CN210888953U - Tunnel pile and arch combined primary support system - Google Patents
Tunnel pile and arch combined primary support system Download PDFInfo
- Publication number
- CN210888953U CN210888953U CN201921783592.3U CN201921783592U CN210888953U CN 210888953 U CN210888953 U CN 210888953U CN 201921783592 U CN201921783592 U CN 201921783592U CN 210888953 U CN210888953 U CN 210888953U
- Authority
- CN
- China
- Prior art keywords
- pile
- tunnel
- arch
- primary support
- steel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The utility model discloses a tunnel pile arch combined primary support system, which can avoid the displacement of the primary support from being too large or damaged and effectively prevent the groundwater from invading into the tunnel from the side wall during the construction period; the technical scheme is as follows: the device comprises a plurality of primary supporting structures which are uniformly spaced along the longitudinal direction, wherein each primary supporting structure comprises two vertically arranged side wall supporting structures, a vault supporting structure and an inverted arch supporting structure are connected between the side wall supporting structures, and the vault supporting structure and the inverted arch supporting structure are connected through a temporary middle partition wall; system anchor rods are arranged on the outer sides of the side wall supporting structure and the vault supporting structure; the side wall supporting structure comprises an occlusive pile and H-shaped steel arranged inside the occlusive pile.
Description
Technical Field
The utility model relates to a tunnel construction technical field especially relates to a tunnel pile encircles combination preliminary bracing system.
Background
In recent years, along with the rapid development of economy in China, the pace of urbanization construction is increasing, and shallow-buried underground excavation tunnels are increasingly used as effective means for improving the traffic capacity of urban roads to put forward a construction plan. For the shallow buried underground tunnel in the city at present, the shallow buried underground tunnel has the characteristics of shallow buried depth, complex environmental factors, high safety requirement and short construction period. Particularly, in a place with abundant underground water and surrounding rocks mainly including soil, the cohesive force of a saturated soil body is reduced, and the self-stability capability is poor; the requirement for controlling the settlement of the surrounding environment is high, and the settlement of the surrounding ground or buildings is easily caused by a large amount of water drainage in the tunnel construction process.
The inventor finds that the conventional support system has the problems of overlarge primary support displacement, damage and the like caused by insufficient self-stability capacity due to the saturation of the surrounding soil body. At present, the method mainly adopts the mode of adopting the primary support in the tunnel to carry out back grouting or earth surface grouting for water plugging and soil body reinforcement, the grouting effect is generally difficult to ensure for improving the construction speed, and the situations of water leakage and overlarge deformation of the side wall of the tunnel exist during the construction period.
SUMMERY OF THE UTILITY MODEL
In order to overcome prior art not enough, the utility model provides a tunnel stake encircles combination preliminary bracing system adopts the higher H shaped steel of intensity to replace traditional steel bow member or grid steelframe as lateral wall supporting construction, can avoid too big or destroyed scheduling problem because of the preliminary bracing displacement that the steady ability of surrounding soil saturation is not enough to cause in the very big degree, and can effectively prevent during the construction groundwater from invading the tunnel by the lateral wall.
The utility model adopts the following technical proposal:
a tunnel pile and arch combined primary support system comprises a plurality of primary support structures which are uniformly spaced along the longitudinal direction, wherein each primary support structure comprises two vertically arranged side wall support structures, a vault support structure and an inverted arch support structure are connected between the side wall support structures, and the vault support structure and the inverted arch support structure are connected through a temporary middle partition wall; system anchor rods are arranged on the outer sides of the side wall supporting structure and the vault supporting structure; the side wall supporting structure comprises an occlusive pile and H-shaped steel arranged inside the occlusive pile.
Furthermore, the secant pile is a cement-soil pile, and the H-shaped steel is arranged inside the cement-soil pile in a one-jump one-plug, two-jump one-plug or close-plug arrangement mode.
Further, the system anchor rods are arranged between adjacent primary support structures, and the longitudinal distance between the system anchor rods is the same as that between the adjacent primary support structures.
Furthermore, the end part of the anchor rod of the system is fixed with the two adjacent supporting structures through an anchor rod base plate.
