CN204677212U - A kind of structure reducing tunnel lining structure internal force - Google Patents
A kind of structure reducing tunnel lining structure internal force Download PDFInfo
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- CN204677212U CN204677212U CN201520386287.6U CN201520386287U CN204677212U CN 204677212 U CN204677212 U CN 204677212U CN 201520386287 U CN201520386287 U CN 201520386287U CN 204677212 U CN204677212 U CN 204677212U
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Abstract
The utility model provides a kind of structure reducing tunnel lining structure internal force, this structure comprises both sides base tunnel preliminary bracing, arch preliminary bracing, arch two serves as a contrast, face upward portion two lining, inverted arch preliminary bracing and inverted arch backfill, the sidewall that both sides base tunnel preliminary bracing contacts with country rock is evenly provided with ductule respectively, the inside sidewalls that both sides base tunnel preliminary bracing contacts with country rock is respectively equipped with thick side wall lining, pre-embedded steel slab and anchor bar is embedded with respectively in the part that the thick side wall lining in both sides is connected with arch preliminary bracing, pre-embedded steel slab is connected with anchor bar, the end face at the steel plate two ends of arch bow member is fixed with billet respectively, two billet respectively with two pre-embedded steel slabs are connected.This structure structure is simple, easy construction, efficiently solves the excessive and ground settlement of tunnel (especially large cross-section tunnel) Internal force of support structure under complex geological condition and is out of shape large problem.
Description
Technical field
The utility model relates to tunnel excavation support technical field, be specifically related to a kind of structure reducing tunnel lining structure internal force, relate to a kind of construction method reducing the structure of tunnel lining structure internal force simultaneously, be applicable to that tunnel (especially large cross-section tunnel) overlying burden under complex geological condition is large, stratum settlement controls strict tunnel support design.
Background technology
In the last few years, along with the high speed development of highway in China, railway and urban construction, the big cross section under various complex geological condition, large section tunnel construction get more and more.Because span is large, rise-span ratio is little, the country rock loose load height of large section tunnel is very high, pressure from surrounding rock is very large, and then cause supporting and protection structure arch positive bending moment, arch springing hogging moment and Vault settlement displacement all very large, therefore, for the focus that the sectional form of large section tunnel and supporting parameter are all engineering circles research all the time, and achieve certain achievement.Though the construction of these achievements in research to similar engineering provides valuable reference and reference, but its research emphasis focuses mostly at the thin portion optimizing research of section flat ratio, supporting parameter etc., its lining cutting pattern is still based on traditional conventional composite lining be made up of preliminary bracing and secondary lining, fail effectively to solve the huge problem of Lining Internal Force, still need to resist by superpower preliminary bracing and secondary lining the safety that the loose load of country rock and deformation pressure ensure structure.
Utility model content
For solving above-mentioned prior art Problems existing, the utility model provides a kind of structure reducing tunnel lining structure internal force, this structure structure is simple, easy construction, efficiently solves the excessive and ground settlement of tunnel (especially large cross-section tunnel) Internal force of support structure under complex geological condition and is out of shape large problem.
Realizing the technical scheme that the utility model above-mentioned purpose adopts is:
A kind of structure reducing tunnel lining structure internal force, at least comprise base tunnel preliminary bracing, thick side wall lining, arch preliminary bracing, arch two serves as a contrast, inverted arch two serves as a contrast, inverted arch preliminary bracing and inverted arch backfill, arch preliminary bracing at least comprises arch bow member, arch preliminary bracing is evenly distributed with anchor pole, base tunnel preliminary bracing comprises left side base tunnel preliminary bracing and right side base tunnel preliminary bracing, it is characterized in that: the sidewall that left side base tunnel preliminary bracing and right side base tunnel preliminary bracing contact with country rock is evenly provided with ductule respectively, the inside sidewalls that left side base tunnel preliminary bracing contacts with country rock is provided with the thick side wall lining in left side, the inside sidewalls that right side base tunnel preliminary bracing contacts with country rock is provided with the thick side wall lining in right side, the first pre-embedded steel slab and the first anchor bar is embedded with in the part that the thick side wall lining in left side is connected with arch preliminary bracing, first anchor bar has two at least, each first anchor bar is vertically fixed on a side of the first pre-embedded steel slab, the second pre-embedded steel slab and the second anchor bar is embedded with in the part that the thick side wall lining in right side is connected with arch preliminary bracing, second anchor bar has two at least, each second anchor bar is vertically fixed on a side of the second pre-embedded steel slab, the end face at the steel plate two ends of arch bow member is fixed with respectively the first billet and the second billet, first billet is connected with the another side of the first pre-embedded steel slab, second billet is connected with the another side of the second pre-embedded steel slab.
