CN204532356U - Underground dome excavation construction arrangement - Google Patents
Underground dome excavation construction arrangement Download PDFInfo
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- CN204532356U CN204532356U CN201520263076.3U CN201520263076U CN204532356U CN 204532356 U CN204532356 U CN 204532356U CN 201520263076 U CN201520263076 U CN 201520263076U CN 204532356 U CN204532356 U CN 204532356U
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Abstract
The utility model relates to underground dome excavation construction arrangement.This Construction Arrangement structure comprises: centre strut and construction passage; Construct passage from underground dome extension to centre strut; Centre strut is the step-like column construction successively decreased from bottom to top; The excavation that the side of centre strut arranges III annular base tunnel from bottom to top uncovers face, and the excavation of I 3 annular base tunnels uncovers face, the excavation of I 1 annular base tunnels uncover face, I 2 annular base tunnels excavation uncover face, II annular base tunnel excavation to uncover face; " ten " font is set in centre strut and excavates the face that uncovers.First reserve centre strut in excavation, then excavate dome annular base tunnel country rock, then central excavation pillar.This Construction Arrangement can reduce temporary support, saves construction costs, improves the stability of country rock and the safety of construction in dome digging process simultaneously.
Description
Technical field
The utility model relates to underground construction technical field, is specifically related to underground dome excavation construction arrangement.
Background technology
At present, the digging construction method in tunnel is more, comprises full section method, benching tunnelling method, two side-wall pilot tunnel, median septum method etc., and Technical comparing is ripe, can meet the tunnel excavation of different section size under different surrounding rock condition.And for large-scale underground dome structure, because moulding is special, force-bearing of surrounding rock mass state is also comparatively complicated, also there is no ripe excavation method at present, need to increase too much temporary support.
Utility model content
Embodiment of the present utility model provides a kind of underground dome excavation construction arrangement, and can solve traditional excavation method difficulty or ease and adapt to the construction of Large Span Underground dome, too much temporary support increases the problem of excavation cost.
There is provided a kind of underground dome excavation construction arrangement according to an aspect of the present utility model, comprising: centre strut and construction passage; Described construction passage is from underground dome extension extremely described centre strut; Described centre strut is the step-like column construction successively decreased from bottom to top; The excavation that the side of described centre strut arranges III annular base tunnel from bottom to top uncovers face, and the excavation of I 3 annular base tunnels uncovers face, the excavation of I 1 annular base tunnels uncover face, I 2 annular base tunnels excavation uncover face, II annular base tunnel excavation to uncover face; " ten " font is set in described centre strut and excavates the face that uncovers.
In certain embodiments, be preferably, described I 1 annular base tunnels are than the advanced 3-5 rice of described I 2 annular base tunnel, and described I 2 annular base tunnels are than the advanced 3-5 rice of described I 3 annular base tunnel.
In certain embodiments, be preferably, described I 1 annular base tunnels, I 2 annular base tunnels, I 3 annular base tunnels, described II annular base tunnel, the face of described III annular base tunnel, the face at described centre strut top are sprayed with layer of concrete, steel fibrous concrete layer from inside to outside successively; Described steel fibrous concrete layer hangs steel mesh reinforcement, described layer of concrete anchoring first hollow bolt, the second hollow bolt; The length of described first anchor pole is greater than the length of described second anchor pole, and described first anchor pole and described second anchor pole are alternately arranged.
In certain embodiments, be preferably, described underground dome excavation construction arrangement also comprises the first prestress anchorage cable row, described first prestress anchorage cable row is circulus, surrounded by the first prestress anchorage cable between multiple homogeneous phase, one end of each described first prestress anchorage cable is anchored in the face of described I 3 annular base tunnels; Adjacent two the first prestress anchorage cable circumferential distances are setting value.
In certain embodiments, be preferably, described underground dome excavation construction arrangement also comprises the second prestress anchorage cable row, described second prestress anchorage cable row is circulus, surrounded by the second prestress anchorage cable between multiple homogeneous phase, one end of each described second prestress anchorage cable is anchored in the face of described III annular base tunnel; Adjacent two the second prestress anchorage cable circumferential distances are setting value.