Furthermore, the inside of vault supporting construction and inverted arch supporting construction all is equipped with shaped steel bow member or grid steelframe.
Furthermore, the profile steel arch or the grid steel frame is fixedly connected with the H-shaped steel, and the locking steel pipe is arranged at the connecting position.
Furthermore, the vault supporting structure is fixedly connected with a plurality of advanced supporting steel perforated pipes.
Furthermore, the primary supporting structure is arranged on the outer side of the secondary lining of the tunnel, and waterproof materials are paved between the secondary lining of the tunnel and the primary supporting structure.
Furthermore, the tunnel secondary lining is formed by pouring concrete.
Compared with the prior art, the beneficial effects of the utility model are that:
(1) the utility model uses the H-shaped steel cement soil pile as the side wall primary support structure, which can not only effectively prevent the groundwater from invading the tunnel by the side wall during the construction period, but also can connect the H-shaped steel with the arch crown and the inverted arch steel arch frame into a whole to form a firm primary support framework, and can greatly avoid the problems of overlarge primary support displacement or damage and the like caused by insufficient self-stability capacity due to the saturation of the surrounding soil body;
(2) the utility model discloses a mode is laid to H shaped steel can be selected according to actual conditions, makes the system of strutting be applicable to the higher geology of ground water level and uses silt, clay, silt to harder, more closely real sandy soil as the place of giving first place to, increases its commonality.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
Fig. 1 is a cross-sectional view of a first embodiment of the present invention;
fig. 2 is a schematic view of a primary supporting structure according to a first embodiment of the present invention;
fig. 3 is a longitudinal connection diagram of a first embodiment of the present invention;
FIG. 4 is a schematic view of an arrangement of closely inserting H-shaped steel according to a first embodiment of the present invention;
fig. 5 is a schematic view of an arrangement of two-in-one selection of an H-shaped steel insert according to a first embodiment of the present invention;
fig. 6 is a schematic diagram of an arrangement of inserting one-hop-one H-shaped steel according to a first embodiment of the present invention;
the structure comprises 1-a side wall supporting structure, 2-a vault supporting structure, 3-an inverted arch supporting structure, 4-a temporary middle partition wall, 5-a system anchor rod, 6-a tunnel secondary lining, 7-H steel, 8-a forepoling steel perforated pipe, 9-a foot locking steel pipe and 10-an anchor rod base plate.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. 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 according to the present application. As used herein, the singular forms "a", "an", and/or "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof;
for convenience of description, the words "up", "down", "left" and "right" when appearing in this application are intended only to designate directions that are consistent with the up, down, left and right directions of the drawings themselves, and not to limit the structure, but merely to facilitate description of the invention and to simplify description, and are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and therefore should not be considered as limiting the application.
The terms "mounted", "connected", "fixed", and the like in the present application should be understood broadly, and for example, the terms "mounted", "connected", and "fixed" may be fixedly connected, detachably connected, or integrated; the two components can be connected mechanically or electrically, directly or indirectly through an intermediate medium, or connected internally or in an interaction relationship, and specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
Just as the background art introduces, there is the soil body saturation in the prior art and causes the excessive or destroyed not enough of preliminary bracing displacement, in order to solve above-mentioned technical problem, the utility model provides a tunnel stake encircles combination preliminary bracing system.
The first embodiment is as follows:
the present invention will be described in detail with reference to the accompanying drawings 1-6, and specifically, the structure is as follows:
the embodiment provides a tunnel pile encircles combination preliminary bracing system, including a plurality of along vertical (using tunnel length direction to be vertical) even preliminary bracing structures of interval, preliminary bracing structure arranges in the outside of tunnel secondary lining 6, and tunnel secondary lining 6 adopts waterproof concrete pouring, and lays waterproof material between tunnel secondary lining 6 and the preliminary bracing structure.
Every primary support structure includes two lateral wall supporting construction 1, vault supporting construction 2 and inverted arch supporting construction 3, and vault supporting construction 2 and inverted arch supporting construction 3 are connected between two lateral wall supporting construction 1, and vault supporting construction 2 is located inverted arch supporting construction 3 top. The arch crown supporting structure 2 and the inverted arch supporting structure 3 are connected through a temporary middle partition wall 4, system anchor rods 5 are arranged on the outer sides of the side wall supporting structure 1 and the arch crown supporting structure 2, and the system anchor rods 5 are vertically and radially arranged outwards along the section of a tunnel and are arranged between two primary supporting structures.