First billet and the first pre-embedded steel slab are bolted, and the second billet and the second pre-embedded steel slab are bolted.
First billet and the welding of the first pre-embedded steel slab, first pre-embedded steel slab is connected with the first angle steel, first angle steel and the first pre-embedded steel slab are bolted, the sidewall close contact that first angle steel and the adjacent arch two of the first billet serve as a contrast, second billet and the welding of the second pre-embedded steel slab, second pre-embedded steel slab is connected with the second angle steel, the second angle steel and the second pre-embedded steel slab are bolted, the sidewall close contact that the second angle steel and the adjacent arch two of the second billet serve as a contrast.
First anchor bar and the second anchor bar are 2, the first all anchor bars and the second anchor bar all U-shaped, two the first anchor bars are individually fixed on the relative side of the first pre-embedded steel slab side, and the by-level partial fixing of two the first anchor bars is on the first pre-embedded steel slab, two the second anchor bars are individually fixed on the relative side of the second pre-embedded steel slab side, and the by-level partial fixing of two the second anchor bars is on the second pre-embedded steel slab.
The thick side wall lining in left side and arch two serve as a contrast, inverted arch two serves as a contrast in the part connected and is embedded with the first connecting reinforcement respectively, 3rd connecting reinforcement, one end of first connecting reinforcement and the 3rd connecting reinforcement lays respectively at outside the thick side wall lining in left side, and the part that the first connecting reinforcement is arranged in outside the thick side wall lining in left side is connected with the main muscle that arch two serves as a contrast, the 3rd connecting reinforcement part be arranged in outside the thick side wall lining in left side is imbedded inverted arch two and is served as a contrast, the thick side wall lining in right side and arch two serve as a contrast, inverted arch two serves as a contrast in the part connected and is embedded with the second connecting reinforcement respectively, 4th connecting reinforcement, one end of second connecting reinforcement and the 4th connecting reinforcement lays respectively at outside the thick side wall lining in right side, and the part that the second connecting reinforcement is arranged in outside the thick side wall lining in right side is connected with the main muscle that arch two serves as a contrast, the 4th connecting reinforcement part be arranged in outside the thick side wall lining in right side is imbedded inverted arch two and is served as a contrast.
Compared with prior art, its beneficial effect and advantage are the utility model:
1, in this structure, utilize grouting with small pipe to improve the mechanical characteristic of country rock, and utilize the thick side wall lining of the huge rigidity of the thick side wall lining in both sides and both sides and arch bow member, arch two serve as a contrast, inverted arch two serves as a contrast special connected mode, control the horizontal distortion of this structure well, thus greatly reduce the internal force of this structure.
2, in this structure, arch preliminary bracing, arch two serve as a contrast equal frame and stand on the thick side wall lining in both sides, and the foundation bed that thick side wall lining expands and ground have had larger contact area, reduce foundation stress, thus reduce ground settlement deflection.
3, this structural internal force significantly reduces, and its security reliability increases substantially, and its supporting intensity can significantly weaken, and test shows, new departure of the present utility model comparatively conventional composite formula lining scheme arch moment of flexure reduces about 80%, and inverted arch axle power reduces about 90%.