The underground dome excavation construction arrangement provided by embodiment of the present utility model, compared with prior art, adopts reserved centre strut region, supports dome country rock, improve the stability of country rock with the core column reserved to dome central authorities; Be reduce successively from top to bottom step-like by neutral pillar, carry out annular excavation with guide pit, in digging process, carry out support reinforcement, last central excavation pillar, and progressively carry out support reinforcement.This Construction Arrangement and excavation method can reduce temporary support, save construction costs, improve the stability of country rock and the safety of construction in dome digging process simultaneously.
Accompanying drawing explanation
In order to be illustrated more clearly in the utility model embodiment or technical scheme of the prior art, discuss to the accompanying drawing used required in embodiment or description of the prior art below, obviously, only embodiments more of the present utility model in the technical scheme be described by reference to the accompanying drawings, for those of ordinary skills, under the prerequisite not paying creative work, other embodiment and accompanying drawing thereof can also be obtained according to these accompanying drawing illustrated embodiments.
Fig. 1 is dome excavation construction arrangement generalized section in underground in the utility model embodiment;
Fig. 2 is underground dome excavation construction arrangement floor map in the utility model Fig. 1;
Fig. 3 is the excavation structural profile schematic diagram excavating I 1 annular base tunnels, I 2 annular base tunnels, I 3 annular base tunnels in the utility model embodiment;
Fig. 4 is the excavation plan view that the utility model Fig. 3 is corresponding;
Fig. 5 is the excavation structural profile schematic diagram excavating II annular base tunnel in the utility model embodiment;
Fig. 6 is the excavation plan view that the utility model Fig. 4 is corresponding;
Fig. 7 is the excavation structural profile schematic diagram excavating III annular base tunnel in the utility model embodiment;
Fig. 8 is the excavation plan view that the utility model Fig. 7 is corresponding;
Fig. 9 is the excavation structural profile schematic diagram of central excavation pillar " ten " font annular base tunnel in the utility model embodiment;
Figure 10 is the excavation plan view that the utility model Fig. 9 is corresponding;
Figure 11 is that in the utility model embodiment, the remaining cross section of central excavation pillar is the excavation structural profile schematic diagram of fan-shaped annular base tunnel;
Figure 12 is the excavation plan view that the utility model Figure 11 is corresponding.
Detailed description of the invention
Carry out clear complete description below with reference to the technical scheme of accompanying drawing to each embodiment of the utility model, obviously, described embodiment is only a part of embodiment of the present utility model, instead of whole embodiment.Based on the embodiment in the utility model, other embodiments all that those of ordinary skill in the art obtain under the prerequisite not needing creative work, all in the scope that the utility model is protected.
Consider that current ultra-large type underground dome adopts during existing dome excavation technology to need to use too much temporary lining, excavation cost increases, and excavation safety is difficult to the problem of guarantee, present embodiments provides a kind of underground dome excavation construction arrangement.
A kind of underground dome excavation construction arrangement, comprising: centre strut and construction passage; Construct passage from underground dome extension to centre strut; Centre strut is the step-like column construction successively decreased from bottom to top; The excavation that the side of centre strut arranges III annular base tunnel from bottom to top uncovers face, and the excavation of I 3 annular base tunnels uncovers face, the excavation of I 1 annular base tunnels uncover face, I 2 annular base tunnels excavation uncover face, II annular base tunnel excavation to uncover face; " ten " font is set in centre strut and excavates the face that uncovers.
A kind of underground dome excavation method, comprising: step 1, and reserved centre strut supports annular base tunnel country rock on dome; Step 2, excavation dome annular base tunnel country rock, and carry out support reinforcement; Dome annular base tunnel comprises: from bottom to top III annular base tunnel, I 3 annular base tunnels, I 1 annular base tunnels, I 2 annular base tunnels, II annular base tunnel; Step 3, annular base tunnel core column in center " ten " cabinet frame of central excavation pillar, carries out support reinforcement; Step 4, the remaining annular base tunnel of central excavation pillar, carries out support reinforcement.
Adopt reserved centre strut region, support dome country rock with the core column reserved to dome central authorities, improve the stability of country rock; Be reduce successively from top to bottom step-like by neutral pillar, carry out annular excavation with guide pit, in digging process, carry out support reinforcement, last central excavation pillar, and progressively carry out support reinforcement.This Construction Arrangement and excavation method can reduce temporary support, save construction costs, improve the stability of country rock and the safety of construction in dome digging process simultaneously.
