CN203383829U - Cover arch template lifting lining structure for weak surrounding rock outside tunnel portal - Google Patents
Cover arch template lifting lining structure for weak surrounding rock outside tunnel portal Download PDFInfo
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- CN203383829U CN203383829U CN201320435398.2U CN201320435398U CN203383829U CN 203383829 U CN203383829 U CN 203383829U CN 201320435398 U CN201320435398 U CN 201320435398U CN 203383829 U CN203383829 U CN 203383829U
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- steel frame
- cover arch
- grid steel
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- arch grid
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Abstract
The utility model discloses a cover arch template lifting lining structure for weak surrounding rock outside a tunnel portal. According to the lining structure, a plurality of portal locking anchor rods are arranged along the outer edge of a first cover arch grating steel frame; a plurality of second groups of cover arch grating steel frames are arranged on the first cover arch grating steel frame and along a longitudinal frame; a plurality of third groups of cover arch grating steel frames are arranged behind the first cover arch grating steel frame and along the longitudinal frame; the first cover arch grating steel frame, the second groups of cover arch grating steel frames and the third groups of cover arch grating steel frames are welded into a whole steel frame through deformed steel bars; bamboo plywood is laid on the inner and outer sides of the whole steel frame; iron wires penetrate through the bamboo plywood and connect longitudinal steel pipes with the whole steel frame. According to the lining structure, a skeleton is arranged in reinforced concrete to serve as a support system of the support template of a concrete template; a template lifting construction technique is adopted for concrete casting. Therefore, a front slope support for the weak surrounding rock at the tunnel portal is formed within an extremely-short time, displacement and sliding down of an open channel front slope and an open channel side slope at the tunnel portal are effectively prevented, large-area collapse of an open channel mountain is prevented, and the safe tunneling of a tunnel is guaranteed.
Description
Technical field
The utility model belongs to the tunnel construction technology field, specifically, be particularly related to a kind of weak especially at tunnel portal construction country rock, need take the urgent Tunnel slope that supports of cover arch, be difficult for forming the external bracing template system within the extremely short time, and hang die bush block process structure with the cover arch of inner self supporting type system.
Background technology
Tunnel concrete waters building lining, also claims the form concrete lining cutting, and the general method adopted is Integral Steel die bush platform building cart; Combined steel formwork is joined steel arch frame, framed bent, moving workbench vehicle; Wooden form is joined wood centering, timber bent, artificial scaffold; Wooden form is joined steel arch frame, steel framed bent, artificial scaffold etc.
Adopting above-mentioned formwork way is all by external support system, guarantees that the location of template is with firm.Its loading characteristic is that the stress produced in concreting process passes to template, and template passes to stress again lining trolley or arch, framed bent.Therefore, the precondition that tunnel concrete waters building lining be before building except having template, also must make lining trolley or arch, framed bent as external support system.
The in particular cases experience heavy rain that does not complete making when lining trolley or arch, framed bent attacks, the tunnel portal open channel is met slope and side slope is subjected to displacement, glides, if do not take urgent measure, will cause that the open channel massif is large-area to collapse, be difficult to guarantee that tunnel safety enters hole.Adopt conventional method special-shaped section form bracing system processing and fabricating that a time course must be arranged, wait the form bracing system processing and fabricating to complete, accident occurs certainly.
The utility model content
Technical problem to be solved in the utility model is to provide the timely and effective Support System in Soft Rock Tunnels hole overcoat arch collapsed that prevents from coming down of a kind of energy to hang die bush block process structure.
