330) in the up and down direction, so that the lower portion (120) of both precast lining segments (100a, 100b) is connected to the foundation hole (420) in a height-adjusted state. Claim 10 A tunnel lining construction method using a precast lining segment (100) equipped with a compression shear support mechanism (500) according to claim 1, comprising: (a) placing two precast lining segments (100a, 100b) equipped with the compression shear support mechanism (500) inside a tunnel (A); (b) fixing the lower ends (120) of the two precast lining segments (100a, 100b) in a position adjusted with respect to a foundation hole (420); and (c) connecting the upper ends (110) of the two precast lining segments (100a, 100b) to each other using an anchor fastener (200). (d) a step of adjusting the spacing so that the compression shear transmission member (520) of the compression shear support mechanism (500) is positioned in the back space (A5) between the precast lining segment (100) and the waterproof sheet (410) by rotating the compression shear transmission member (520) of the compression shear support mechanism (500) inside the precast lining segment (100) to adjust the protruding length of the compression shear transmission member (520); and (e) a step of filling the back space (A5) formed between the outer surface of both precast lining segments (100a, 100b) and the waterproof sheet (410) with a filling material (G) so that the compression shear transmission member (520) is inserted or embedded inside the filling material (G); a tunnel lining construction method using a precast lining segment equipped with a compression shear support mechanism.

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