CN109184734B - Assembled protective shell lining structure for rectangular underground space and construction method - Google Patents
Assembled protective shell lining structure for rectangular underground space and construction method Download PDFInfo
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- CN109184734B CN109184734B CN201811232416.0A CN201811232416A CN109184734B CN 109184734 B CN109184734 B CN 109184734B CN 201811232416 A CN201811232416 A CN 201811232416A CN 109184734 B CN109184734 B CN 109184734B
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- 230000001681 protective effect Effects 0.000 title claims abstract description 127
- 238000010276 construction Methods 0.000 title claims abstract description 45
- 239000000463 material Substances 0.000 claims abstract description 112
- 239000002689 soil Substances 0.000 claims abstract description 27
- 239000011435 rock Substances 0.000 claims abstract description 8
- 239000002131 composite material Substances 0.000 claims abstract description 4
- 230000009471 action Effects 0.000 claims abstract description 3
- 238000000034 method Methods 0.000 claims description 24
- 238000009412 basement excavation Methods 0.000 claims description 23
- 238000004519 manufacturing process Methods 0.000 claims description 14
- 238000007789 sealing Methods 0.000 claims description 10
- 239000004575 stone Substances 0.000 claims description 10
- 239000002002 slurry Substances 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000004567 concrete Substances 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 7
- 238000001125 extrusion Methods 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000000945 filler Substances 0.000 claims 2
- 102100040287 GTP cyclohydrolase 1 feedback regulatory protein Human genes 0.000 claims 1
- 101710185324 GTP cyclohydrolase 1 feedback regulatory protein Proteins 0.000 claims 1
- 239000011440 grout Substances 0.000 claims 1
- 239000011257 shell material Substances 0.000 description 154
- 239000011150 reinforced concrete Substances 0.000 description 11
- 230000008569 process Effects 0.000 description 10
- 239000011152 fibreglass Substances 0.000 description 9
- 239000002893 slag Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 5
- 230000007797 corrosion Effects 0.000 description 4
- 238000005260 corrosion Methods 0.000 description 4
- 238000005336 cracking Methods 0.000 description 4
- 230000007547 defect Effects 0.000 description 4
- 238000011161 development Methods 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 230000009545 invasion Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000031068 symbiosis, encompassing mutualism through parasitism Effects 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000004512 die casting Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
- E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/157—Laggings making use of fluid cushions, e.g. the fluid containing a hardenable material
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Architecture (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses an assembled protective shell lining structure for a rectangular underground space and a construction method, wherein the assembled protective shell lining structure comprises a protective shell lining main body unit and a protective shell lining corner unit which are arranged at the top, the bottom and two side parts of a section of the rectangular underground space and are connected in a circumferential splicing manner along the section. The shell lining main body unit comprises a shell I, wherein the inside of the shell I is filled with a material I; the shell lining corner unit comprises a shell II, and the inside of the shell II is filled with a material II. The material strength of the protective shell II and the filling material II is respectively greater than that of the protective shell I and the filling material I. The surface of the outer ring and the surface of the inner ring of the protective shell I and the surface of the protective shell II pass through the perforated parts at the same positions and are provided with prestress anchor bolts. The prestress anchor bolts are applied with prestress, and can radially extrude the protective shell I, the filling material I, the protective shell II and the filling material II, so that the prestress anchor bolts respectively form a composite bearing structure with the protective shell I, the filling material I, the protective shell II and the filling material II, and jointly resist the pressure action of external rock and soil bodies.
Description
Technical Field
The invention relates to the technical field of underground space engineering support, in particular to an assembled protective shell lining structure for a rectangular underground space and a construction method.
Background
Currently, with the continuous promotion of urban process in China, various types of urban underground space engineering, such as subways, pipe galleries, underground pipelines and the like, acquire huge development opportunities in the urban construction process in China. Taking urban subway construction as an example, the shield method is the most common construction method adopted at present. The conventional shield tunnel has circular cross sections, but compared with a rectangular cross section tunnel, the conventional shield tunnel has the defects of low cross section utilization rate, large earth excavation amount and the like. For example, aiming at the problems, the Shanghai tunnel engineering limited company of 2016 12 months successfully develops a 'Yangming number' shield machine of a world maximum rectangular full-section tunnel boring machine, effectively solves the problem of resource waste of the traditional two single-line circular section schemes in the double-line tunnel excavation process, and realizes the efficient utilization of underground space resources. In addition, urban subway station, piping lane structure section also is mostly rectangle. Therefore, in the future development process of the underground space in China, the underground space engineering with the rectangular section has wider popularization and development prospect.