The technical solution of the utility model is as follows: overcoat arch in a kind of Support System in Soft Rock Tunnels hole hangs die bush and builds structure, it is characterized in that: slanted floor setting after the front height of a Pin cover arch grid steel frame (1) adapted with the tunnel portal shape, outer rim along a Pin cover arch grid steel frame (1) is provided with some hole snap close anchor poles (2), form leading tubule canopy (3), the rear end of described leading tubule canopy (3) is close to and is welded on the outer rim of a Pin cover arch grid steel frame (1), forms the tunnel fore shaft; Longitudinally set up second group of cover arch grid steel frame (4) that a plurality of arc length do not wait on a described Pin cover arch grid steel frame (1), this second group cover arch grid steel frame (4) is perpendicular to horizontal plane, and the two ends of second group of cover arch grid steel frame (4) bottom are welded on a Pin cover arch grid steel frame (1); Longitudinally set up the 3rd group of cover arch grid steel frame (5) that a plurality of arc length equate at the rear of a described Pin cover arch grid steel frame (1), the 3rd group of cover arch grid steel frame (5) is perpendicular to horizontal plane; A described Pin overlaps arch grid steel frame (1), second group of cover arch grid steel frame (4) and the 3rd group of cover and encircles grid steel frame (5) by vertically drawing the logical screw-thread steel of arranging to weld together, and forms whole steelframe; All lay bamboo offset plate (6) in the interior outside of whole steelframe, the bamboo offset plate (6) of the inside is inner formword, the bamboo offset plate (6) of outside is exterior sheathing, and arrange vertical steel pipe (7) along the outer rim of bamboo offset plate (6), iron wire (8) couples together vertical steel pipe (7) and whole steelframe through bamboo offset plate (6), and placing sand is starched cushion block between the bamboo offset plate (6) of each junction and whole steelframe.After above structure sets, concreting, the reinforced concrete soil suite that forms tunnel face encircles.
As preferably, a described Pin cover arch grid steel frame (1), second group of cover arch grid steel frame (4) and the 3rd group of cover arch grid steel frame (5) three's end face maintenance is concordant.
As preferably, described hole snap close anchor pole (2) is steel pipe, and the distance between two adjacent hole snap close anchor poles (2) equates.
As preferably, the distance between two adjacent second group of cover arch grid steel frame (4) equates, the distance between two adjacent the 3rd group of cover arch grid steel frames (5) also equates.
Beneficial effect: the utility model is not having lining trolley or arch, in the situation of framed bent, take full advantage of the existing common used material in job site and machining machine and tool, complete rapidly the construction of reinforced concrete soil suite arch within the extremely short time, special-shaped section steel concrete is built without external support system, by increasing the rigidity of steel concrete reinforcing bar self, form self supporting type special-shaped section steel concrete formwork for placing support system, employing is hung the mould construction technology and is carried out concreting, form like this Support System in Soft Rock Tunnels hole and meet the slope support within the extremely short time, effectively stoped the hole open channel to meet the displacement of slope and side slope, glide, having prevented that the open channel massif is large-area collapses and the tunnel portal unstability, guaranteed that tunnel safety enters hole.The utility model is in particular cases a kind of effective measures emergency repair, and it is applicable to concrete-pouring template outer support members shortage, and the concreting irregular structure, apply the temporary works under tight, the fireballing emergency condition of time requirement.
The accompanying drawing explanation
Fig. 1 is the front view of cover arch grille arch steelframe and tunnel fore shaft.
The A-A sectional view that Fig. 2 is Fig. 1.
The B place enlarged drawing that Fig. 3 is Fig. 2.
The C that Fig. 4 is Fig. 3 is to view.
The face that collapses that Fig. 5 forms for tunnel portal after heavy rain for the second time.
