CN203129163U - Reinforcing framework structure for dam foundation - Google Patents
Reinforcing framework structure for dam foundation Download PDFInfo
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- CN203129163U CN203129163U CN 201320159986 CN201320159986U CN203129163U CN 203129163 U CN203129163 U CN 203129163U CN 201320159986 CN201320159986 CN 201320159986 CN 201320159986 U CN201320159986 U CN 201320159986U CN 203129163 U CN203129163 U CN 203129163U
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- dam foundation
- pile body
- girth member
- dam
- stabilization
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Abstract
The utility model belongs to the field of dam foundation reinforcing and particularly relates to a reinforcing framework structure for a dam foundation. The reinforcing framework structure for the dam foundation comprises a plurality of pile bodies of which the main bodies are arranged in a soft foundation of the dam foundation. The bottom ends of the pile bodies reach a batholith boundary; the top ends of the pile bodies exceed a ground line; parts of the pile bodies, which exceed the ground line, are laitance sections which can be chiseled away; at least one reinforcing member is arranged in each pile body; the bottom ends of the reinforcing members exceed the batholith boundary; the top ends of the reinforcing members exceed the ground line; and concrete grid beams are fixedly connected by the laitance sections which can be chiseled away and the reinforcing members. The dam foundation reinforcing framework structure is suitable for weak dam foundations, and moreover, the integral strength and the skid resistance of the dam foundation can be remarkably improved.
Description
Technical field
The utility model belongs to the stabilization of dam foundation field, is specifically related to a kind of stabilization of dam foundation frame construction.
Background technology
Engineering circle stabilization of dam foundation method commonly used has: the real sand pile of bath impact extrusion, cement-soil paddling process, dynamic compaction, high-pressure rotary spraying method etc. change and fill out the bed course method, shake.
Change and fill out the bed course method and be applicable to the shallow-layer soft foundation, for the soft stratum dark, that scope is wide that distributes, often because excavation and backfill amount are too big, do not possess economy.
The bath impact extrusion reality of shaking sand pile, cement-soil paddling process are possessing certain advantage aspect raising dam foundation bulk strength and the dam foundation settlement Control, but the antiskid effect is not remarkable.
Dynamic compaction is applicable to gravelly soil, sand, low saturation silt and cohesive soil, collapsible loess, and is not too suitable for mud and mucky soil ground, and when construction vibration is too big, easily disturbs residents.
High-pressure rotary spraying method is a kind of new method that is full of vitality during reinforcing soft foundation is handled, mainly be to utilize the high pressure jet grouting machine that the high pressure jet grouting pipe is sunk to underground desired depth, then the cement paste high pressure rotary is sprayed into soil layer and mix with the soil body, form the cement stabilization body of overlap joint continuously.This method efficiency of construction is high.It is applicable to the reinforcing of soft layers such as quarternary alluvium, diluvial formation, eluvium and artificial earth fill, more and more is extensive use of by people.But high-pressure rotary jet grouting pile is many and close humus soil, silt soil for cellulosic, and often the stake footpath is less behind the pile, intensity is lower, exists not enough at aspects such as dam foundation settlement Control and dam slope antiskid are stable.
The utility model content
For addressing the above problem, the utility model provides a kind of suitable weak dam foundation and can significantly improve the stabilization of dam foundation framework knot of dam foundation bulk strength and anti-slide performance.The employing pressure rotary-spraying steel pipe pile+grid beams reinforcing method of leaping high that shakes inserts steel pipe in the high-pressure rotary-spray pile body with vibroflotation method, and steel pipe is stretched into basement rock, forms frame construction with dam slope grid beams combination overlap joint then.
The technical solution of the utility model is:
A kind of stabilization of dam foundation frame construction comprises that main body is arranged on a plurality of pile bodies in the soft base of the dam foundation, and described pile body bottom is to the batholith line of demarcation, and the pile body top exceeds above-ground route, and described pile body exceeds above-ground route in addition partly for can cut the laitance section; Be provided with at least one girth member in described pile body, and section exceeds the batholith line of demarcation at the bottom of the girth member, the girth member top exceeds above-ground route; The concrete grid beams is fixedlyed connected with girth member by cutting the laitance section.
Described pile body and girth member top all preferably exceed more than the above-ground route 0.3m; Described girth member bottom exceeds the marginal length of batholith and is preferably greater than 0.2m.
Described pile body is preferably the high-pressure rotary-spray pile body.
Described girth member is preferably steel pipe or reinforcing bar.
Described concrete grid beams is preferably dimensioned to be: 350mm ~ 600mm is wide * and 400mm ~ 1000mm height, parallelogram is arranged or rhombus arranges that spacing is 1m ~ 4m, array pitch is 1m ~ 4m.
Compared with prior art, advantage of the present utility model is:
Stabilization of dam foundation frame construction of the present utility model adds girth member in the high-pressure rotary-spray pile body, the girth member bottom is squeezed into below the basement rock 0.2m, utilizes the fixed end effect of basement rock, improves the stability of pile body; The steel pipe that the elevates above the soil concrete grid beams with dam slope is cast in, the two ends up and down of high-pressure rotary-spray steel pipe pile can be pinned, form the integral reinforcing frame construction.This stiffening frame structure improves dam foundation settlement Control and dam slope stability against sliding energy.
Description of drawings
Fig. 1 is girth member mounting structure schematic diagram;
Fig. 2 is stabilization of dam foundation frame construction plane structure schematic diagram;
Fig. 3 is stabilization of dam foundation frame construction inner side structural representation;
Wherein, the 1st, concrete grid beams array pitch, the 2nd, above-ground route, the 3rd, can cut the laitance section, the 4th, pile body, the 5th, soft base, the 6th, basement rock line of demarcation, the 7th, girth member, the 8th, concrete grid beams, the 9th, concrete grid beams spacing.
The specific embodiment
Be described further below in conjunction with the utility model of embodiment.
Embodiment 1:
A kind of stabilization of dam foundation frame construction comprises that main body is arranged on a plurality of pile bodies 4 in the dam foundation soft basic 5, and described pile body 4 bottoms are to batholith line of demarcation 6, and the top exceeds above-ground route 2, and described pile body exceeds above-ground route in addition partly for can cut laitance section 3; Be provided with at least one girth member 7 in described pile body, and section exceeds batholith line of demarcation 6 at the bottom of the girth member, the top exceeds above-ground route 2; Concrete grid beams 8 is fixedlyed connected with girth member 7 by cutting laitance section 3.
Described pile body 4 and girth member 7 tops all exceed more than the above-ground route 0.3m; Described girth member 7 bottoms exceed the marginal length of batholith greater than 0.2m.Described pile body 4 is the high-pressure rotary-spray pile body.Described girth member 7 is steel pipe or reinforcing bar.Described concrete grid beams 8 is of a size of: 350mm ~ 600mm is wide * and 400mm ~ 1000mm height, parallelogram is arranged or rhombus arranges that spacing is 1m ~ 4m, array pitch is 1m ~ 4m.
Concrete job practices is as follows:
(1) utilizes high pressure jet grouting machine gunite pile.The high-pressure rotary-spray grouting crest level 0.3m that should be above the ground level so that the later stage is cut down the laitance of pile crown, removes the pile body weak part.High-pressure rotary-spray grouting end elevation is to the basement rock line of demarcation.
(2) before the cement slurry initial set, start shaking towards mode of high pressure jet grouting machine, rapidly steel pipe is lowered in the high-pressure rotary-spray pile body.
(3) when the basement rock line of demarcation, because the resistance of basement rock is bigger, at this moment can add goodly towards frequency according to actual conditions, will shake towards FREQUENCY CONTROL at 20HZ ~ 40HZ generally speaking.
(4) steel pipe is squeezed into basement rock 0.2m, to utilize the fixed end effect of basement rock, improved the stability of pile body.
(5) cut pile crown laitance section, the steel pipe that the elevates above the soil concrete grid beams with dam slope is cast in.So just, the two ends up and down of high-pressure rotary-spray steel pipe pile can be pinned, form the general frame structure.
(6) cast-in-situ concrete grid beams is of a size of 350mm ~ 600mm wide * 400mm ~ 1000mm height, parallelogram are arranged or rhombus arranges that spacing is 1m ~ 4m, and array pitch is 1m ~ 4m.
Use:
Stabilization of dam foundation frame construction of the present utility model has been used for certain pumped storage power plant, this power station lower storage reservoir homogeneous earth dam crest elevation 24.4m, bottom of the reservior elevation-2.0m, normal pool level elevation 19.0m, level of dead water elevation 0m.
This lower storage reservoir geological conditions is extremely complicated, the thick 2.0～5.0m of top silty clay, and the thick 0～8.0m of silt clay does not wait, the thick 2.20～5.50m of sand gravel stratum.Mucky soil distribution elevation 7.0～15.0m is positioned at below the reservoir level, and a band silt clay was thicker about homogeneous earth dam was long by the about 350m in north side, was 3～8m.Silt clay is the soft shape of moulding, and is a small amount of even be stream and mould shape, contains a small amount of rubble or gravel, stable extreme difference.
According to the operation characteristic of pumped storage, the frequent luffing of the water level of lower storage reservoir rises to fall suddenly suddenly, and the existence of dam foundation soft layer has brought adverse influence for the stable and foundation settlement of dam upstream dam slope.