The construction method of the urban underground space engineering mainly comprises two major types of open excavation and underground excavation according to whether the earth surface is excavated or not, and the construction method can be divided into two major types of prefabricated assembly and cast-in-situ integral according to whether the underground engineering supporting lining structure is cast-in-situ or not. Compared with the cast-in-situ type underground structure, the prefabricated type underground structure has high construction speed, and can be widely popularized and applied in the current urban underground space engineering construction, such as the prefabricated type pipe gallery structure, the shield tunnel segment and the like. Meanwhile, for the traditional lining support structure of the underground engineering, a reinforced concrete structure is adopted, and the construction of the underground structure is carried out through procedures of binding reinforcing steel bars, vertical templates, pouring maintenance, demoulding and the like, wherein the binding of the reinforcing steel bars is mainly carried out manually by workers, and the defects of complex construction process, low binding precision, high labor intensity and the like exist. In addition, the traditional reinforced concrete lining support structure is extremely easy to cause surface cracking, breakage, block dropping and other phenomena, so that the construction quality of the underground engineering lining is seriously influenced, and risks and adverse effects are brought to the underground engineering construction. In addition, for the underground lining supporting structure with a rectangular section, stress concentration phenomenon is easy to generate at four corners of the rectangular section, lining connection and treatment at 4 corners are one difficulty in controlling the underground space of the section, and higher design requirements are also provided for the lining structure with the rectangular section. Aiming at the series of problems, the invention provides an assembled protective shell lining structure for a rectangular underground space and a construction method, which can be effectively solved.
Disclosure of Invention
Aiming at the problems that the utilization rate of a circular section space is low, the rectangular section lining structure is easy to generate stress concentration at corners, the reinforced concrete structure is easy to crack and damage, the construction process is complex, the labor intensity is high, the quality is difficult to control accurately and the like in the underground space engineering, the invention provides the assembled shell protection lining structure for the rectangular underground space and the construction method thereof, which are prefabricated and assembled structures, can effectively avoid the cracking and damage problem of the traditional reinforced concrete lining structure, improve the lining bearing strength, ensure the safe and stable construction of the rectangular section underground space, reduce the lining construction labor intensity, improve the lining construction quality, and simultaneously have the advantages of reducing the dead weight of the structure, avoiding corrosion, protecting environment, being efficient and the like.
In order to achieve the above purpose, the specific technical scheme of the invention is as follows:
the assembled shell lining structure for the rectangular underground space comprises shell lining main body units which are respectively arranged along the top, the bottom and the two sides of the rectangular section underground space, wherein the shell lining main body units are spliced and connected at four corners of the rectangular section underground space by adopting shell lining corner units; each protecting shell lining main body unit comprises a protecting shell I, wherein the inside of the protecting shell I is filled with a filling material I; each shell lining corner unit comprises a shell II, wherein the inside of the shell II is filled with a filling material II; the surface sides of the outer rings of the protecting shells I and II are contacted with the surface of the stratum rock soil body, the surface side of the inner ring faces the inside of the rectangular underground space, a plurality of perforations with the same positions are uniformly arranged on the surfaces of the outer rings and the inner rings of the protecting shells I and II at intervals, and prestress anchors are arranged along the perforation positions of the same positions of the surfaces of the outer rings and the inner rings in a penetrating manner; the prestress anchor bolts are perpendicular to the surfaces of the inner rings and the outer rings of the protective shell I and the protective shell II, prestress is applied to the prestress anchor bolts, radial extrusion can be generated on the protective shell I and the internal filling material I, the prestress anchor bolts and the internal filling material II, so that the prestress anchor bolts respectively form a composite bearing structure together with the protective shell I and the filling material I, the prestress anchor bolts also resist the pressure effect of rock and soil around the rectangular underground space together.
Further, the materials of the protective shell I, the protective shell II and the prestressed anchor bolts comprise, but are not limited to, GFRP materials and steel materials.
Furthermore, the filling materials I and II are manufactured by filling and pouring the inside of the protective shell I and the inside of the protective shell II respectively, and the filling materials I and II comprise, but are not limited to, concrete, crushed stone and cement slurry filling materials.