4, this structure is applied widely, no matter be the tunnel (especially large cross-section tunnel) under complex geological condition, or the conventional tunnel strict to settlement Control, all can reduce the stress of its liner structure well, the situation reducing ground settlement distortion occurs.
In a word, this structure and construction method are simple, easy construction, efficiently solve the excessive and ground settlement of tunnel (especially large cross-section tunnel) Internal force of support structure under complex geological condition and are out of shape large problem.
Accompanying drawing explanation
The structural representation of the reduction tunnel lining structure internal force that Fig. 1 provides for the utility model.
Fig. 2 is the partial sectional view of the structure in Fig. 1 described in A employing embodiment 1.
Fig. 3 is the top view of Fig. 2.
Fig. 4 is the left view of Fig. 2.
Fig. 5 is the partial sectional view of the structure in Fig. 1 described in A employing embodiment 2.
Fig. 6 is the top view of Fig. 5.
Fig. 7 is the left view of Fig. 5.
Fig. 8 is the sectional view of the thick side wall lining in right side.
The Comparative result figure of the structure of the reduction tunnel lining structure internal force that Fig. 9 provides for the utility model and the calculation of Bending Moment of traditional composite lining structure.
The Comparative result figure of the structure of the reduction tunnel lining structure internal force that Figure 10 provides for the utility model and the shear force calculation of traditional composite lining structure.
The Comparative result figure of the structure of the reduction tunnel lining structure internal force that Figure 11 provides for the utility model and the strength of the axle is calculated of traditional composite lining structure.
Wherein, thick side wall lining on the right side of 1-base tunnel preliminary bracing, 2-ductule, 3-, the preliminary bracing of 4-arch, 5-anchor pole, 6-arch two serve as a contrast, the preliminary bracing of 7-inverted arch, 8-inverted arch two serve as a contrast, the backfill of 9-inverted arch, 10-bow member, 11-second billet, 12-second pre-embedded steel slab, 13-second anchor bar, 14-second angle steel, 15-bolt, 16-the 4th connecting reinforcement, 17-second connecting reinforcement.
Detailed description of the invention
Be described in detail below in conjunction with the structure of accompanying drawing to the reduction tunnel lining structure internal force that the utility model provides.
Embodiment 1
As shown in Figure 1, this structure at least comprises base tunnel preliminary bracing 1, arch preliminary bracing 4, inverted arch preliminary bracing 7, arch two serve as a contrast 6, face upward portion two serves as a contrast 8 and inverted arch backfill 9 to the structure of the reduction tunnel lining structure internal force that the present embodiment provides.Arch preliminary bracing at least comprises arch bow member 10, arch preliminary bracing is evenly distributed with anchor pole 5.Base tunnel preliminary bracing 1 comprises left side base tunnel preliminary bracing and right side base tunnel preliminary bracing.The sidewall that left side base tunnel preliminary bracing and right side base tunnel preliminary bracing contact with country rock is evenly provided with ductule 2 respectively.The inside sidewalls that left side base tunnel preliminary bracing contacts with country rock is provided with the thick side wall lining in left side, the inside sidewalls that right side base tunnel preliminary bracing contacts with country rock is provided with the thick side wall lining 3 in right side, the first pre-embedded steel slab and the first anchor bar is embedded with in the part that the thick side wall lining in left side is connected with arch preliminary bracing, first anchor bar has two at least, each first anchor bar is vertically fixed on a side of the first pre-embedded steel slab, the second pre-embedded steel slab 12 and the second anchor bar is embedded with in the part that the thick side wall lining 3 in right side is connected with arch preliminary bracing 3, second anchor bar 13 has two at least, each second anchor bar is vertically fixed on a side of the second pre-embedded steel slab 12.In the present embodiment, first anchor bar and the second anchor bar 13 are 2, the first all anchor bars and the second anchor bar 13 all U-shaped, two the first anchor bars are individually fixed on the relative side of the first pre-embedded steel slab side, and the by-level partial fixing of two the first anchor bars is on the first pre-embedded steel slab, two the second anchor bars 13 are individually fixed on the relative side of the second pre-embedded steel slab 12 side, and the by-level partial fixing of two the second anchor bars 13 is on the second pre-embedded steel slab 12.
