CN104929129A - Concrete cover-weight consolidation grouting method for non-cover-weight combination of different holes through guide pipes - Google Patents
Concrete cover-weight consolidation grouting method for non-cover-weight combination of different holes through guide pipes Download PDFInfo
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- CN104929129A CN104929129A CN201510366732.7A CN201510366732A CN104929129A CN 104929129 A CN104929129 A CN 104929129A CN 201510366732 A CN201510366732 A CN 201510366732A CN 104929129 A CN104929129 A CN 104929129A
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Abstract
The invention relates to a concrete cover-weight consolidation grouting method for non-cover-weight combination of different holes through guide pipes. The invention aims at providing the concrete cover-weight consolidation grouting method for non-cover-weight combination of the different holes through the guide pipes, avoiding a condition that grout blocks hole walls after secondary hole cleaning by a conventional consolidation grouting method, and enhancing the reinforcement grouting pressure of a foundation surface-layer rock mass, so that the surface-layer foundation consolidation grouting quality can be substantially improved. The technical scheme provided by the invention is that a dam is provided with a dam foundation and a dam foundation surface basically flush with the surface of the dam foundation, the dam foundation sequentially comprises a surface-layer rock mass segment and a lapping segment from the dam foundation surface to the bottom, the upper portion of the dam foundation surface has a concrete structure to be poured, and the concrete cover-weight consolidation grouting method for non-cover-weight combination of the different holes through the guide pipes comprises two stages to process the dam foundation.
Description
Technical field
The present invention relates to a kind of uncovered heavily in conjunction with the heavy consolidation grouting method of different hole skirt coagulation earth mulch.Be applicable to the Foundation Consolidation Grouting of Hydraulic and Hydro-Power Engineering dam.Be particularly useful for after nongravity capping concretion grouting is carried out to dam foundation, top layer, basis filled with rock mass because of grouting pressure deficiency cause to rock-mass quality improve degree less or open-assembly time longer again occur lax, between former nongravity capping concretion grouting hole, after redrilling, establish skirt outside to concrete structure, when dam concrete lid heavily meets the demands, carry out consolidation grouting again.
Background technology
The water retaining structure of Hydraulic and Hydro-Power Engineering mostly is concrete dam, and for ensureing the long-term safety after dam dash, concrete dam Foundation Consolidation Grouting quality is most important.
Traditional nongravity capping concretion grouting mode, first the heavy mode of uncovered is adopted to carry out consolidation grouting to basis, but on not, cover coagulation earth mulch weight, the rock mass grouting pressure of top layer, basis certain limit is less, grouting quality is relatively poor, and basic top layer rock mass longlyer easily to relax again afterwards in open-assembly time.Now, usually before concrete covers, adopt and carry out strengthening grouting to after the cleaning bottom of hole of former consolidation grouting hole.Several engineering practice proves, above-mentioned grouting way was owing to having carried out a consolidation grouting in former consolidation grouting hole, and slurries easily block hole wall, and supplementary irrigation midge amount is still less, can not reach the effect of consolidation grouting.
Summary of the invention
The technical problem to be solved in the present invention is: for above-mentioned Problems existing, there is provided a kind of uncovered heavily in conjunction with the heavy consolidation grouting method of different hole skirt coagulation earth mulch, be intended to avoid traditional consolidation grouting mode that the situation of slurry plugs hole wall occurs after secondary cleaning bottom of hole, strengthen basic top layer rock mass strengthening grouting pressure, thus significantly improve top layer Foundation Consolidation Grouting quality.
The technical solution adopted in the present invention is: uncovered is heavily in conjunction with the heavy consolidation grouting method of different hole skirt coagulation earth mulch, have the dam foundation face that dam foundation is substantially smooth with its surface, this dam foundation faces down from dam foundation and is divided into top layer rock mass section and lap segment successively; Top, dam foundation face is concrete structure to be built, and it is characterized in that being divided into two stages to the process of described dam foundation:
First stage,
1.1, nongravity capping concretion grouting hole drilling is carried out to dam foundation face, enter rock h m, and h is much larger than top layer rock mass section and lap segment sum;
1.2, for nongravity capping concretion grouting hole, rock mass lid lap segment and the following rock mass utilization of lap segment being covered top layer rock mass section is heavily in the milk, the heavy low pressure consolidation grouting of uncovered is carried out and sealing of hole to top layer rock mass section;
Second stage,
1.3, in the middle of nongravity capping concretion grouting hole, carry out consolidation grouting short-bore drilling construction, entering the rock degree of depth is top layer rock mass section and lap segment sum, and in consolidation grouting short-bore, establish skirt outside to concrete structure;
1.4, wait that the concrete structure pouring covered is to certain altitude, meet consolidation grouting short-bore when coagulation earth mulch is important to be asked, mantle rock body section and lap segment comprising to the degree of depth and carry out coagulation earth mulch and be heavily in the milk.