Further, the material strength of the protective shell II and the material strength of the filling material II are respectively larger than those of the protective shell I and the material strength of the filling material I, so that the integral strength of the protective shell lining corner unit is guaranteed to be larger than that of the protective shell lining main body unit, the rectangular section lining structure has higher local bearing strength at four corners, and the corners are prevented from being failed and damaged due to stress concentration.
Further, the body of the prestressed anchor bolts positioned at the central parts of the surfaces of the outer ring and the inner ring of the shell I of each shell lining main body unit is hollow, after the splicing of a plurality of shell lining main body units and shell lining corner units is completed, the prestressed anchor bolts at the central parts can be utilized for grouting after lining walls, gaps between the surface of the lining outer ring and the surface of a stratum rock-soil body are filled, so that the pressure of the rock-soil body acting on the surface of the lining outer ring is more uniform, the phenomenon of stress concentration is avoided, and the invasion of underground water into the rectangular underground space can be avoided.
Furthermore, the hollow prestressed anchor bolt body is provided with a filling valve at the end part of the inner ring surface side close to the protecting shell I, grouting is carried out at the outer end part of the prestressed anchor bolt at the central part when the filling valve is opened, and after grouting is completed after lining the wall, the hollow prestressed anchor bolt body can be closed, so that the phenomenon of outflow of grouting slurry is avoided.
Further, the splicing mode of the plurality of shell lining main body units and the shell lining corner units comprises but is not limited to a bolt connection mode, a bolt connection mode and a tenon connection mode, and water stops are arranged at the joint positions of the annular and axial splicing of the units along the rectangular underground space.
Further, the manufacturing modes of the protective shell I and the protective shell II include, but are not limited to, direct casting molding of a die, welding assembly and mechanical connection assembly modes.
Further, an opening is arranged on the side of one end surface of the protective shell I and the protective shell II along the annular direction of the rectangular underground space or along the axial direction of the rectangular underground space; the opening is matched with a sealing cover; the sealing cover is made of the same material as the protecting shell I and the protecting shell II.
The invention also provides a concrete construction method of the assembled protective shell lining structure for the rectangular underground space, which comprises the following steps:
step 1, prefabricating and constructing:
step (1-1), processing and manufacturing a protective shell I and a protective shell II according to the design requirements of the cross section size, the overall bearing strength and the local bearing strength at corners of the rectangular underground space, and carrying out opening treatment on the surface side of a certain end part along the annular direction of the rectangular underground space or the surface side of a certain end part along the axial direction of the rectangular underground space;
step (1-2), respectively installing a prestress anchor bolt along perforation positions at the same positions of the outer ring surface and the inner ring surface of the protective shell I and the protective shell II, and carrying out primary pretension;
step (1-3), filling the insides of the protective shell I and the protective shell II by using the filling material I and the filling material II along the opening parts at one sides of the protective shell I and the protective shell II in the step (1-1);
step (1-4), after the filling material I and the filling material II in the protective shell I and the protective shell II are solidified, plastering and leveling treatment is carried out on the side of the opening part of the protective shell I and the protective shell II, and the opening of the side is respectively closed by a sealing cover;
step (1-5), respectively pre-tightening the pre-stressing anchor bolts of the protecting shell I and the protecting shell II for the second time, and applying pre-stressing force to respectively generate effective radial extrusion on the protecting shell I and the internal filling material I, the protecting shell II and the internal filling material II;
step (1-6), repeating the steps (1-1) - (1-5), and completing the manufacture of a plurality of shell lining main body units and shell lining corner units;
step 2, on-site assembly stage:
moving the plurality of completely manufactured shell-protecting lining main body units and shell-protecting lining corner units to an engineering site, and if underground space engineering is constructed by adopting a subsurface excavation method, directly splicing and connecting the rectangular underground space after the underground excavated rock-soil body is excavated; if the underground space engineering is constructed by adopting an open cut method, splicing and connecting open cut rock-soil bodies after the open cut rock-soil bodies are excavated, and backfilling and compacting surrounding rock-soil bodies outside the lining structure;
step 3, post-wall grouting stage:
step (3-1), grouting after lining the wall by utilizing a prestress anchor bolt at the central part of the surface of the outer ring and the inner ring of the main body unit of the shell lining, and filling gaps between the surface of the outer ring of the lining and surrounding rock and soil bodies;
step (3-2), closing a filling valve of the prestressed anchor bolt at the central part after grouting is completed;
and 4, after grouting slurry is solidified after lining the wall, finishing the construction of the lining structure.