The end face at the steel plate two ends of arch bow member is fixed with respectively the first billet and the second billet 11.When tunnel is straight tunnel, construction precision is easy to control, and the first billet is connected by bolt 15 with the first pre-embedded steel slab, and the second billet and the second pre-embedded steel slab are bolted, and bolt should adopt high-strength bolt.
The thick side wall lining in left side and arch two serve as a contrast 6, inverted arch two serves as a contrast in the part of 8 connections and is embedded with the first connecting reinforcement respectively, 3rd connecting reinforcement, one end of first connecting reinforcement and the 3rd connecting reinforcement lays respectively at outside the thick side wall lining in left side, and the part that the first connecting reinforcement is arranged in outside the thick side wall lining in left side is connected with the main muscle that arch two serves as a contrast, the 3rd connecting reinforcement part be arranged in outside the thick side wall lining in left side is imbedded inverted arch two and is served as a contrast, the thick side wall lining 3 in right side serves as a contrast 6 with arch two, inverted arch two serves as a contrast in the part of 8 connections and is embedded with the second connecting reinforcement 17 respectively, 4th connecting reinforcement 16, one end of second connecting reinforcement 17 and the 4th connecting reinforcement 16 lays respectively at outside the thick side wall lining 3 in right side, and the part that the second connecting reinforcement 17 is arranged in outside the thick side wall lining 3 in right side is connected with the main muscle that arch two serves as a contrast 6, 4th connecting reinforcement 16 part be arranged in outside the thick side wall lining 3 in right side is imbedded inverted arch two and is served as a contrast 8.
Embodiment 2
As shown in Figure 1, this structure at least comprises base tunnel preliminary bracing 1, arch preliminary bracing 4, inverted arch preliminary bracing 7, arch two serve as a contrast 6, face upward portion two serves as a contrast 8 and inverted arch backfill 9 to the structure of the structure of the reduction tunnel lining structure internal force that the present embodiment provides.Arch preliminary bracing at least comprises arch bow member 10, arch preliminary bracing is evenly distributed with anchor pole 5.Base tunnel preliminary bracing 1 comprises left side base tunnel preliminary bracing and right side base tunnel preliminary bracing.The sidewall that left side base tunnel preliminary bracing and right side base tunnel preliminary bracing contact with country rock is evenly provided with ductule 2 respectively.The inside sidewalls that left side base tunnel preliminary bracing contacts with country rock is provided with the thick side wall lining in left side, the inside sidewalls that right side base tunnel preliminary bracing contacts with country rock is provided with the thick side wall lining 3 in right side, the first pre-embedded steel slab and the first anchor bar is embedded with in the part that the thick side wall lining in left side is connected with arch preliminary bracing, first anchor bar has two at least, each first anchor bar is vertically fixed on a side of the first pre-embedded steel slab, the second pre-embedded steel slab 12 and the second anchor bar is embedded with in the part that the thick side wall lining 3 in right side is connected with arch preliminary bracing 3, second anchor bar has two at least, each second anchor bar 13 is vertically fixed on a side of the second pre-embedded steel slab 12.In the present embodiment, first anchor bar and the second anchor bar 13 are 2, the first all anchor bars and the second anchor bar 13 all U-shaped, two the first anchor bars are individually fixed on the relative side of the first pre-embedded steel slab side, and the by-level partial fixing of two the first anchor bars is on the first pre-embedded steel slab, two the second anchor bars 13 are individually fixed on the relative side of the second pre-embedded steel slab 12 side, and the by-level partial fixing of two the second anchor bars 13 is on the second pre-embedded steel slab 12.