Described nongravity capping concretion grouting hole hole depth h=20m, pitch of holes L=3m; Described consolidation grouting short-bore hole depth 6m, wherein top layer rock mass section 5m, lap segment 1m.
The mode of skirt grouting after described consolidation grouting short-bore is heavy by coagulation earth mulch, grouting pressure is increased to 2 ~ 3MPa.
The invention has the beneficial effects as follows: this method is originally being holed and skirt, to concrete structure outside, carries out consolidation grouting by skirt to short-bore again when structural concrete lid heavily meets the demands after again boring consolidation grouting short-bore between the nongravity capping concretion grouting hole of be in the milk.This consolidation grouting mode can avoid traditional consolidation grouting mode secondary cleaning bottom of hole rear slurry blocking hole wall situation, ensure that top layer rock mass section and the grouting between lap segment skirt consolidation grouting hole and nongravity capping concretion grouting hole overlap and significantly can strengthen basic top layer rock mass strengthening grouting pressure, thus significantly improve top layer Foundation Consolidation Grouting quality.
Accompanying drawing explanation
Fig. 1 is layout schematic diagram of the present invention.
Fig. 2 is generalized section of the present invention.
Fig. 3 is the drawing of consolidation grouting short-bore position in Fig. 2.
Detailed description of the invention
As shown in Figures 1 to 3, the present embodiment has dam foundation 3, surface of base is substantially smooth dam foundation face 2, this dam foundation 3 is divided into top layer rock mass section 3-1 downwards successively from dam foundation face 2, and (length symbol b represents, this example is 5m) and lap segment 3-2 (length symbol c represents, this example is 1m); Top, dam foundation face 2 is the concrete structure 1 needing to build.The process of the present embodiment to dam foundation 3 is divided into two stages:
First stage,
1) carry out nongravity capping concretion grouting hole 4 to dam foundation face 2 to hole, enter rock 20m (hole depth symbol h represents), visible h is much larger than top layer rock mass section 3-1 (b=5m) and lap segment 3-2 (c=1m) sum (b+c=6m);
2) for this nongravity capping concretion grouting hole 4, rock mass lid lap segment 3-2 and the following rock mass of lap segment (also having 14m to the following rock mass of lap segment this example) utilization being covered top layer rock mass section 3-1 is heavily in the milk, heavy low pressure (pressure 0.5MPa) consolidation grouting of uncovered is then carried out and sealing of hole to top layer rock mass section 3-1;
Second stage,
3) in the middle of nongravity capping concretion grouting hole 4, (the pitch of holes L=3m in adjacent two nongravity capping concretion grouting holes 4) carry out consolidation grouting short-bore 5 drilling construction, entering the rock degree of depth is top layer rock mass section 3-1 (b=5m) and lap segment 3-2 (c=1m) sum (b+c=6m), and in each consolidation grouting short-bore 5, establish skirt 6 to concrete structure 1 outside, as shown in Figure 3;
4) wait that the concrete structure 1 covered is poured into certain altitude, meet the consolidation grouting short-bore 5 comprising mantle rock body section 3-1 and lap segment 3-2 to the degree of depth when coagulation earth mulch is important to be asked to carry out coagulation earth mulch and be heavily in the milk, grouting pressure can be increased to 2 ~ 3MPa, greatly can improve the consolidation grouting quality of dam foundation top layer rock mass.