The beneficial effects of the invention are as follows:
1) The assembled protective shell lining can be applied to the engineering fields of subway stations, underground comprehensive pipe galleries, underground pipelines, underground tunnels and the like with rectangular cross sections, and can be applied to underground space construction by an open excavation method or underground space construction by a hidden excavation method, so that the assembled protective shell lining has a wider application range;
2) The assembled protective shell lining provides an effective supporting technical means for the excavation of rectangular underground space engineering, ensures the excavation safety and stable construction of the rectangular underground space, realizes the efficient utilization of the underground space, and greatly improves the construction progress of the underground space engineering;
3) According to the shell-protecting lining corner unit arranged at the four corners in the lining structure, the shell with higher strength and the filling material are utilized, so that the bearing strength of the shell-protecting lining corner unit is higher than that of the shell-protecting lining main body unit, and the problem that the rectangular section underground structure is locally damaged due to stress concentration at the four corners is avoided;
4) The shell material of the fabricated shell lining can be steel or GFRP (glass fiber reinforced plastics) and other materials, the material selection range is wider, meanwhile, the tensile strength of the material is higher, the hoop restraint can be carried out on the internal filling material, the symbiosis of the two forces is realized, the higher bearing strength is presented, the cracking and damage phenomenon of the surface of the traditional reinforced concrete structure can be avoided, meanwhile, when the material is GFRP material, the dead weight of the lining member can be effectively reduced, the transportation and construction costs are saved, and the corrosion of water in the field is avoided;
5) The components such as the shell, the prestressed anchor bolt and the like adopted by the assembled shell lining can be directly produced in batches, the dimension specification of each part of the components can be strictly controlled, and a better underground space section forming effect is realized;
6) The filling material adopted by the assembled protective shell lining can be directly manufactured by utilizing the underground space engineering excavation slag stone material. Specifically, the method can be used for manufacturing the underground engineering excavation slag stone by directly adopting a 'primary filling excavation slag stone and secondary cement slurry filling solidification' mode in the protective shell, so that the secondary utilization of the underground engineering excavation slag stone can be realized, the high efficiency and the environment friendliness are realized, and the cost of supporting materials can be reduced.
Drawings
The following detailed description of specific embodiments of the invention is presented in conjunction with the drawings, and the exemplary embodiments of the present application and their description are intended to illustrate the present application and not to limit the invention unduly.
FIG. 1 is a schematic diagram of a cross-sectional structure of a rectangular underground space assembled shell lining structure after splicing is completed;
FIG. 2 is a left side view of the section C-C of FIG. 1;
FIG. 3 is a schematic view of a partially enlarged construction of the portion of the prestressed anchor shown at 7 (B) in FIG. 1;
FIG. 4 is a schematic view of a partially enlarged construction of the portion of the prestressed anchor shown at 7 (A) in FIG. 1;
FIG. 5 is a schematic cross-sectional structural view of the top casing lining body element of FIG. 1;
FIG. 6 is a schematic cross-sectional view of the upper left corner of the shell lining corner unit of FIG. 1;
FIG. 7 is a schematic cross-sectional structural view of the left side shell lining body unit of FIG. 1;
wherein: 1-a protective shell lining main body unit; 2-protecting shell lining corner units; 3-protecting shell I; 4-filling material I; 5-protecting shell II; 6-filling material II; 7-pre-stressing anchor bolts; 8-a filling valve; 9-rock-soil mass; 10-grouting filling layer.
Detailed Description
It should be noted that the following detailed description is illustrative and is intended to provide further explanation of the present application. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments in accordance with the present application. As used herein, the singular is also intended to include the plural unless the context clearly indicates otherwise, and furthermore, it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof.
As introduced by the background technology, compared with the underground space with a rectangular section, the underground space with the rectangular section has the defects of low space utilization rate, large earth excavation amount and the like, and the underground space with the rectangular section has wider application prospect, but the underground lining structure with the rectangular section is easy to generate local damage at four corners due to stress concentration. Meanwhile, the traditional underground reinforced concrete lining structure is easy to crack and damage, and the problems that the steel bar binding and pouring process is complex, the labor intensity is high, the construction quality is difficult to control accurately and the like exist. Aiming at the problems, the invention provides an assembled type protective shell lining structure for a rectangular underground space and a construction method, which are prefabricated, can effectively avoid the cracking and damage problems of the traditional reinforced concrete lining structure, improve the lining bearing strength, ensure the safe and stable construction of the rectangular section underground space, reduce the lining construction labor intensity, improve the lining construction quality, and simultaneously have the advantages of reducing the dead weight of the structure, avoiding corrosion, protecting the environment, being efficient and the like. The invention will be further described with reference to the drawings and examples below, taking as an example the specific structure and construction process of an assembled casing lining structure of GFRP material for rectangular underground spaces.
As shown in fig. 1, an assembled shell lining structure of GFRP material for a rectangular underground space comprises shell lining main body units 1 respectively arranged along the top, bottom and two sides of the rectangular section underground space, wherein the shell lining main body units 1 are spliced and connected at four corners of the rectangular section underground space by shell lining corner units 2; each protecting shell lining main body unit 1 comprises a protecting shell I3, wherein the inside of the protecting shell I3 is filled with a filling material I4; each shell lining corner unit 2 comprises a shell II 5, and an filling material II 6 is arranged inside the shell II 5.
The outer ring surface sides of the protecting shell I3 and the protecting shell II 5 are in surface contact with the stratum rock mass 9, the inner ring surface side faces the inside of the rectangular underground space, the surfaces of the protecting shell I3, the outer ring and the inner ring of the protecting shell II are uniformly provided with a plurality of perforation holes at the same positions at intervals, and prestress anchor bolts 7 are arranged along perforation positions at the same positions of the surfaces of the outer ring and the inner ring in a penetrating manner; the prestress anchor bolts 7 are perpendicular to the surfaces of the inner ring and the outer ring of the protective shell I3 and the protective shell II 5, and are applied with prestress, so that radial extrusion can be generated on the protective shell I3 and the internal filling material I4, the protective shell II 5 and the filling material II 6, and the prestress anchor bolts 7 respectively form a composite bearing structure together with the protective shell I3 and the filling material I4, the protective shell II 5 and the filling material II 6, and jointly resist the pressure action of rock-soil bodies 9 around the rectangular underground space.
Furthermore, the material of the protective shell I3, the protective shell II 5 and the prestressed anchor bolt 7 is GFRP material, and besides, the material of the protective shell I3, the protective shell II 5, the rod body of the prestressed anchor bolt 7 and the matched nut can be steel material. The filling materials I4 and II 6 are manufactured in a filling and pouring mode in the protecting shell I3 and the protecting shell II 5 respectively, and the filling materials I4 and II 6 are concrete, and can be crushed stone and cement slurry filling materials and the like. The lining protecting shells I3 and II 5 are made of GFRP materials or steel materials, have higher tensile strength, the compression strength of the internal filling materials I4 and II 6 is higher, the protecting shells I3 and II 5 can carry out hoop restraint on the internal filling materials I4 and II 6, the symbiosis of the two materials is realized, the bearing strength is higher, and the problems that the conventional reinforced concrete lining structure is easy to crack and destroy and the like can be effectively solved; simultaneously, with the help of prestressing force crab-bolt 7, apply prestressing force, can radially extrude protective case I3, protective case II 5 and inside filling material I4, filling material II 6, can make the three form the compound whole that bears, compare with conventional reinforced concrete lining structure, can further improve the bearing strength of lining and the safe and stable degree of rectangle underground space. In addition, when the material of the components is GFRP material, the dead weight of the lining components can be effectively reduced, the transportation and application costs are saved, and the corrosion of water in the field is avoided.
Further, when the filling material I4 and the filling material II 6 are manufactured by directly utilizing the rectangular underground space excavation slag stone material, the filling material I4 and the filling material II 6 can be manufactured by directly adopting a mode of filling and filling the excavation slag stone once and solidifying secondary cement slurry in the protective shell I3 and the protective shell II 5 respectively, so that the secondary utilization of the underground space engineering excavation slag stone can be realized, the high-efficiency environment protection effect can be realized, and the cost of supporting materials can be reduced.