Next each technical scheme is described in detail:
The utility model is in order to reduce the use of falsework, and first reserved centre strut region, supports annular base tunnel country rock on dome with centre strut, carries out excavation and the supporting of dome annular base tunnel subsequently, subsequently central excavation pillar again.Based on this construction core concept, first inventor carries out the layout of structure to underground dome excavation construction, as Fig. 1, shown in 2:
Comprise: centre strut and construction passage 1; Centre strut is reserved, construction passage 1 be outside the dome of underground, enter the central core of circulation of carrying out in dome excavating, construct passage 1 from underground dome extension to centre strut.This passage is unobstructed is two or more, and is that symmetrical centre is symmetrical with centre strut, can keep integrally-built stable from symmetrical direction excavation.Centre strut is different from the basically identical cylinder of conventional diameter of section up and down, and this centre strut is the step-like column construction successively decreased from bottom to top, and form bottom large, the structure that top is little, can improve the support force of central area further.The excavation that the side of centre strut arranges III annular base tunnel from bottom to top uncovers face, the excavation of I 3 annular base tunnels uncovers face, the excavation of I 1 annular base tunnels uncover face, I 2 annular base tunnels excavation uncover face, II annular base tunnel excavation to uncover face, arrange " ten " font excavation in centre strut to uncover face, construction passage 1 all has duck eye (working tunnel) to extend to these excavations corresponding to uncover face.
Based on the centre strut of above-mentioned step-like structure, I 1 annular base tunnels are than the advanced 3-5 rice of I 2 annular base tunnel, I 2 annular base tunnels are than the advanced 3-5 rice of I 3 annular base tunnel, I 1 annular base tunnels are between I 2 annular base tunnels and I 3 annular base tunnels, I 3 annular base tunnels and the I 1 annular excavation with guide pit faces of uncovering are same step side, and the excavation face of uncovering of I 2 annular base tunnels is that I 1 annular excavation with guide pits uncover place, face step upper level step.
Need to carry out support reinforcement in time after annular excavation with guide pit, therefore, the face of I 1 annular base tunnels, I 2 annular base tunnels, I 3 annular base tunnels, II annular base tunnel, III annular base tunnel, the face at centre strut top are sprayed with layer of concrete, steel fibrous concrete layer from inside to outside successively; First spray the steel fibrous concrete layer of C30, thickness is at 5 centimetres, and spray C25 layer of concrete subsequently, thickness is at 20 centimetres.Wherein steel fibrous concrete layer hangs Φ 6 steel mesh reinforcement, reinforces further steel fibrous concrete layer.Layer of concrete anchoring first hollow bolt, the second hollow bolt; The length of the first anchor pole 2 is greater than the length of the second anchor pole 3, and the first anchor pole 2 and the second anchor pole 3 are alternately arranged.First anchor pole 2 is Φ 28 first hollow anchor bar, L=6m; Second anchor pole 3 is Φ 22 second hollow anchor bar, L=3m.
In order to further reinforcing, technical in technique scheme, inventor has and has carried out reinforcing design further, this arrangement also comprises prestress anchorage cable row, (differentiation of the first prestress anchorage cable, the second prestress anchorage cable is not carried out herein by the prestress anchorage cable between multiple homogeneous phase, what it adopted is all prestress anchorage cable, numbering is just clearer in order to what illustrate in detail in the claims) surround, one end of each prestress anchorage cable is anchored in the face of I 3 annular base tunnels (layer of concrete of face spray specifically); Because I 3 annular base tunnels are loop configuration, therefore prestress anchorage cable row is circulus, adjacent two prestress anchorage cable circumferential distances are setting value, setting value can according to the size descending dome particularly, and the diameter of prestress anchorage cable, number, length are determined, those skilled in the art can implement according to general knowledge.
Similar with technique scheme, also comprise prestress anchorage cable row, surrounded by the prestress anchorage cable between multiple homogeneous phase, each prestress anchorage cable (does not carry out the differentiation of the first prestress anchorage cable, the second prestress anchorage cable herein, what it adopted is all prestress anchorage cable, and numbering is just clearer in order to what illustrate in detail in the claims) one end be anchored in the layer of concrete of the face of III annular base tunnel; Its support reinforcement is carried out to III annular base tunnel.Prestress anchorage cable row is for circulus, and adjacent two prestress anchorage cable circumferential distances are setting value, and setting value can according to the size descending dome particularly, and the diameter of prestress anchorage cable, number, length are determined, and those skilled in the art can implement according to general knowledge.
In addition, after III annular excavation with guide pit adds and is affixed to the first anchor pole 2, second anchor pole 3, the reinforcing of annular collar tie beam has also been carried out.Annular collar tie beam wide and high all according to the size of dome, highly determine, those skilled in the art can implement according to existing knowledge.
The dome of this Construction Arrangement structure above centre strut has sprayed steel fibrous concrete layer, layer of concrete too, hangs steel mesh reinforcement at steel fibrous concrete layer simultaneously, and at layer of concrete anchoring first anchor pole 2, second anchor pole 3, the two length is different, distributes alternately.
Next, digging in-situ is carried out based on underground dome excavation construction arrangement in above-mentioned each technical scheme:
Step 101, reserved centre strut supports annular base tunnel country rock on dome;
Step 102, excavation dome annular base tunnel country rock, and carry out support reinforcement;
Dome annular base tunnel comprises: from bottom to top III annular base tunnel, I 3 annular base tunnels, I 1 annular base tunnels, I 2 annular base tunnels, II annular base tunnel;
Step 103, annular base tunnel core column in center " ten " cabinet frame of central excavation pillar, carries out support reinforcement;
Step 104, the remaining annular base tunnel of central excavation pillar, carries out support reinforcement.
Next, by a specific embodiment, above-mentioned excavation method is described:
The first step, as shown in Figure 3,4, adopt little pilot tunnel to enter collecting and distributing hall by main channel, adopt benching tunnelling method to excavate I 1, I 2, I 3 annular base tunnels successively, wherein I 1 annular base tunnels are than the advanced 3-5m of I 2 annular base tunnel, and I 2 annular base tunnels are than the advanced 3-5m of I 3 annular base tunnel; Just the thick C30 steel fibrous concrete of 5cm is sprayed after excavation; After hanging Φ 6 steel mesh reinforcement@20cm × 20cm, then spray the thick C25 concrete of 20cm; Perform Φ 28 ,@1.5 × 1.5m, L=6m hollow bolt 22; Φ 22 ,@1.5 × 1.5m, L=3m hollow bolt 3, length is alternately arranged; Perform first row 1000KN prestress anchorage cable 4, long 20m, circumferential distance 2.5m.Adopt Φ 28 ,@1.5 × 1.5m, L=6m grouting rock bolt 5 anchoring.
Second step, excavation II annular base tunnel rock mass, as shown in Figure 5,6; Just the thick C30 steel fibrous concrete of 5cm is sprayed after excavation; After hanging Φ 6 steel mesh reinforcement@20cm × 20cm, then spray the thick C25 concrete of 20cm; Perform Φ 28 hollow bolt 2@1.5 × 1.5m, L=6m; Φ 22 hollow bolt 3@1.5 × 1.5m, L=3m, anchor pole length is alternately arranged.
3rd step, excavation III annular base tunnel rock mass, as shown in Figure 7,8; Just the thick C30 steel fibrous concrete of 5cm is sprayed after excavation; After hanging Φ 6 steel mesh reinforcement@20cm × 20cm, then spray the thick C25 concrete of 20cm; Perform Φ 28 hollow bolt 2@1.5 × 1.5m, L=6m; Φ 22 hollow bolt 3@1.5 × 1.5m, L=3m, anchor pole length is alternately arranged; Perform second row 1000KN prestress anchorage cable 4, long 20m, circumferential distance 2.5m; Perform annular collar tie beam, the wide 1.0m of collar tie beam, high 1.35m.
4th step, " cross " to wearing annular base tunnel core column in excavation, as shown in Fig. 9,10; Just the thick C30 steel fibrous concrete of 5cm is sprayed after excavation; After hanging Φ 6 steel mesh reinforcement@20cm × 20cm, then spray the thick C25 concrete of 20cm; Perform Φ 28 hollow bolt 2@1.5 × 1.5m, L=6m; Φ 22 hollow bolt 3@1.5 × 1.5m, L=3m, anchor pole length is alternately arranged.