The specific embodiment
Below in conjunction with drawings and Examples, the utility model is described in further detail:
As shown in Figure 1, Figure 2, Figure 3, Figure 4, overcoat arch in Support System in Soft Rock Tunnels hole hangs die bush and builds structure, arranges according to the following steps:
1) be close to the penumbra, tunnel at tunnel portal the Pin cover arch grid steel frame 1 that one Pin and cavity entrance shape adapt is installed, the one Pin cover arch grid steel frame 1 Inner edge section is slightly larger than the tunnel excavation range line profile, the one Pin cover arch grid steel frame 1 preferably is welded by the 22mm screw-thread steel, and the sectional dimension of first set arch grid steel frame 1 is preferably 250 * 250mm
2;
2) outer rim of being close to a Pin cover arch grid steel frame 1 is squeezed into some hole snap close anchor poles 2 along the tunnel trend, form leading tubule canopy 3, described hole snap close anchor pole 2 is preferably the steel pipe of long 3.5m, diameter 40mm, distance between two adjacent hole snap close anchor poles 2 is equal, and the present embodiment is preferably 200mm; The rear end of described leading tubule canopy 3 is close to and is welded on the outer rim of a Pin cover arch grid steel frame 1, forms the tunnel fore shaft;
3) start to set up backward from the top of penumbra, tunnel second group of cover arch grid steel frame 4 that a plurality of arc length do not wait, shape and the tunnel arch of this second group cover arch grid steel frame 4 adapt, its Inner edge is slightly larger than the tunnel excavation range line profile, second group of cover arch grid steel frame 4 is perpendicular to horizontal plane, the arc length of second group of cover arch grid steel frame 4 increases from front to back gradually, the end face of described second group of cover arch grid steel frame 4 keeps concordant with the end face of a Pin cover arch grid steel frame 1, the two ends of second group of cover arch grid steel frame 4 bottom are welded on a Pin cover arch grid steel frame 1, distance between two adjacent second group of cover arch grid steel frame 4 equates, be preferably 250mm in the present embodiment, simultaneously, start to set up backward from the bottom of penumbra, tunnel the 3rd group of cover arch grid steel frame 5 that a plurality of arc length equate, the 3rd group of cover arch grid steel frame 5 is positioned at the rear of second group of cover arch grid steel frame 4, and perpendicular to horizontal plane, the shape of the 3rd group of cover arch grid steel frame 5 and the section configuration in tunnel adapt, its Inner edge is slightly larger than the tunnel excavation range line profile, the end face of the 3rd group of cover arch grid steel frame 5 keeps concordant with the end face of a Pin cover arch grid steel frame 1, distance between two adjacent the 3rd group of cover arch grid steel frames 5 also equates, be preferably 250mm in the present embodiment,
4) vertically draw the logical screw-thread steel of arranging along the interior outer rim of a Pin cover arch grid steel frame 1, this screw-thread steel extends to last the 3rd group cover arch grid steel frame 5 from a Pin cover arch grid steel frame 1, spacing between two adjacent screw-thread steels is preferably 300mm, and each screw-thread steel welds a Pin cover arch grid steel frame 1, second group of cover arch grid steel frame 4 and the 3rd group of cover arch grid steel frame 5, forms whole steelframe;
5) all lay bamboo offset plate 6 in the interior outside of whole steelframe, the bamboo offset plate 6 of the inside is inner formword, the bamboo offset plate 6 of outside is exterior sheathing, and arrange vertical steel pipe 7 along the outer rim of two bamboo offset plates 6, the diameter of this vertical steel pipe 7 is preferably 42mm, and the spacing of 6 vertical steel pipes 7 of correspondence of same bamboo offset plate is preferably 300mm;
6) with vertically steel pipe 7 is corresponding, hoop is every 300mm, vertically bore a hole on bamboo offset plate 6 every 500mm, with iron wire 8, through the hole on bamboo offset plate 6, vertical steel pipe 7 is coupled together with whole steelframe, and between the bamboo offset plate 6 of each junction and whole steelframe placing sand slurry cushion block, the reserved steel bar topping, to guarantee thickness of protection tier;
7) disposablely before inner formword and the following concreting of exterior sheathing haunch all be in place, the above rising with concreting of exterior sheathing haunch, install on limit, build on limit, forms the reinforced concrete soil suite arch of tunnel face.
It is the unavoidable effective measures that adopt under case of emergency that mould construction reinforced concrete cover arch is hung in employing.After applicant's constructing tunnel suffers heavy rain attack for the first time, the tunnel portal open channel is met slope and side slope is subjected to displacement, glides, owner and designing unit have adopted the cover arch brace measure that unit in charge of construction proposes at once, when less than 24 hours, heavy rain attacked for the second time, each cover arch grid steel arch is in place, and the above hole snap close anchor pole of haunch has applied.Therefore, when heavy rain attacks for the second time, effect has been brought into play in first step measure, and after rain, result is the cover arch grid steel arch vault 23cm that sunk; Country rock in reserved hole section collapses, and the degree of depth that wherein vertically collapses below the tubule canopy before the toplap of hole reaches 2m; Leading tubule canopy exposes, and under generation, disturbs distortion; (see Fig. 5, in Fig. 5, D place is the face that collapses formed after heavy rain for the second time) do not occur collapsing more than leading tubule canopy.Beyond the outline line of hole, landslide, still, occur and collapse in just displacement, the increasing of open channel prop cracking.