Further, the material strength of the protective shell II 5 and the material strength of the filling material II 6 are respectively greater than the material strength of the protective shell I3 and the material strength of the filling material I4, so that the overall strength of the protective shell lining corner unit 2 is ensured to be greater than that of the protective shell lining main body unit 1, the rectangular section lining structure has higher local bearing strength at four corners, and the corners are prevented from being failed and damaged due to the stress concentration phenomenon.
Further, the body of rod of the prestressed anchor bolts 7 (B) located at the central positions of the surfaces of the outer ring and the inner ring of the shell i 3 of each shell lining main body unit 1 is hollow, after the splicing of the multiple shell lining main body units 1 and the shell lining corner units 2 is completed, grouting after lining walls can be performed by using the prestressed anchor bolts 7 (B) located at the central positions, gaps between the surface of the lining outer ring and the surface of the stratum rock-soil body 9 are filled, so that the pressure of the rock-soil body 9 acting on the surface of the lining outer ring is more uniform, the phenomenon of stress concentration is avoided, and the invasion of groundwater into the rectangular underground space can be avoided. The concrete structure of the prestressed anchor bolt body shown at the position 7 (B) in the figure 1 is shown in figure 3; the body of the prestressed anchor bolt at other positions (for example, at 7 (A) in FIG. 1) is of a solid structure, and the concrete structure of the body is shown in FIG. 4;
furthermore, the hollow prestressed anchor bolt 7 (B) rod body is provided with a filling valve 8 at the end part of the inner ring surface side close to the protecting shell I3, grouting is carried out at the outer end part of the prestressed anchor bolt 7 (B) at the central part when the filling valve 8 is opened, and after grouting is completed after the lining wall is built, the grouting valve can be closed, so that the phenomenon of outflow of grouting slurry is avoided.
Furthermore, the manufacturing mode of the protective shell I3 and the protective shell II 5 is die casting molding, and if the materials of the protective shell I3 and the protective shell II 5 are steel materials, the protective shell can be manufactured through welding assembly, mechanical connection assembly and other modes.
Furthermore, the splicing mode of the plurality of shell lining main body units 1 and the shell lining corner units 2 is bolt connection, and the shell lining main body units and the shell lining corner units can be connected through bolt connection, tenon connection and the like; meanwhile, water stops are arranged at the joint of the units in the circumferential direction and the axial direction of the rectangular underground space so as to prevent underground water in the stratum from invading into the inner space of the rectangular underground space.
Furthermore, an opening is arranged on the surface side of a certain end part along the annular direction of the rectangular underground space of the protective shell I3 and the protective shell II 5 or the surface side of a certain end part along the axial direction of the rectangular underground space, and can be used for filling and pouring the filling material I4 and the filling material II 6 in the protective shell I3 and the protective shell II 5; the opening is matched with a sealing cover; the sealing cover is made of the same material as the protecting shell I3 and the protecting shell II 5.
The invention also provides a concrete construction method of the assembled protective shell lining structure for the rectangular underground space, which comprises the following steps:
step 1, prefabricating and constructing:
step (1-1), processing and manufacturing a protective shell I3 and a protective shell II 5 according to the design requirements of the cross section size, the overall bearing strength and the local bearing strength at corners of the rectangular underground space, and carrying out opening treatment on the surface side of a certain end along the annular direction of the rectangular underground space or the surface side of a certain end along the axial direction of the rectangular underground space;
step (1-2), respectively installing a pre-stress anchor bolt 7 along perforation positions at the same positions of the outer ring surface and the inner ring surface of the protective shell I3 and the protective shell II 5, and pre-tightening for one time;
step (1-3), filling the inside of the protective shell I3 and the protective shell II 5 by using a filling material I4 and a filling material II 6 along the opening parts of one sides of the protective shell I3 and the protective shell II 5 in the step (1-1);
step (1-4), after the filling material I4 and the filling material II 6 in the protective shell I3 and the protective shell II 5 are solidified, plastering and leveling the sides of the opening parts of the protective shell I3 and the protective shell II 5, and respectively sealing the openings of the sides by using sealing covers;
step (1-5), respectively pre-tightening the pre-stressing anchor bolts 7 of the protective shell I3 and the protective shell II 5 for the second time, and applying pre-stressing force to respectively generate effective radial extrusion on the protective shell I3, the internal filling material I4, the protective shell II 5 and the internal filling material II 6;
step (1-6), repeating the steps (1-1) - (1-5), and completing the manufacture of a plurality of shell lining main body units 1 and shell lining corner units 2;
step 2, on-site assembly stage:
moving the plurality of completely manufactured shell-protecting lining main body units 1 and shell-protecting lining corner units 2 to an engineering site, and if underground space engineering is constructed by adopting a hidden excavation method, directly splicing and connecting the rectangular underground space hidden excavated rock-soil body 9 after the rectangular underground space hidden excavated rock-soil body 9 is excavated; if the underground space engineering is constructed by adopting an open cut method, splicing and connecting the open cut rock-soil body 9 after the open cut rock-soil body 9 is excavated, and backfilling and compacting the surrounding rock-soil body 9 outside the lining structure;
step 3, post-wall grouting stage:
step (3-1), grouting after lining wall by utilizing a prestress anchor bolt 7 (B) at the central part of the surface of the outer ring and the inner ring of the shell lining main body unit 1, filling gaps between the surface of the outer ring of the lining and surrounding rock-soil body 9, and forming a grouting filling layer 10 after lining wall;
step (3-2), closing the filling valve 8 of the prestressed anchor bolt 7 (B) at the central part after grouting is completed;
and 4, after grouting slurry is solidified after lining the wall, finishing the construction of the lining structure.
The protective shell I3, the protective shell II 5 and the prestress anchor bolts 7 adopted in the construction process can be directly produced in batches, the dimension specification of each part of the component can be strictly controlled, the excellent underground space section forming effect is realized, meanwhile, when the lining is produced and manufactured, the lining can be cast after being assembled and installed, the defects of high labor intensity, complex process, difficult precise control of reinforcement manufacturing and binding precision and the like caused by manual binding of reinforcement cages in the conventional reinforced concrete lining structure production and manufacturing process can be solved, the problems that the conventional reinforced concrete lining needs mould casting and the like can be avoided, the labor intensity of workers can be effectively reduced, and the lining production quality is improved.
The assembled protective shell lining can be applied to the engineering fields of subway stations, underground comprehensive pipe galleries, underground pipelines, underground tunnels and the like with rectangular cross sections, and can be applied to underground space construction by an open excavation method or underground space construction by a hidden excavation method, so that the assembled protective shell lining has a wider application range; meanwhile, the assembled protective shell lining provides an effective supporting technical means for the excavation of the rectangular underground space engineering, ensures the excavation safety and stable construction of the rectangular underground space, realizes the efficient utilization of the underground space, and greatly improves the construction progress of the underground space engineering.
The foregoing description is only of the preferred embodiments of the present application and is not intended to limit the same, but rather, various modifications and variations may be made by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the present application should be included in the protection scope of the present application.
Claims (8)
1. The assembled shell lining structure for the rectangular underground space is characterized by comprising shell lining main body units which are respectively arranged along the top, the bottom and the two sides of the rectangular section underground space, wherein the shell lining main body units are spliced and connected at four corners of the rectangular section underground space by adopting shell lining corner units; each protecting shell lining main body unit comprises a protecting shell I, wherein the inside of the protecting shell I is filled with a filling material I; each shell lining corner unit comprises a shell II, wherein the inside of the shell II is filled with a filling material II; the material strength of the protective shell II and the filling material II is respectively greater than that of the protective shell I and the filling material I; the surface sides of the outer rings of the protecting shells I and II are contacted with the surface of the stratum rock soil body, the surface side of the inner ring faces the inside of the rectangular underground space, a plurality of perforations with the same positions are uniformly arranged on the surfaces of the outer rings and the inner rings of the protecting shells I and II at intervals, and prestress anchors are arranged along the perforation positions of the same positions of the surfaces of the outer rings and the inner rings in a penetrating manner; the prestress anchor bolts are perpendicular to the surfaces of the inner rings and the outer rings of the protective shell I and the protective shell II, and are applied with prestress, so that radial extrusion can be generated on the protective shell I and the internal filling material I, the protective shell II and the internal filling material II, and the prestress anchor bolts, the protective shell I and the filling material I, the protective shell II and the filling material II respectively form a composite bearing structure together to resist the pressure action of rock and soil around the rectangular underground space; the prestress anchor bolt body is hollow and positioned at the center of the surface of the outer ring and the inner ring of the protecting shell I of each protecting shell lining main body unit; the hollow prestressed anchor bolt body is provided with a filling valve at the end part of the inner ring surface side close to the protecting shell I.