The end face at each steel plate two ends of arch bow member is fixed with respectively the first billet and the second billet 11.When tunnel is curved tunnels, construction precision is wayward, first billet and the welding of the first pre-embedded steel slab, first pre-embedded steel slab is welded with the first angle steel, the sidewall close contact that first angle steel and the adjacent arch two of the first billet serve as a contrast, second billet and the welding of the second pre-embedded steel slab, the second pre-embedded steel slab is welded with the second angle steel, the sidewall close contact that the second angle steel and the adjacent arch two of the second billet serve as a contrast.Consider that tunnel is curved tunnel, especially easement curve tunnel, the first pre-embedded steel slab in the thick side wall lining in left side is different from the second pre-embedded steel slab spacing in the thick side wall lining in right side, and be constantly change in the vertical, if billet and pre-embedded steel slab with bolts, the bolt position precision of then in thick side wall lining construction, pre-embedded steel slab adhering to is difficult to ensure, therefore billet and pre-embedded steel slab adopt and be welded to connect.Pre-embedded steel slab serves as a contrast side near arch two and arranges angle steel, is the shearing resistance needs in order to meet between arch preliminary bracing and thick side wall lining.
The thick side wall lining in left side and arch two serve as a contrast 6, inverted arch two serves as a contrast in the part of 8 connections and is embedded with the first connecting reinforcement respectively, 3rd connecting reinforcement, one end of first connecting reinforcement and the 3rd connecting reinforcement lays respectively at outside the thick side wall lining in left side, and the part that the first connecting reinforcement is arranged in outside the thick side wall lining in left side is connected with the main muscle that arch two serves as a contrast, the 3rd connecting reinforcement part be arranged in outside the thick side wall lining in left side is imbedded inverted arch two and is served as a contrast, the thick side wall lining 3 in right side serves as a contrast 6 with arch two, inverted arch two serves as a contrast in the part of 8 connections and is embedded with the second connecting reinforcement 17 respectively, 4th connecting reinforcement 16, one end of second connecting reinforcement 17 and the 4th connecting reinforcement 16 lays respectively at outside the thick side wall lining 3 in right side, and the part that the second connecting reinforcement 17 is arranged in outside the thick side wall lining 3 in right side is connected with the main muscle that arch two serves as a contrast 6, 4th connecting reinforcement 16 part be arranged in outside the thick side wall lining 3 in right side is imbedded inverted arch two and is served as a contrast 8.
The internal force of the structure of the reduction tunnel lining structure internal force that the present embodiment provides calculates
Be designed to example with certain Class II highway tunnel construction sections, this tunnel construction sections is designed to single-hole with four lanes large section, the wide 17.0m of gauge, high 5.0m, tunnel Internal periphery clear span 17.85m, clear height 10.78m.Tunnel portal is the residual slide rock gravelly soil of Quaternary system Holocene series, and Grades of Surrounding Rock is V grade.
Calculate load: adopt structure-Load Model to carry out force analysis to preliminary bracing.
Country rock calculating parameter is as shown in table 1:
Table 1 country rock calculating parameter
Pressure from surrounding rock calculates according to the regulation of " highway tunnel design details " (JTG/T D70-2010), and arch effect has vertical uniform pressure from surrounding rock, and thickness of earth covering is pressed 10m and calculated, and abutment wall effect has horizontal pressure force.The vertical uniform pressure from surrounding rock 185kPa in arch as calculated, the horizontal pressure force intensity at vault place is 35.817kPa, and the horizontal pressure force intensity bottom abutment wall is 60.048kPa.
The supporting parameter of liner structure of the present utility model and traditional composite lining structure is as shown in table 2:
The supporting parameter of table 2 liner structure of the present utility model and traditional composite lining structure
Design condition:
Because section is larger, adoptable construction method is more, for avoiding different working procedure, different phase on the impact of result of calculation, calculating is chosen worst structural stress state and is calculated, namely inner temporary support is all removed, before secondary lining does not perform, now preliminary bracing bears 40% of pressure from surrounding rock.
Result of calculation:
Liner structure of the present utility model and traditional composite lining one exemplary position preliminary bracing internal force result of calculation are as shown in Fig. 9-11, as can be seen from Figure 9, compared with traditional composite lining, the moment of flexure of liner structure of the present utility model at vault place reduces 82.65%, moment of flexure at spandrel place reduces 87.23%, moment of flexure at arch springing place reduces 100%, is reduced to 85.71% in the moment of flexure at inverted arch place; As can be seen from Figure 10, compared with traditional composite lining, the shearing of liner structure of the present utility model at vault place reduces 62.19%, and the moment of flexure at spandrel place reduces 84.33%, moment of flexure at arch springing place reduces 81.23%, is reduced to 15.10% in the moment of flexure at inverted arch place; As can be seen from Figure 11, compared with traditional composite lining, the axle power of liner structure of the present utility model at vault place reduces 20.53%, and the moment of flexure at spandrel place reduces 29.40%, moment of flexure at arch springing place reduces 28.03%, is reduced to 99.08% in the moment of flexure at inverted arch place.As can be seen here, compared with traditional composite lining, the internal force of liner structure of the present utility model significantly reduces.
The construction method of the structure of the reduction tunnel lining structure internal force that the utility model provides is as follows:
1) tunneling both sides base tunnel, performs left side base tunnel preliminary bracing and right side base tunnel preliminary bracing.The sidewall that left side base tunnel preliminary bracing and right side base tunnel preliminary bracing contact with country rock evenly performs ductule respectively, then by both sides ductule, wall rock grouting is reinforced.Ductule should adopt the seamless steel floral tube that diameter is 30-50mm, length is 25-400mm.Injecting paste material can adopt cement list liquid to starch according to geological condition, cement-sodium silicate double liquid etc., and the selecting of injecting paste material, proportioning and grouting pressure should be determined through test.
2) inside sidewalls contacted with country rock in left side base tunnel preliminary bracing performs the thick side wall lining in left side, and the inside sidewalls contacted with country rock in right side base tunnel preliminary bracing performs the thick side wall lining in right side.While performing the thick side wall lining in left side, pre-buried first pre-embedded steel slab and the first anchor bar in the part be first connected with arch preliminary bracing at the thick side wall lining in left side, serve as a contrast with arch two at the thick side wall lining in left side again, inverted arch two to serve as a contrast in the part be connected pre-buried first connecting reinforcement, the 3rd connecting reinforcement respectively, one end of the first connecting reinforcement and the 3rd connecting reinforcement is positioned at outside the thick side wall lining in left side.While the thick side wall lining in right side, pre-buried second pre-embedded steel slab and the second anchor bar in the part be first connected with arch preliminary bracing at the thick side wall lining in right side, serve as a contrast with arch two at the thick side wall lining in right side again, inverted arch two to serve as a contrast in the part be connected pre-buried second connecting reinforcement, the 4th connecting reinforcement respectively, one end of the second connecting reinforcement and the 4th connecting reinforcement is positioned at outside the thick side wall lining in right side.In the present embodiment, the first anchor bar and the second anchor bar have two.The first all anchor bars and the second anchor bar all select U-shaped anchor bar, the by-level part of two the first anchor bars is welded on respectively on the relative side of the first pre-embedded steel slab side, the by-level part of two the second anchor bars is welded on respectively on the relative side of the second pre-embedded steel slab side, make two the first anchor bars all perpendicular to the first pre-embedded steel slab, two the second anchor bars are perpendicular to the second pre-embedded steel slab.
The thick side wall lining in both sides adopts concrete or reinforced concrete structure.Pre-embedded steel slab and anchor bar should be good in factory process in advance, thus ensure the accuracy of pre-buried position.