Lateral wall supporting construction 1 includes the secant pile and locates the inside H shaped steel 7 of secant pile, and the edge of a wing and the tunnel axial direction of H shaped steel 7 are parallel, and H shaped steel can adopt to insert one and jump one, insert two and jump one or closely insert the arrangement according to geological conditions: the clay with relatively dense sandy soil or hard plastic and higher cohesive force is suitable to be arranged by one-in-one-jump arrangement; silt without self-stability, soft plastic clay or loose sandy soil are preferably arranged in a close-inserting manner; the rest cases can be combined with the practical selection of the arrangement form of the H-shaped steel.
In the embodiment, the occlusive pile is a cement soil pile which is driven by a triaxial cement mixing pile driver and has the diameter of 65cm and the distance of 45cm, the size of the H-shaped steel 7 is 482 × 300mm, the length of the H-shaped steel cement soil pile is not less than 5m below a tunnel bottom plate so as to ensure that the sufficient anchoring length is ensured, and the length of the H-shaped steel 7 is not less than 3m from the pile bottom to the top plate of the tunnel.
As shown in fig. 3, the system anchor rods 5 are arranged between two primary supporting structures, the longitudinal spacing of the system anchor rods is the same as that of the primary supporting structures, the circumferential spacing is 1m, and the system anchor rods are arranged in a quincunx shape (divergent along the circumferential direction); an anchor rod backing plate 10 is arranged at the end part of the system anchor rod 5, and the anchor rod backing plate 10 is welded and fixed with the primary support structure, so that the primary support structure and the secondary support structure are longitudinally connected into a whole.
The inside of vault supporting construction 2 and inverted arch supporting construction 3 is equipped with shaped steel bow member or grid steelframe (except shaped steel bow member or grid steelframe, still include reinforcing bar net and spray concrete), and shaped steel bow member or grid steelframe adopts the steel sheet welding on the edge of a wing of H shaped steel 7, and the steelframe interval is the same with H shaped steel 7 interval. Before tunnel excavation, a forepoling steel perforated pipe 8 needs to be constructed, and the tail part of the forepoling steel perforated pipe 8 is welded with a section steel arch frame or a grid steel frame of the vault supporting structure 2. The advanced support steel perforated pipe 8 is obliquely arranged forwards along the tunnel excavation direction and is arranged at an arch crown, a ring is arranged at the interval of a plurality of primary support structures, and the annular distance is generally 35-50 cm smaller.
The specific construction method of the embodiment comprises the following steps:
(1) construction preparation: a. the construction site is planned by fully considering factors such as mechanical transportation, material processing and transportation and the like, a tunnel design line and site elevation are measured, and pipelines within the influence range of the H-shaped steel cement soil pile (the side wall supporting structure 1) are moved and modified; b. h-shaped steel blanking and processing and manufacturing of a section steel arch frame or a grid steel frame are carried out according to a design drawing, so that the quality of steel is ensured to meet the national standard; c. and organizing construction technicians to learn and master the content of the design drawings.
(2) And (3) driving an H-shaped steel cement soil pile:
a. adopting a triaxial cement soil mixer to drive an occlusive pile, determining the cement paste proportion of the mixed pile according to the property of a field soil layer, uniformly mixing a pile body, compacting and flattening the surface, and enabling the pile end to be 0.5-1 m deeper than the end part of the H-shaped steel;
b. the main control parameters of the construction process are as follows: flow rate of cement paste: 280-320L/min (double pump), slurry ratio: 1.5-2: 1 of water and cement, and the pumping pressure is as follows: 1.5-2.5 MPa; c.H the surface of the section steel should be cleaned by dust and removed by rust, and the section steel is inserted into 30 min after the construction of the mixing pile is finished, so as to ensure that the flange is parallel to the axis of the tunnel, the deviation of the longitudinal distance is not more than 5cm, the deviation of the verticality is not more than 1/250, the H-shaped steel is fixed after the H-shaped steel is inserted into the designed elevation by adopting a positioning measure, and the positioning component is removed after the cement-soil pile is hardened to a certain.