5th step, excavation V annular base tunnel rock mass, as shown in Figure 11,12; Just the thick C30 steel fibrous concrete of 5cm is sprayed after excavation; After hanging Φ 6 steel mesh reinforcement@20cm × 20cm, then spray the thick C25 concrete of 20cm; Perform Φ 28 hollow bolt 2@1.5 × 1.5m, L=6m; Φ 22 hollow bolt 3@1.5 × 1.5m, L=3m, anchor pole length is alternately arranged.
6th step, after first Zhi Wending, remove temporary lining, benching tunnelling method excavates residue rock mass successively, performs tunnel floor and paving.
The core concept of the technical program is first Ring Cutting dome surrounding country rock, reserved central nucleus stem supports annular base tunnel country rock on dome, the core column making full use of dome central authorities reserved supports dome country rock, to ensure the stability of country rock, after dome apical ring shape base tunnel support construction completes and stablizes, then excavate core column.The arrangement of this excavation sequence can make full use of the supporting role of central nucleus stem, thus reduces temporary support significantly, saves construction costs, improves the stability of country rock and the safety of construction in dome digging process simultaneously.
The various embodiments that the utility model provides can combine as required in any way mutually, the technical scheme obtained by this combination, also in scope of the present utility model.
Obviously, when not departing from spirit and scope of the present utility model, those skilled in the art can carry out various change and modification to the utility model.If to change of the present utility model these and modification is within the scope of claim of the present utility model and equivalent thereof, then the utility model also will comprise these and change and modification.
Claims (5)
1. a underground dome excavation construction arrangement, is characterized in that, comprising: centre strut and construction passage; Described construction passage is from underground dome extension extremely described centre strut; Described centre strut is the step-like column construction successively decreased from bottom to top; The excavation that the side of described centre strut arranges III annular base tunnel from bottom to top uncovers face, and the excavation of I 3 annular base tunnels uncovers face, the excavation of I 1 annular base tunnels uncover face, I 2 annular base tunnels excavation uncover face, II annular base tunnel excavation to uncover face; " ten " font is set in described centre strut and excavates the face that uncovers.
2. underground as claimed in claim 1 dome excavation construction arrangement, is characterized in that, described I 1 annular base tunnels are than the advanced 3-5 rice of described I 2 annular base tunnel, and described I 2 annular base tunnels are than the advanced 3-5 rice of described I 3 annular base tunnel.
3. underground as claimed in claim 2 dome excavation construction arrangement, it is characterized in that, described I 1 annular base tunnels, I 2 annular base tunnels, I 3 annular base tunnels, described II annular base tunnel, the face of described III annular base tunnel, the face at described centre strut top are sprayed with layer of concrete, steel fibrous concrete layer from inside to outside successively; Described steel fibrous concrete layer hangs steel mesh reinforcement, described layer of concrete anchoring first hollow bolt, the second hollow bolt; The length of described first anchor pole is greater than the length of described second anchor pole, and described first anchor pole and described second anchor pole are alternately arranged.
4. the underground dome excavation construction arrangement as described in any one of claim 1-3, it is characterized in that, also comprise the first prestress anchorage cable row, described first prestress anchorage cable row is circulus, surrounded by the first prestress anchorage cable between multiple homogeneous phase, one end of each described first prestress anchorage cable is anchored in the face of described I 3 annular base tunnels; Adjacent two the first prestress anchorage cable circumferential distances are setting value.
5. underground as claimed in claim 4 dome excavation construction arrangement, it is characterized in that, also comprise the second prestress anchorage cable row, described second prestress anchorage cable row is circulus, surrounded by the second prestress anchorage cable between multiple homogeneous phase, one end of each described second prestress anchorage cable is anchored in the face of described III annular base tunnel; Adjacent two the second prestress anchorage cable circumferential distances are setting value.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104806252A (en) * | 2015-04-28 | 2015-07-29 | 中铁工程设计咨询集团有限公司 | Underground dome excavation construction arrangement structure and excavation method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104806252A (en) * | 2015-04-28 | 2015-07-29 | 中铁工程设计咨询集团有限公司 | Underground dome excavation construction arrangement structure and excavation method |
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