In the utility model, the layout number of screw-thread steel, vertical steel pipe, vertically between steel pipe and whole steelframe, the number of tie point and distribution form etc. all can be adjusted according to actual needs, at this, do not do and repeat.
Claims (4)
1. a Support System in Soft Rock Tunnels hole overcoat arch hangs die bush and builds structure, it is characterized in that: slanted floor setting after the front height of a Pin cover arch grid steel frame (1) adapted with the tunnel portal shape, outer rim along a Pin cover arch grid steel frame (1) is provided with some hole snap close anchor poles (2), form leading tubule canopy (3), the rear end of described leading tubule canopy (3) is close to and is welded on the outer rim of a Pin cover arch grid steel frame (1), forms the tunnel fore shaft; Longitudinally set up second group of cover arch grid steel frame (4) that a plurality of arc length do not wait on a described Pin cover arch grid steel frame (1), this second group cover arch grid steel frame (4) is perpendicular to horizontal plane, and the two ends of second group of cover arch grid steel frame (4) bottom are welded on a Pin cover arch grid steel frame (1); Longitudinally set up the 3rd group of cover arch grid steel frame (5) that a plurality of arc length equate at the rear of a described Pin cover arch grid steel frame (1), the 3rd group of cover arch grid steel frame (5) is perpendicular to horizontal plane; A described Pin overlaps arch grid steel frame (1), second group of cover arch grid steel frame (4) and the 3rd group of cover and encircles grid steel frame (5) by vertically drawing the logical screw-thread steel of arranging to weld together, and forms whole steelframe; All lay bamboo offset plate (6) in the interior outside of whole steelframe, the bamboo offset plate (6) of the inside is inner formword, the bamboo offset plate (6) of outside is exterior sheathing, and arrange vertical steel pipe (7) along the outer rim of bamboo offset plate (6), iron wire (8) couples together vertical steel pipe (7) and whole steelframe through bamboo offset plate (6), and placing sand is starched cushion block between the bamboo offset plate (6) of each junction and whole steelframe.
2. overcoat arch in Support System in Soft Rock Tunnels according to claim 1 hole hangs die bush and builds structure, it is characterized in that: a described Pin cover arch grid steel frame (1), second group of cover arch grid steel frame (4) keep concordant with the 3rd group of cover arch grid steel frame (5) three's end face.
3. overcoat arch in Support System in Soft Rock Tunnels according to claim 1 hole hangs die bush and builds structure, and it is characterized in that: described hole snap close anchor pole (2) is steel pipe, and the distance between two adjacent hole snap close anchor poles (2) equates.
4. hang die bush block structure according to claim 1 or 2 or 3 described Support System in Soft Rock Tunnels hole overcoat arches, it is characterized in that: the distance between two adjacent second group of cover arch grid steel frame (4) is equal, and the distance between two adjacent the 3rd group of cover arch grid steel frames (5) also equates.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320435398.2U CN203383829U (en) | 2013-07-22 | 2013-07-22 | Cover arch template lifting lining structure for weak surrounding rock outside tunnel portal |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320435398.2U CN203383829U (en) | 2013-07-22 | 2013-07-22 | Cover arch template lifting lining structure for weak surrounding rock outside tunnel portal |
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| Publication Number | Publication Date |
|---|---|
| CN203383829U true CN203383829U (en) | 2014-01-08 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320435398.2U Expired - Fee Related CN203383829U (en) | 2013-07-22 | 2013-07-22 | Cover arch template lifting lining structure for weak surrounding rock outside tunnel portal |
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| CN (1) | CN203383829U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111472811A (en) * | 2020-04-17 | 2020-07-31 | 中国人民解放军63921部队 | Assembled integral GFRP-framework concrete mouth lining structure for rapid repair of tunnel mouth and rapid repair method |
-
2013
- 2013-07-22 CN CN201320435398.2U patent/CN203383829U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111472811A (en) * | 2020-04-17 | 2020-07-31 | 中国人民解放军63921部队 | Assembled integral GFRP-framework concrete mouth lining structure for rapid repair of tunnel mouth and rapid repair method |
| CN111472811B (en) * | 2020-04-17 | 2021-06-01 | 中国人民解放军63921部队 | Assembled integral GFRP-framework concrete mouth lining structure for rapid repair of tunnel mouth and rapid repair method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140108 Termination date: 20170722 |