3) excavate the arch soil body, perform arch preliminary bracing and anchor pole, then on the end face of bow member two ends, arch, weld the first billet and the second billet respectively.Step 3) in, when tunnel is straight tunnel, the first billet and the first pre-embedded steel slab are bolted, and the second billet and the second pre-embedded steel slab are bolted; When tunnel is curved tunnel, first billet is welded on the first pre-embedded steel slab, then the first angle steel is bolted on the first pre-embedded steel slab, the sidewall close contact that first angle steel and the adjacent arch two of the first billet serve as a contrast, again the second billet is welded on the second pre-embedded steel slab, then the second angle steel is bolted on the second pre-embedded steel slab, the sidewall close contact that the second angle steel and the adjacent arch two of the second billet serve as a contrast.
4) arch two lining is performed, while performing arch two lining, the part be arranged in by first connecting reinforcement outside the thick side wall lining in left side is connected with the main muscle that arch two serves as a contrast, and the part that the second connecting reinforcement is arranged in outside the thick side wall lining in right side is connected with the main muscle that arch two serves as a contrast.
Arch preliminary bracing and both sides base tunnel preliminary bracing comprise bow member, connector, sprayed mortar and steel mesh reinforcement, bow member should adopt the shaped steel arch or steel grating that initial stage rigidity is large, bow member should be processed outside hole, try spelling, sprayed mortar should be early strong, rapid-hardening, steel mesh reinforcement material should adopt Q235 steel, bar diameter 6-12mm, size of mesh opening 150-200mm; Angle steel should adopt unequal angle, and should hold bolt hole successfully in advance, and aperture should 2mm larger than the diameter of bolt, to be connected and the laying of bow member to facilitate with the bolt of pre-embedded steel slab 12.
5) under the protection of arch two lining, the excavation bottom soil body, performs inverted arch preliminary bracing, inverted arch two serves as a contrast and inverted arch backfills.While performing inverted arch two lining, the part be arranged in by the 3rd connecting reinforcement outside the thick side wall lining in left side is imbedded inverted arch two and is served as a contrast, and the 4th connecting reinforcement part be arranged in outside the thick side wall lining in right side imbeds inverted arch two lining.
Arch two serves as a contrast and inverted arch two serves as a contrast employing reinforced concrete structure.Inverted arch backfill adopts sheet stone concrete or concrete, and label is not less than C15.
Claims (5)
1. one kind reduces the structure of tunnel lining structure internal force, at least comprise base tunnel preliminary bracing, arch preliminary bracing, arch two serves as a contrast, inverted arch two serves as a contrast, inverted arch preliminary bracing and inverted arch backfill, arch preliminary bracing at least comprises arch bow member, arch preliminary bracing is evenly distributed with anchor pole, base tunnel preliminary bracing comprises left side base tunnel preliminary bracing and right side base tunnel preliminary bracing, it is characterized in that: the sidewall that left side base tunnel preliminary bracing and right side base tunnel preliminary bracing contact with country rock is evenly provided with ductule respectively, the inside sidewalls that left side base tunnel preliminary bracing contacts with country rock is provided with the thick side wall lining in left side, the inside sidewalls that right side base tunnel preliminary bracing contacts with country rock is provided with the thick side wall lining in right side, the first pre-embedded steel slab and the first anchor bar is embedded with in the part that the thick side wall lining in left side is connected with arch preliminary bracing, first anchor bar has two at least, each first anchor bar is vertically fixed on a side of the first pre-embedded steel slab, the second pre-embedded steel slab and the second anchor bar is embedded with in the part that the thick side wall lining in right side is connected with arch preliminary bracing, second anchor bar has two at least, each second anchor bar is vertically fixed on a side of the second pre-embedded steel slab, the end face at the steel plate two ends of arch bow member is fixed with respectively the first billet and the second billet, first billet is connected with the another side of the first pre-embedded steel slab, second billet is connected with the another side of the second pre-embedded steel slab.
2. the structure of reduction tunnel lining structure internal force according to claim 1, it is characterized in that: the first billet and the first pre-embedded steel slab are bolted, the second billet and the second pre-embedded steel slab are bolted.
