CN204402507U - Top concrete structure hung by a kind of underground chamber - Google Patents
Top concrete structure hung by a kind of underground chamber Download PDFInfo
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- CN204402507U CN204402507U CN201420849126.1U CN201420849126U CN204402507U CN 204402507 U CN204402507 U CN 204402507U CN 201420849126 U CN201420849126 U CN 201420849126U CN 204402507 U CN204402507 U CN 204402507U
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Abstract
The utility model provides a kind of underground chamber to hang top concrete structure, comprises and hangs top concrete; Concrete two spandrel positions, described extension top do not arrange abut, but are provided with spandrel prestressed anchor; The country rock that described spandrel prestressed anchor inserts cavern forms robust structure.The utility model provides a kind of underground chamber to hang top concrete structure simultaneously, and the utility model can effectively ensure to hang the concrete construction effect in top, simplify construction, substantially increases efficiency of construction.Structural soundness of the present utility model is very reliable, breaks and thinks that hanging top concrete structure can only support just reliable technology prejudice with abut in industry in the past.
Description
Technical field
The utility model relates to waterpower construction work, and particularly top concrete structure hung by a kind of underground chamber.
Background technology
Hang the underground chamber that top concrete (i.e. arch top concrete lining) is applicable to following excavation situation: 1. underground chamber structure height is large, if lining concrete takes the scheme of first digging backsight, need after having excavated, build very high full hall bearing bent frame to carry out, not only difficulty of construction is large, there is potential safety hazard in the construction period, the duration is also relatively long.For reducing later stage construction of concrete lining difficulty, after underground chamber first floor excavation, namely carry out the concrete lining construction in extension top; 2. underground rock cavern condition is poor, and after underground chamber first floor excavation, namely the concrete lining cutting in top is hung in construction, adjoining rock stability during to ensure later stage excavation construction and construction safety.
Hanging the concrete technical scheme in top (see accompanying drawing 1) in the past, and needing two spandrels hanging top concrete 2 to reserve abut 4, the similar block tongue of abut 4, will the Stress transmit of top concrete 2 be hung to surrounding rock of chamber.There is following problem in this schematic design:
1) reserved abut excavation forming difficulty, even if well construction also occurs the situation that even abut is unsettled of backbreaking on a large scale unavoidably, now reduces on the contrary and hangs the concrete supporting capacity in top, be degrading structural safety;
2) two spandrels reserve the extension top concrete of abut, after completing underground chamber full-section lining, the concrete structure size backfilled due to reserved abut is large, rigidity large, easily produces larger stress at this position and concentrates, change the integrality of underground chamber concrete lining structural bearing;
But comparatively large in cavern's lining concrete size, extension top is concrete when great, carries out firmly if do not design abut structure, concrete maintains himself and stablizes very difficult, easily accidents caused; Therefore, the above-mentioned design of the abut with larger defect is still widely used, and water conservancy industry technician, for the consideration of technology maturation, generally can not adopt the scheme of other " unreliable ", there is certain thinking inertia and technology prejudice in industry.
Utility model content
Based on the deficiencies in the prior art, problem to be solved in the utility model is to provide a kind of without abut, the extension top concrete technology scheme adopting reinforcement with prestressed anchor both sides spandrel, ensures without hanging the safety of top concrete under pressure from surrounding rock and selfweight stress when abut.
For solving the problems of the technologies described above, the utility model provides a kind of underground chamber to hang top concrete structure, comprises and hangs top concrete; Concrete two spandrel positions, described extension top do not arrange abut, but are provided with spandrel prestressed anchor; The country rock that described spandrel prestressed anchor inserts cavern forms robust structure.
Prepressed Anchor Parameters is determined by the following method: according to the stage excavation situation of tunnel setting, adopt common finite element calculation procedure (ANSYS, ABAQUS etc.), calculate and hang the stable stress situation of top concrete during work progress and cavern excavation process in rock pressure, concussion of blasting situation, according to the tensile stress at spandrel position calculated and the size of shear stress, determine that every meter is hung the top reinforcing prestressing force of concrete structure required for spandrel, thus determine the prestress value of the radical of the prestressed anchor selected, array pitch and every root anchor pole.According to the anchored end position of the geological condition determination anchor pole of Wall Rock of Tunnel, thus determine the length of prestressed anchor.In conjunction with prestress value and the length of the above-mentioned prestressed anchor determined, determine the diameter of selected prestressed anchor.
Above-mentioned spandrel prestressed anchor is many rows, and array pitch is 1 ~ 2m.
The length of above-mentioned spandrel prestressed anchor is 4.5 ~ 9m.
The diameter of above-mentioned spandrel prestressed anchor is 18 ~ 40mm.
Above-mentioned spandrel prestressed anchor every root later stage prestressing force is 40 ~ 150KN.
Above-mentioned spandrel prestressed anchor is that HRB335 level or HRB400 level indented bars make.
The utility model makes lining cutting spandrel and country rock combine closely by prestressing force mode, by the concrete Stress transmit in extension top to surrounding rock of chamber.Along with sleeping under the excavation of cavern, country rock abutment wall level increases to distortion, and make to hang top concrete both sides arch springing concrete and abutment wall country rock further combined with closely, frictional force between the two increases further, hangs to push up concrete construction effect and obtain Reliable guarantee.
The utility model can effectively ensure to hang the concrete construction effect in top, simplify construction, substantially increases efficiency of construction.And from detection data of the present utility model known (referring to the following examples and accompanying drawing), structural soundness of the present utility model is very reliable, breaks and thought that hanging top concrete structure can only support just reliable technology prejudice with abut in industry in the past.
Describe the utility model in detail below in conjunction with accompanying drawing, it illustrates principle of the present utility model as the part of this manual by embodiment, and other aspects of the present utility model, feature and advantage thereof will become very clear by this detailed description.
Accompanying drawing explanation
The accompanying drawing forming a part of the present utility model is used to provide further understanding of the present utility model, and schematic description and description of the present utility model, for explaining the utility model, is not formed improper restriction of the present utility model.
Fig. 1 is the extension top concrete structure sectional drawing of prior art band abut;
Fig. 2 is the extension top concrete structure sectional drawing of the utility model not with abut;
Fig. 3 is that the utility model hangs top concrete structure typical case monitoring section figure;
Fig. 4 is the displacement-time curve figure of multiple position extensometer M4a7-2 in the utility model embodiment;
Fig. 5 is the displacement-time curve figure of multiple position extensometer M4b7-2 in the utility model embodiment;
Fig. 6 is the displacement-time curve figure of multiple position extensometer M4a7-3 in the utility model embodiment;
Fig. 7 is the displacement-time curve figure of multiple position extensometer M4b7-3 in the utility model embodiment;
Fig. 8 is the opening degree-temperature profile of crown joint meter Ja7-1 in the utility model embodiment;
Fig. 9 is the opening degree-temperature profile of crown joint meter Jb7-1 in the utility model embodiment;
Figure 10 is reinforcing rib meter stress time curve figure in the utility model embodiment;
Figure 11 is the utility model embodiment stream line meter stress time curve figure.
In Fig. 1-11, the corresponding relation of Reference numeral is:
1---cavern;
2---hangs top concrete;
The 3---cavern later stage builds lining concrete;
4---abut;
5---spandrel prestressed anchor;
6---tailrace tunnel top drainage tunnel;
7---left spandrel multiple position extensometer M4a7-2(1. tailrace tunnel), M4b7-2(2. tailrace tunnel);
8---right spandrel multiple position extensometer M4a7-3(1. tailrace tunnel), M4b7-3(2. tailrace tunnel);
9---crown joint meter Ja7-1(1. tailrace tunnel), Jb7-1(2. tailrace tunnel);
10---left spandrel anchor dynamometer D a7P-1;
11---right spandrel anchor dynamometer D a7P-2;
12---left spandrel reinforcing rib meter R a7-3;
13---crown reinforcing rib meter R a7-4;
14---right spandrel reinforcing rib meter R a7-5.