Claims (3)
1. a uncovered is heavily in conjunction with the heavy consolidation grouting method of different hole skirt coagulation earth mulch, have the substantially smooth dam foundation face (2) of dam foundation (3) and its surface, this dam foundation (3) is divided into top layer rock mass section (3-1) and lap segment (3-2) downwards successively from dam foundation face (2); Dam foundation face (2) top is concrete structure (1) to be built, and it is characterized in that being divided into two stages to the process of described dam foundation (3):
First stage,
1.1, nongravity capping concretion grouting hole (4) boring is carried out to dam foundation face (2), enter rock h m, and h is much larger than top layer rock mass section (3-1) and lap segment (3-2) sum;
1.2, for nongravity capping concretion grouting hole (4), rock mass lid lap segment (3-2) and the following rock mass utilization of lap segment being covered top layer rock mass section (3-1) is heavily in the milk, the heavy low pressure consolidation grouting of uncovered is carried out and sealing of hole to top layer rock mass section (3-1);
Second stage,
1.3, in the middle of nongravity capping concretion grouting hole (4), consolidation grouting short-bore (5) drilling construction is carried out, entering the rock degree of depth is top layer rock mass section (3-1) and lap segment (3-2) sum, and in consolidation grouting short-bore (5), establish skirt (6) outside to concrete structure (1);
1.4, wait that the concrete structure (1) covered is poured into certain altitude, meet the consolidation grouting short-bore (5) when coagulation earth mulch is important to be asked, mantle rock body section (3-1) and lap segment (3-2) comprising to the degree of depth and carry out coagulation earth mulch and be heavily in the milk.
2. uncovered according to claim 1 is heavily in conjunction with the heavy consolidation grouting method of different hole skirt coagulation earth mulch, it is characterized in that: described nongravity capping concretion grouting hole (4) hole depth h=20m, pitch of holes L=3m; Described consolidation grouting short-bore (5) hole depth 6m, wherein top layer rock mass section (3-1) 5m, lap segment (3-2) 1m.
3. uncovered according to claim 1 is heavily in conjunction with the heavy consolidation grouting method of different hole skirt coagulation earth mulch, it is characterized in that: the mode of skirt grouting after described consolidation grouting short-bore (5) is heavy by coagulation earth mulch, grouting pressure is increased to 2 ~ 3MPa.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510366732.7A CN104929129A (en) | 2015-06-25 | 2015-06-25 | Concrete cover-weight consolidation grouting method for non-cover-weight combination of different holes through guide pipes |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510366732.7A CN104929129A (en) | 2015-06-25 | 2015-06-25 | Concrete cover-weight consolidation grouting method for non-cover-weight combination of different holes through guide pipes |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088094A (en) * | 2016-07-31 | 2016-11-09 | 中水东北勘测设计研究有限责任公司 | High mountain strid Method of Arch Dam Foundation segmentation stage grouting method |
| CN106917409A (en) * | 2017-03-27 | 2017-07-04 | 中国水利水电第四工程局有限公司 | A kind of rock lid weight consolidation grouting construction method |
| CN109610498A (en) * | 2018-12-28 | 2019-04-12 | 中国三峡建设管理有限公司 | Retaining rock lid weight dam foundation treatment method |
| CN109778859A (en) * | 2019-03-12 | 2019-05-21 | 长江勘测规划设计研究有限责任公司 | A kind of full dam of high concrete dam is without storehouse surface consolidation grouting method and structure |
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| CN103046513A (en) * | 2012-12-20 | 2013-04-17 | 长江勘测规划设计研究有限责任公司 | Method for coating and sealing fracture of bed rock in uncovered heavy consolidation grouting |
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| JP2010174555A (en) * | 2009-01-30 | 2010-08-12 | Sumitomo Denko Steel Wire Kk | Anchor structure using anticorrosive prestressed concrete strand and its construction method, anticorrosive prestressed concrete strand assembly, and composite anchor member |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088094A (en) * | 2016-07-31 | 2016-11-09 | 中水东北勘测设计研究有限责任公司 | High mountain strid Method of Arch Dam Foundation segmentation stage grouting method |
| CN106917409A (en) * | 2017-03-27 | 2017-07-04 | 中国水利水电第四工程局有限公司 | A kind of rock lid weight consolidation grouting construction method |
| CN109610498A (en) * | 2018-12-28 | 2019-04-12 | 中国三峡建设管理有限公司 | Retaining rock lid weight dam foundation treatment method |
| CN109778859A (en) * | 2019-03-12 | 2019-05-21 | 长江勘测规划设计研究有限责任公司 | A kind of full dam of high concrete dam is without storehouse surface consolidation grouting method and structure |
| CN109778859B (en) * | 2019-03-12 | 2023-12-12 | 长江勘测规划设计研究有限责任公司 | Concrete high dam all-dam non-bin surface consolidation grouting method and structure |
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Application publication date: 20150923 |
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