3. the structure of reduction tunnel lining structure internal force according to claim 1, it is characterized in that: the first billet and the welding of the first pre-embedded steel slab, first pre-embedded steel slab is connected with the first angle steel, first angle steel and the first pre-embedded steel slab are bolted, the sidewall close contact that first angle steel and the adjacent arch two of the first billet serve as a contrast, second billet and the welding of the second pre-embedded steel slab, second pre-embedded steel slab is connected with the second angle steel, second angle steel and the second pre-embedded steel slab are bolted, the sidewall close contact that the second angle steel and the adjacent arch two of the second billet serve as a contrast.
4. the structure of reduction tunnel lining structure internal force according to claim 1, it is characterized in that: the first anchor bar and the second anchor bar are 2, the first all anchor bars and the second anchor bar all U-shaped, two the first anchor bars are individually fixed on the relative side of the first pre-embedded steel slab side, and the by-level partial fixing of two the first anchor bars is on the first pre-embedded steel slab, two the second anchor bars are individually fixed on the relative side of the second pre-embedded steel slab side, and the by-level partial fixing of two the second anchor bars is on the second pre-embedded steel slab.
5. the structure of reduction tunnel lining structure internal force according to claim 1, it is characterized in that: the thick side wall lining in left side and arch two serve as a contrast, inverted arch two serves as a contrast in the part connected and is embedded with the first connecting reinforcement respectively, 3rd connecting reinforcement, one end of first connecting reinforcement and the 3rd connecting reinforcement lays respectively at outside the thick side wall lining in left side, and the part that the first connecting reinforcement is arranged in outside the thick side wall lining in left side is connected with the main muscle that arch two serves as a contrast, the 3rd connecting reinforcement part be arranged in outside the thick side wall lining in left side is imbedded inverted arch two and is served as a contrast, the thick side wall lining in right side and arch two serve as a contrast, inverted arch two serves as a contrast in the part connected and is embedded with the second connecting reinforcement respectively, 4th connecting reinforcement, one end of second connecting reinforcement and the 4th connecting reinforcement lays respectively at outside the thick side wall lining in right side, and the part that the second connecting reinforcement is arranged in outside the thick side wall lining in right side is connected with the main muscle that arch two serves as a contrast, the 4th connecting reinforcement part be arranged in outside the thick side wall lining in right side is imbedded inverted arch two and is served as a contrast.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104847380A (en) * | 2015-06-05 | 2015-08-19 | 中交第二公路勘察设计研究院有限公司 | Tunnel lining structure internal force reducing structure and construction method thereof |
| CN106593483A (en) * | 2016-12-14 | 2017-04-26 | 中铁十局集团第四工程有限公司 | Construction method for weak surrounding rock tunnel inverted arch long anchor rod |
| CN111042843A (en) * | 2019-12-16 | 2020-04-21 | 中铁十四局集团大盾构工程有限公司 | Pre-anchoring method for underground excavated tunnel |
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2015
- 2015-06-05 CN CN201520386287.6U patent/CN204677212U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104847380A (en) * | 2015-06-05 | 2015-08-19 | 中交第二公路勘察设计研究院有限公司 | Tunnel lining structure internal force reducing structure and construction method thereof |
| CN104847380B (en) * | 2015-06-05 | 2017-05-31 | 中交第二公路勘察设计研究院有限公司 | A kind of structure and its construction method for reducing tunnel lining structure internal force |
| CN106593483A (en) * | 2016-12-14 | 2017-04-26 | 中铁十局集团第四工程有限公司 | Construction method for weak surrounding rock tunnel inverted arch long anchor rod |
| CN106593483B (en) * | 2016-12-14 | 2019-08-09 | 中铁十一局集团第四工程有限公司 | A kind of construction method of the long anchor pole of Support System in Soft Rock Tunnels inverted arch |
| CN111042843A (en) * | 2019-12-16 | 2020-04-21 | 中铁十四局集团大盾构工程有限公司 | Pre-anchoring method for underground excavated tunnel |
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