Detailed description of the invention
It should be noted that, when not conflicting, the embodiment in the utility model and the feature in embodiment can combine mutually.Below with reference to the accompanying drawings and describe the utility model in detail in conjunction with the embodiments.For sake of convenience, hereinafter as occur " on ", D score, "left", "right" printed words, only represent consistent with the direction, upper and lower, left and right of accompanying drawing itself, restriction effect is not played to structure.
As shown in Figure 2, top concrete structure hung by a kind of underground chamber, comprises and hangs top concrete 2; The described two spandrel places hanging top concrete 2 do not arrange abut 4, but are provided with spandrel prestressed anchor 5; The country rock that described spandrel prestressed anchor 5 inserts cavern 1 forms robust structure.
The present embodiment is certain western Hydropower Project.This project is installed the large rubber good of 8 800MW, and its right bank underground power station installs 4, unit rated head 100.0m, and the specified flow of quoting of unit is 890m3/s, and diversion system adopts 1 hole 1 machine to arrange, tail water discharge adopts the arrangement in 2 machine 1 holes.2, this underground power station tailwater tunnel length is 310m and 370m, the lining thickness of tailwater tunnel is 1 ~ 2m, cavern excavation maximum size is that 24.4m × 38.4m(is wide × high), excavation size is large, abutment wall is high, wall rock geology complicated condition, and in digging process, adjoining rock stability control difficulty is large, lining cutting difficulty is large, and construction safety risk is large.For reducing later stage construction of concrete lining difficulty, ensureing the excavation construction safety of tailwater tunnel, during construction, adopting the technical program, namely carried out hanging the concrete lining construction in top without abut after tailrace tunnel cavern first floor excavation.
Adopt large-scale general finite element analysis software ABAQUS to set up computation model and carry out computational analysis, under deadweight and rock pressure effect, hanging bottom, concrete spandrel both sides, top without abut is that pressure is cut stressed, stress is less, the radial tensile stress of vault is 0.0848MPa ~ 0.2172MPa, convert every meter of extension top concrete structure and need 470KN reinforcement edge altogether at both sides spandrel, determine that both sides spandrel radial direction respectively selects 2 prestressed anchors, level is to each layout 1 prestressed anchor rod lock, the prestress value of every root anchor pole is 100KN, array pitch is 1m, reinforcement edge can be provided to be 600KN.Because tailwater tunnel wall-rock crack is comparatively grown, complete rock mass stability distance excavation face 5 ~ 7m that the anchored end (long 2m) of prestressed anchor is positioned at, determine that the length of anchor pole is 9m, in conjunction with prestress value (100KN) and the length (9m) of the above-mentioned anchor pole determined, determine that prestressed anchor size diameter is that 32mm is comparatively suitable.Prestressed anchor adopts HRB335 level indented bars to make.Final design parameter is: both sides spandrel respectively arranges 3 long 9m, prestress value is the prestressed anchor of 100KN, applies 300KN prestressed pressure altogether to spandrel position, concrete every side, extension top.
For detecting this actual motion effect of hanging top concrete scheme without abut, 1. and 2. arrange multiple monitoring section at parallel two tailrace tunnels, continuous monitoring has been carried out to concrete position, extension top.
This tail tunnel of hydropower station starts the excavation of 1#, 2# hole first floor for 2008 and hangs top concrete construction, within 2010, completes the lower sleeping excavation of cavern, within 2012, completes the concrete construction of cavern's abutment wall and base plate, lock retaining below the moon in the same year 10.Typical section (see figure 3) monitored data during this period arranges as follows.
Note: the left spandrel multiple position extensometer 7 1. in tailrace tunnel be numbered M4a7-2, right spandrel multiple position extensometer 8 be numbered M4a7-3, crown joint meter 9 be numbered Ja7-1.
2. the left spandrel multiple position extensometer 7 in tailrace tunnel be numbered M4b7-2, right spandrel multiple position extensometer 8 be numbered M4b7-3, crown joint meter 9 be numbered Jb7-1.
1, multi-point displacement data (as shown in FIG. 4,5,6, 7)
Technician arranges multiple position extensometer for monitoring spandrel surrouding rock deformation situation.From left spandrel multiple position extensometer M4a
7-2(1. tailrace tunnel), M4b
7-2(2. tailrace tunnel) and right spandrel multiple position extensometer M4a
7-3(1. tailrace tunnel), M4b
7-3the data variation of (2. tailrace tunnel) can be found out, after hanging top concrete construction, and spandrel adjoining rock stability, structural safety.
2, joint meter (as shown in Figure 8,9)
The deformation that technician hangs between top concrete and country rock for monitoring arranges joint meter.From two joint meter (Ja7-1, Jb7-1) measured value graphs at top, two tail water main holes, certainly bury the change of rear measured value underground all little, after hanging top concrete construction, hang top concrete and country rock all stable, structural safety.
3, reinforcing rib meter (as shown in Figure 10)
Technician hangs the concrete stressing conditions in top for monitoring and arranges reinforcing rib meter.From the charting of three reinforcing rib meters, each reinforcing rib meter measured value is less and stable.In the end of the year 2012, unit generation water-filling, tailrace tunnel carry, and measured value creates sudden change, belongs to normal phenomenon.Stable after hanging top concrete construction, structural safety.
5, anchor dynamometer (as shown in figure 11)
Technician hangs concrete top, top adjoining rock stability situation for monitoring and arranges anchor dynamometer.From anchor dynamometer, change basicly stable.Stable after hanging top concrete construction, top adjoining rock stability safety.
By in the time more than 3 years of hanging top concrete construction, operation to the monitoring of the indexs such as the strain of lining cutting reinforcement stresses, country rock and opening degree, after hanging top concrete construction, hang top concrete and country rock all stable, structural safety.Adopt the construction safety in sleeping excavation stage under not only effectively ensure that this large-scale tailwater tunnel without the concrete technical scheme in abut extension top, and reduce the difficulty of construction of later stage cavern's lining concrete, reduce engineering risk and engineering cost.
The utility model has that effective, structure is simple, efficiency advantages of higher, has good promotional value.
The foregoing is only preferred embodiment of the present utility model; not in order to limit the utility model; all within spirit of the present utility model and principle, any amendment done, equivalent replacement, improvement etc., all should be included within protection domain of the present utility model.
Claims (5)
1. a top concrete structure hung by underground chamber, comprises and hangs top concrete (2); It is characterized in that: the described two spandrel positions hanging top concrete (2) do not arrange abut (4), but are provided with spandrel prestressed anchor (5); The country rock that described spandrel prestressed anchor (5) inserts cavern (1) forms robust structure.
2. top concrete structure hung by underground chamber according to claim 1, it is characterized in that: described spandrel prestressed anchor (5) is many rows, and array pitch is 1 ~ 2m.
3. top concrete structure hung by underground chamber according to claim 1, it is characterized in that: the length of described spandrel prestressed anchor (5) is 4.5 ~ 9m.
4. top concrete structure hung by underground chamber according to claim 1, it is characterized in that: the diameter of described spandrel prestressed anchor (5) is 18 ~ 40mm.
5. top concrete structure hung by underground chamber according to claim 1, it is characterized in that: the later stage prestressing force of the every root of described spandrel prestressed anchor (5) is 40 ~ 150KN.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420849126.1U CN204402507U (en) | 2014-12-29 | 2014-12-29 | Top concrete structure hung by a kind of underground chamber |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201420849126.1U CN204402507U (en) | 2014-12-29 | 2014-12-29 | Top concrete structure hung by a kind of underground chamber |
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| Publication Number | Publication Date |
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| CN204402507U true CN204402507U (en) | 2015-06-17 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104453950A (en) * | 2014-12-29 | 2015-03-25 | 中国电建集团中南勘测设计研究院有限公司 | Underground cavity hanging concrete structure |
-
2014
- 2014-12-29 CN CN201420849126.1U patent/CN204402507U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104453950A (en) * | 2014-12-29 | 2015-03-25 | 中国电建集团中南勘测设计研究院有限公司 | Underground cavity hanging concrete structure |
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| GR01 | Patent grant |