(3) And (3) advanced support construction:
a. the advanced supporting structure adopts a steel perforated pipe with the diameter of 42mm, is arranged at the vault of the tunnel, and adopts hemp threads and an anchoring agent to block a gap between the steel perforated pipe and a hole wall in time after installation; b. the grouting liquid is manufactured according to the design mixing proportion strictly and is subjected to pressure grouting according to the design requirement.
(4) Excavating a hole body: and (5) excavating the tunnel body after the advance support grouting is finished for 5 hours, and performing advance geological forecast before excavating.
(5) Steel frame installation: a. whether the excavation outline meets the design requirements is checked before the steel frame is installed, the over-excavated part is backfilled by adopting primary support and sprayed concrete with the same mark number, and the under-excavated part needs to be supplemented with excavation to meet the requirements.
b. The steelframe tip adopts full weld to weld on connection steel sheet, will connect steel sheet and the edge of a wing welding of the interior H shaped steel 7 of inserting of cement soil pile when executing the work, should ensure that connection steel sheet and the 7 edges of a wing of H shaped steel are hugged closely, if connection steel sheet and the 7 edges of a wing angles of H shaped steel are inconsistent, then increase the wedge steel backing plate that thickness is suitable and weld firmly when the welding. c. The locking steel pipes 9 are welded at the ends of steel frames by U-shaped steel ribs, and 2 locking steel pipes 9 are arranged at the arch foot position of each steel frame.
(6) Applying system anchor rods 5, anchor rod backing plates 10 and reinforcing mesh sheets: a. the system anchor rods 5 are arranged on the side wall and the vault of the tunnel, are constructed between two supporting structures, have the same longitudinal distance as the supporting structures and the circumferential distance of 1m, are arranged in a quincunx shape, and adopt full-length adhesive anchor rods. b. An anchor rod base plate 10 is arranged at the exposed end of the anchor rod 5 of the system, the width of the anchor rod base plate 10 is 15cm, the thickness of the anchor rod base plate 10 is 10mm, and the length of the anchor rod base plate 10 is required to meet the condition that two ends of the anchor rod base plate are welded on two steel frames or H-shaped steel flanges. c. The diameter, the interval and the lapping quality of the steel frame mesh meet the design requirements, and the steel bar mesh is firmly connected with the anchor rod base plate 10.
(7) Spraying early strength concrete: the sprayed concrete adopts a wet spraying method, the grade and the thickness of the concrete meet the design requirements, the spraying angle is particularly required to be adjusted, and the uniformity and the compactness of the concrete in the gap behind the steel frame are ensured.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (9)
1. A tunnel pile and arch combined primary support system is characterized by comprising a plurality of primary support structures which are uniformly spaced along the longitudinal direction, wherein each primary support structure comprises two vertically arranged side wall support structures, a vault support structure and an inverted arch support structure are connected between the side wall support structures, and the vault support structure and the inverted arch support structure are connected through a temporary middle partition wall; system anchor rods are arranged on the outer sides of the side wall supporting structure and the vault supporting structure; the side wall supporting structure comprises an occlusive pile and H-shaped steel arranged inside the occlusive pile.
2. A tunnel pile arch combination primary support system according to claim 1, wherein the secant pile is a cement-soil pile, and the H-shaped steel is arranged inside the cement-soil pile in a one-hop-one-plug, two-hop-one-plug or close-plug arrangement mode.
3. A tunnel pile arch combination primary support system as claimed in claim 1, wherein the system anchor rods are disposed between adjacent primary support structures and the longitudinal spacing of the system anchor rods is the same as the adjacent primary support structures.
4. A tunnel pile arch combination primary support system as claimed in claim 3, wherein the end of the anchor rod of the system is secured to the adjacent two support structures by anchor rod backing plates.
5. The combined primary support system for the tunnel pile arch according to claim 1, wherein the arch crown support structure and the inverted arch support structure are internally provided with steel section arches or grid steel frames.