2. The assembled protective shell lining structure for a rectangular underground space as claimed in claim 1, wherein the materials of the protective shell I, the protective shell II and the prestressed anchor bolts comprise GFRP materials and steel materials.
3. A fabricated panel lining structure for a rectangular subterranean space according to claim 1 wherein said filler material i, ii comprises concrete or crushed stone + cement grout filler material.
4. The assembled type casing lining structure for the rectangular underground space as claimed in claim 1, wherein the splicing mode of the casing lining main body units and the casing lining corner units comprises a bolt connection mode, a bolt connection mode and a tenon connection mode.
5. The assembled type casing lining structure for the rectangular underground space as claimed in claim 1, wherein the casing lining main body units and the casing lining corner body units are provided with water stops at joint points of the rectangular underground space along the circumferential direction and the axial direction.
6. A fabricated casing lining structure for a rectangular underground space as claimed in claim 1, wherein an opening is provided in said casing i, casing ii along the rectangular underground space circumferentially toward a certain end surface side or along the rectangular underground space axially toward a certain end surface side; the opening is matched with a sealing cover; the sealing cover is made of the same material as the protecting shell I and the protecting shell II.
7. A method of constructing a fabricated panel lining structure for a rectangular subterranean space as claimed in any one of claims 1 to 6 comprising the steps of:
step 1, prefabricating and constructing:
step (1-1), processing and manufacturing a protective shell I and a protective shell II according to the design requirements of the cross section size, the overall bearing strength and the local bearing strength at corners of the rectangular underground space, and carrying out opening treatment on the surface side of a certain end part along the annular direction of the rectangular underground space or the surface side of a certain end part along the axial direction of the rectangular underground space;
step (1-2), respectively installing a prestress anchor bolt along perforation positions at the same positions of the outer ring surface and the inner ring surface of the protective shell I and the protective shell II, and carrying out primary pretension;
step (1-3), filling the insides of the protective shell I and the protective shell II by using the filling material I and the filling material II along the opening parts at one sides of the protective shell I and the protective shell II in the step (1-1);
step (1-4), after the filling material I and the filling material II in the protective shell I and the protective shell II are solidified, plastering and leveling treatment is carried out on the side of the opening part of the protective shell I and the protective shell II, and the opening of the side is respectively closed by a sealing cover;
step (1-5), respectively pre-tightening the pre-stressing anchor bolts of the protecting shell I and the protecting shell II for the second time, and applying pre-stressing force to respectively generate effective radial extrusion on the protecting shell I and the internal filling material I, the protecting shell II and the internal filling material II;
step (1-6), repeating the steps (1-1) - (1-5), and completing the manufacture of a plurality of shell lining main body units and shell lining corner units;
step 2, on-site assembly stage:
moving the plurality of completely manufactured shell-protecting lining main body units and shell-protecting lining corner units to an engineering site, and if underground space engineering is constructed by adopting a subsurface excavation method, directly splicing and connecting the rectangular underground space after the underground excavated rock-soil body is excavated; if the underground space engineering is constructed by adopting an open cut method, splicing and connecting open cut rock-soil bodies after the open cut rock-soil bodies are excavated, and backfilling and compacting surrounding rock-soil bodies outside the lining structure;
step 3, post-wall grouting stage:
step (3-1), grouting after lining the wall by utilizing a prestress anchor bolt at the central part of the surface of the outer ring and the inner ring of the main body unit of the shell lining, and filling gaps between the surface of the outer ring of the lining and surrounding rock and soil bodies;
step (3-2), closing a filling valve of the prestressed anchor bolt at the central part after grouting is completed;
and 4, after grouting slurry is solidified after lining the wall, finishing the construction of the lining structure.
8. The construction method of the assembled protective shell lining structure for the rectangular underground space according to claim 7, wherein the manufacturing modes of the protective shell I and the protective shell II comprise the modes of direct casting molding of a mould, welding assembly and mechanical connection assembly.
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| CN201811232416.0A CN109184734B (en) | 2018-10-22 | 2018-10-22 | Assembled protective shell lining structure for rectangular underground space and construction method |
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| CN113505428B (en) * | 2021-08-17 | 2023-11-07 | 中国电建集团成都勘测设计研究院有限公司 | Comprehensive quantitative design method for circular water passing tunnel lining structure |
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