After using the stabilization of dam foundation scheme of the utility model enforcement, significantly increase shear resistance and the bulk strength of structure, solved the stable problem that reaches sedimentation and deformation of dam foundation soft layer effectively.According to earth dam monitoring achievement, the requirement that can satisfy safe operation after the retaining is assert by the each side that takes part in building.
Claims (5)
1. a stabilization of dam foundation frame construction comprises that main body is arranged on a plurality of pile bodies in the soft base of the dam foundation, it is characterized in that described pile body bottom is to the batholith line of demarcation, and the pile body top exceeds above-ground route, and described pile body exceeds above-ground route in addition partly for can cut the laitance section; Be provided with at least one girth member in described pile body, and section exceeds the batholith line of demarcation at the bottom of the girth member, the girth member top exceeds above-ground route; The concrete grid beams is fixedlyed connected with girth member by cutting the laitance section.
2. according to the described stabilization of dam foundation frame construction of claim 1, it is characterized in that described pile body and girth member top all exceed more than the above-ground route 0.3m; Described girth member bottom exceeds the marginal length of batholith greater than 0.2m.
3. according to claim 1 or 2 described stabilization of dam foundation frame constructions, it is characterized in that described pile body is the high-pressure rotary-spray pile body.
4. according to claim 1 or 2 described stabilization of dam foundation frame constructions, it is characterized in that described girth member is steel pipe or reinforcing bar.
5. according to claim 1 or 2 described stabilization of dam foundation frame constructions, it is characterized in that described concrete grid beams is of a size of: 350mm ~ 600mm is wide * 400mm ~ 1000mm height, parallelogram is arranged or rhombus arranges that spacing is 1m ~ 4m, array pitch is 1m ~ 4m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320159986 CN203129163U (en) | 2013-04-02 | 2013-04-02 | Reinforcing framework structure for dam foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320159986 CN203129163U (en) | 2013-04-02 | 2013-04-02 | Reinforcing framework structure for dam foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203129163U true CN203129163U (en) | 2013-08-14 |
Family
ID=48937158
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201320159986 Expired - Lifetime CN203129163U (en) | 2013-04-02 | 2013-04-02 | Reinforcing framework structure for dam foundation |
Country Status (1)
| Country | Link |
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| CN (1) | CN203129163U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103195077A (en) * | 2013-04-02 | 2013-07-10 | 中国水电顾问集团中南勘测设计研究院 | Dam foundation reinforcement frame structure and dam foundation reinforcement method |
| CN108952674A (en) * | 2018-06-25 | 2018-12-07 | 长江地球物理探测（武汉）有限公司 | A kind of assay method and system of the engaging portion Tu Yan unfavorable geologic body detection |
-
2013
- 2013-04-02 CN CN 201320159986 patent/CN203129163U/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103195077A (en) * | 2013-04-02 | 2013-07-10 | 中国水电顾问集团中南勘测设计研究院 | Dam foundation reinforcement frame structure and dam foundation reinforcement method |
| CN103195077B (en) * | 2013-04-02 | 2015-09-09 | 中国电建集团中南勘测设计研究院有限公司 | A kind of dam foundation reinforcement frame structure and stabilization of dam foundation method |
| CN108952674A (en) * | 2018-06-25 | 2018-12-07 | 长江地球物理探测（武汉）有限公司 | A kind of assay method and system of the engaging portion Tu Yan unfavorable geologic body detection |
| CN108952674B (en) * | 2018-06-25 | 2022-06-07 | 长江地球物理探测（武汉）有限公司 | Analysis and evaluation method and system for poor geologic body detection of soil-rock junction |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: HYDROCHINA ZHONGNAN ENGINEERING CORPORATION Free format text: FORMER NAME: ZHONGNAN PROSPECTING DESIGN INST. CHINA HYDRAUELECTRIC CONSULTANT GROUP Owner name: CHINA POWER GROUP ZHONGNAN INVESTIGATION DESIGN + Free format text: FORMER NAME: HYDROCHINA ZHONGNAN ENGINEERING CORPORATION |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 410014 Hunan province Changsha Yuhua District, camphor Road No. 16 Patentee after: POWERCHINA ZHONGNAN ENGINEERING Corp.,Ltd. Address before: 410014 Hunan province Changsha Yuhua District, camphor Road No. 16 Patentee before: HYDROCHINA ZHONGNAN ENGINEERING Corp. |
|
| CP03 | Change of name, title or address |
Address after: 410014 Hunan province Changsha Yuhua District, camphor Road No. 16 Patentee after: HYDROCHINA ZHONGNAN ENGINEERING Corp. Address before: 410014, 9 camphor Road, Yuhua District, Hunan, Changsha Patentee before: Mid-South Hydroelectric Investigation & Design Institute of China Hydropower Engineering Consulting Group |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20130814 Effective date of abandoning: 20150909 |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20130814 Effective date of abandoning: 20150909 |
|
| RGAV | Abandon patent right to avoid regrant |