6. The combined primary support system for the tunnel pile arch according to claim 5, wherein the steel arch or the grid steel frame is fixedly connected with the H-shaped steel, and the locking steel pipes are installed at the connecting positions.
7. The combined primary support system of claim 1, wherein the arch crown support structure is fixedly connected with a plurality of forepoling steel perforated pipes.
8. The system of claim 1, wherein the primary support structure is arranged outside the secondary lining of the tunnel, and waterproof material is laid between the secondary lining of the tunnel and the primary support structure.
9. The system of claim 8, wherein the secondary tunnel lining is cast of concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921783592.3U CN210888953U (en) | 2019-10-22 | 2019-10-22 | Tunnel pile and arch combined primary support system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921783592.3U CN210888953U (en) | 2019-10-22 | 2019-10-22 | Tunnel pile and arch combined primary support system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210888953U true CN210888953U (en) | 2020-06-30 |
Family
ID=71322366
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201921783592.3U Active CN210888953U (en) | 2019-10-22 | 2019-10-22 | Tunnel pile and arch combined primary support system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN210888953U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113153375A (en) * | 2021-04-08 | 2021-07-23 | 济南城建集团有限公司 | Construction method of support system for preventing support drop and settlement of primary support of ultra-small clear distance tunnel of soft foundation |
-
2019
- 2019-10-22 CN CN201921783592.3U patent/CN210888953U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113153375A (en) * | 2021-04-08 | 2021-07-23 | 济南城建集团有限公司 | Construction method of support system for preventing support drop and settlement of primary support of ultra-small clear distance tunnel of soft foundation |
| CN113153375B (en) * | 2021-04-08 | 2022-12-02 | 济南城建集团有限公司 | Construction method of soft foundation ultra-small clear distance tunnel primary support anti-drop support settlement-reducing support system |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106907159B (en) | Shallow-buried underground excavation subway station separated open type structure and construction method thereof | |
| CN106499413B (en) | A kind of Shallow-buried section tunnel stratum consolidation construction method | |
| US20140314494A1 (en) | Polymer grouting method for constructing vertical supporting system | |
| CN103572755A (en) | Prestressed concrete precast pile | |
| CN106884433A (en) | Control vibrations pile pulling causes the structure of underground structure depression and control depression method | |
| CN106948340B (en) | A kind of construction method of the Manual excavated pile structure of high polymer grouting protection | |
| CN109914472B (en) | Soft soil area assembled comprehensive pipe gallery and construction method thereof | |
| CN106320120A (en) | Construction process for pile slab type non-soil roadbed highway | |
| CN110004991A (en) | Underground structure anti-floating system and construction method based on raised type tangs plate | |
| CN107012875A (en) | Basement supporting | |
| CN109750571A (en) | A kind of road landslide emergency and permanent supporting and retaining system integral structure and construction method | |
| CN113174958A (en) | Construction method for foundation pit of adjacent road under poor ground condition | |
| CN211500658U (en) | Shallow tunnel supporting construction that nearly connects that buries suitable for sand ground | |
| CN102330436A (en) | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank | |
| CN105386610A (en) | Protective construction method for natural-foundation ancient architectures at top of asymmetric deep foundation pit | |
| KR101021915B1 (en) | A method for constructing cut-off temporary structure for sheathing work | |
| CN210888953U (en) | Tunnel pile and arch combined primary support system | |
| CN110552371A (en) | Construction method for eliminating horizontal construction joints of annular lining wall based on reverse construction method | |
| CN104453915B (en) | Big cross section vertical shaft pre-pouring grout reinforces Rapid Excavation method | |
| CN212837843U (en) | IV-class and V-class surrounding rock tunnel concrete lining anti-cracking structure | |
| CN210163910U (en) | Pipeline pipe jacking receiving well foundation pit supporting structure | |
| CN105113513B (en) | Anti-seepage foundation pit supporting structure and construction method | |
| CN203559419U (en) | Prestressed concrete precast pile | |
| CN110344394A (en) | A kind of surrounding deep foundation pit shallow embedding structure base ruggedized construction and construction method | |
| CN105484270A (en) | Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |