CN105464053A - Low dam body with water filled with gravel sand through throwing and construction method for increasing relative density of dam body - Google Patents
Low dam body with water filled with gravel sand through throwing and construction method for increasing relative density of dam body Download PDFInfo
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- CN105464053A CN105464053A CN201511029150.6A CN201511029150A CN105464053A CN 105464053 A CN105464053 A CN 105464053A CN 201511029150 A CN201511029150 A CN 201511029150A CN 105464053 A CN105464053 A CN 105464053A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
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Abstract
The invention discloses a lower dam body with gravel sand through throwing and a construction method for increasing the relative density of the dam body. The dam body comprises an upstream dam toe and a downstream dam toe. The space between the dam toes is filled with the formed gravel sand dam body in a thrown manner. The gravel sand dam body comprises a gravel sand dam main body below the water surface and a gravel sand dam main body above the water surface. A plurality of rows of vibroflotation compaction holes are drilled in the dam top of the gravel sand dam main body above the water surface. Every two close rows of vibroflotation compaction holes are distributed in a staggered manner. Each row of vibroflotation compaction holes are formed by first-sequence vibroflotation compaction holes and second-sequence vibroflotation compaction holes alternately. Reasonable hole distribution, hole manufacturing, vibroflotation compaction and continuous filling are performed on the dam main body, with water filled with grave sand above the water surface through throwing, of a low dam, and the relative density of the dam body with water filled with grave sand through throwing is increased and not smaller than 0.75 regulated in design standards of a current rolled earth-rock dam so that dam body deformation can be controlled and stability and safety of the dam body can be guaranteed.
Description
Technical field
The present invention relates to hydro-structure field, refer to the construction method of throwing sand gravel material weir dam body and raising dam body relative density thereof in a kind of water particularly.
Background technology
Earth and rockfill dam is generally divided into rolling earth-rock dam, throwing formula loose rock dam, directed blasting rockfill dam and hydraulic fill dam etc. by construction method, rolling earth-rock dam is the leading dam type of current earth and rockfill dam, need before usual dam embankment first to build cofferdam water conservancy diversion, then under dry ground condition, fill dam body from foundation plane layered rolling, the progress of filling must meet Planning of construction periods or safety of dam body and the requirement such as pass the flood period.
Three Gorges Projects build up after by 175-156-145m (Wusong) water level run, the spring, the summer, season in autumn three Three Gorges Reservoir low water level operation, winter Three Gorges Reservoir high water level run, its reservoir area Formation Depth reaches the falling zone of about 30m.Amass comparatively large, the open flat site of physical features for storehouse, falling zone tail surface and produce serious ecology, environmental problem, build comprehensively treating ecological environment Engineering Control reservoir level and to disappear drop height degree, engineering in general takes low gate dam scheme, and dam body pays the utmost attention to employing local material dam.
Falling zone affects by Impoundment of Three Gorges Reservoir, and dam body adopts dry ground condition lower leaf rolling and placement, and must build and dam body length, highly basic suitable antiseepage cofferdam in side, dam body upstream and downstream, coffering amount is large, unreasonable economically; Employing attacks and occupies that method is advanced to direction, riverbed gradually by bank slope, in water directly throwing sand gravel material (sand gravel material quality is hard, grating is better, be less than 5mm particle size content and be less than 30%, be less than 0.075mm particle size content and be less than 8%) build a dam to the water surface, dam body self takes into account diversion function, does not build antiseepage cofferdam, but throwing sand gravel material dam body relative density is lower, be about about 0.65, the distortion of dam body, stability and safety are difficult to ensure.Existing " water power hydraulic engineering vibroflotation method foundation treatment technology specification " is applicable to the foundation treatment engineering within vibroflotation method construction processing degree of depth 20m, and how improving throwing sand gravel material dam body relative density in water does not have Regulations to adopt.
Summary of the invention
The object of this invention is to provide the construction method of throwing sand gravel material weir dam body and raising dam body relative density thereof in a kind of water; The method adopts for weir carries out rational arrangement bores, pore-creating, vibroflotation compaction and continuous filler to dam body more than throwing sand gravel material to the water surface in water, the relative density improving throwing sand gravel material dam body is not less than 0.75 of existing rolling earth-rock dam design specifications regulation, to control dam deformation, ensure dam stabilization safety.
For achieving the above object, throwing sand gravel material weir dam body in a kind of water provided by the invention, described dam body comprises the base of dam of upstream and downstream, the sand gravel material dam body that between described base of dam, throwing is formed, described sand gravel material dam body comprises the sand gravel material dam body of more than the sand gravel material dam body of below the water surface and the water surface, the dam crest of the sand gravel material dam body more than described water surface is drilled with many row vibroflotation compaction holes and the vibroflotation compaction hole interlaced arrangement of close two rows, often arranges vibroflotation compaction hole and is alternately made up of the Ith order vibroflotation compaction hole and the IIth order vibroflotation compaction hole; The dam crest placement grinding of the sand gravel material dam body more than described water surface has placement in layers to roll sandy gravel dam body.
Further, the height of base of dam is
the slope ratio of base of dam upstream and downstream is 1 ︰ 2.0 ~ 2.5.
Again further, slope, described sand gravel material dam body upstream and downstream ratio is for controlling at 1 ︰ 2.5 ~ 2.75.
Again further, the pitch-row a in described Ith order vibroflotation compaction hole and the IIth order vibroflotation compaction hole is 3.0 ~ 3.5m; Array pitch b often between row's encryption hole is
pitch-row.
Again further, the described dam body axis of dam builds vertical concrete cut.
The present invention also provides a kind of construction method improving throwing sand gravel material weir dam body relative density in water, comprises the following steps:
1) compile analyze dam technical data and carry out equipment, the preparation such as to get the raw materials ready;
2) look the dam site depth of water, first adopt method of attacking and occupying to be advanced gradually or waterborne vessel method throwing dam body upstream and downstream base of dam block building stones to direction, riverbed by bank slope, form base of dam; Wherein, the height of base of dam is
3) the sand gravel material dam body adopting method of attacking and occupying to advance more than throwing dam body sand gravel material to the water surface by bank slope gradually to direction, riverbed, obtain exceeding the water surface 2.0 ~ 2.5m; Wherein sand gravel material dam body comprises the sand gravel material dam body of more than the sand gravel material dam body of below the water surface and the water surface;
4) measuring sand gravel material dam body more than throwing in water to the water surface, is that control line carries out vibroflotation compaction arrangement of boring holes with the axis of dam; Vibroflotation compaction hole divides row's point sequence to arrange along the axis of dam, and wherein, the Ith order vibroflotation compaction hole and the IIth order vibroflotation compaction hole are struck a bargain for being arranged;
5) select hydraulic pressure frequency modulation vibrating impacter and meet the lifting appliance lifting by crane load and the maximum hole depth of vibroflotation compaction, carrying out on-the-spot vibroflotation compaction industrial experimentation;
6) mobile crane or crawler crane lifting hydraulic pressure frequency modulation vibrating impacter mating holes position is adopted to carry out pore-creating, pore-creating hole position error is less than 10cm, the hydraulic pressure frequency modulation vibrating impacter model that pore-creating aperture is adopted by reality is shaken when rushing dam body sand gravel material and is automatically determined, should keep vertical during pore-creating injection dam body, control degree of skewness and be not more than 3%;
7) after vibrating impacter pore-creating to projected depth, filler vibroflotation compaction is carried out to dam body; Vibroflotation compaction upwards sectional encryption piecemeal from the bottom of hole, encryption segment length 0.3 ~ 0.5m, continuously to filler in hole during encryption, filler requires to be the gravel material of 20 ~ 150mm, back and forth promotes vibrating impacter 1.5 ~ 2.0m when punching of shaking is reinforced; After vibrating impacter vibroflotation compaction reaches construction technology technical data, upwards promote vibrating impacter and carry out next encrypted section construction, so repeatedly until dam body top;
8) vibroflotation compaction is carried out to all vibroflotation compaction holes point sequence of location, the exposed water surface above dam body surface, after completing, relative density quality examination is carried out to vibroflotation compaction dam body, namely obtain throwing sand gravel material weir dam body;
9) Curtain Grouting Construction under axis of dam position dam body dam foundation concrete cut and wall is carried out at the sand gravel material dam body top more than the water surface, carries out layered rolling construction again, complete placement in layers and roll sandy gravel dam body after completing;
10) in weir dam construction process, depending on falling zone range of stage situation, complete weir dam body slope trimming and training slope, namely complete the construction of throwing sand gravel material weir dam body in water.
Further, described step 2) in, the slope ratio of base of dam upstream and downstream is 1 ︰ 2.0 ~ 2.5; The saturated compressive strength of block building stones is 30 ~ 160MPa, and the particle diameter of block stone is less than 70cm, and wherein, block stone weight accounting in block stone gross weight that particle diameter is less than 0.1mm is less than 5%.
Again further, described step 3) in, slope, sand gravel material dam body upstream and downstream ratio is for controlling at 1 ︰ 2.5 ~ 2.75; The particle diameter of sand gravel material is less than 150mm, and wherein, sand gravel material weight accounting in sand gravel material gross weight that particle diameter is less than 5mm is less than 30%, and sand gravel material weight accounting in sand gravel material gross weight that particle diameter is less than 0.075mm is less than 8%.
Again further, described step 4) in, the pitch-row a in the Ith order vibroflotation compaction hole and the IIth order vibroflotation compaction hole is 3.0 ~ 3.5m; Array pitch b often between row's encryption hole is
pitch-row.
Again further, described step 6) in, during pore-creating, construction technology technical data is in table 1.
Table 1 hydraulic pressure frequency modulation vibrating impacter vibroflotation compaction sand gravel material construction technology technical data table
。
Again further, the gravel material of described filler to be particle diameter be 20 ~ 150mm.
Beneficial effect of the present invention is:
The present invention is directed to when adopting sand gravel material dry ground layered rolling to fill dam body, need build under meeting construction diversion condition with dam body length, highly basically identical interim antiseepage cofferdam, throwing sand gravel material dam body in water is adopted to take into account construction diversion, vibroflotation compaction improves the building method of dam body relative density, the method is easy and simple to handle, greatly reduce roller compaction construction cofferdam, dam body dry ground to fill and seepage control project investment, the reduction of erection time, in turn ensure that dam deformation and stability and safety simultaneously.
Accompanying drawing explanation
Fig. 1 is that vibroflotation compaction throwing sand gravel material weir of the present invention improves dam body relative density method sectional drawing;
Fig. 2 is vibroflotation compaction hole layout schematic diagram;
In figure: the sand gravel material dam body 2.1 below base of dam 1, throwing sand gravel material dam body 2, the water surface, the sand gravel material dam body 2.2 more than water surface, placement in layers roll curtain grouting 7 under sandy gravel dam body 3, vibroflotation compaction hole 4, side slope 5, dam concrete impervious wall 6, wall, eulittoral zone, falling zone 8, the axis of dam 9,
-the I order vibroflotation compaction hole 4.1, ●-the II order vibroflotation compaction hole 4.2, a. vibroflotation compaction hole pitch-row, b. vibroflotation compaction hole array pitch, H is dam body height.
Detailed description of the invention
In order to explain the present invention better, illustrate main contents of the present invention further below in conjunction with specific embodiment, but content of the present invention is not only confined to following examples.
Falling zone, Three Gorges Reservoir Kai Xian comprehensively treating ecological environment water level regulating barrage engineering is positioned at reservoir area of Three Gorges afterbody, be made up of water level regulating barrage and ecology in reservoir area construction project, engineering construction is to reduce Three Gorges Reservoir Area tail falling zone area, reduce the range of stage of falling zone, improve the ecological environment of city, Kai Xian and periphery thereof.Water level regulating barrage adopts gate dam dam type, is made up of buildings such as earth and rockfill dam, sluice gate, non-overflow dam, fish pass.Earth and rockfill dam is the sand-gravel dam adopting concrete cut, and dam crest is about 244m, maximum height of dam 24m, and top crest level 177.78m, the wide 7.0m of dam crest, dam slope slope, upstream and downstream ratio is 1:2.5, and dam body and dam foundation sandy gravel all adopt concrete cut antiseepage.Because Three Gorges Reservoir impoundment ahead is to 168m, earth and rockfill dam adopts dry ground layered rolling filling construction to need thereon, downstream is respectively built and Earth-rockfill Dam length, highly basically identical cofferdam, interim antiseepage cofferdam investment is about 1.8 times of the investment of earth and rockfill dam dam body, for investment reduction, reduction of erection time, adjustment Earth and Rockfill Dam body structure form and construction method, earth and rockfill dam dam body self takes into account construction period diversion function, do not build, downstream cofferdam, utilize the sluice gate overcurrent built in advance, earth and rockfill dam dam body adopts throwing quality in water hard, grating is better, be less than 5mm particle size content and be less than 30%, dry work is carried out again after being less than more than sand gravel material that 0.075mm particle size content is less than 8% to the water surface 3.0 ~ 4.0m.Affect by Three Gorges Reservoir impoundment ahead and upland water, consider that range of stage determination dam body below elevation 173.78m adopts the method throwing advanced gradually to direction, riverbed by bank slope, the above dam body of elevation 173.78m adopts dry ground layered rolling to fill, and dam concrete impervious wall is constructed at elevation 174m.Throwing sand gravel material dam body relative density is lower, the distortion of dam body, stability and safety are difficult to ensure that engineering safety runs, according to the concrete actual conditions of engineering and construction condition, with reference to existing " rolling earth-rock dam design specifications ", research and propose and adopt throwing sand gravel material dam body in vibroflotation compaction water to improve the method for its relative density, namely to throwing sand gravel material dam body reasonable Arrangement vibroflotation compaction hole in water, improve dam body sand gravel material relative density by pore-creating, filler and vibroflotation compaction and be not less than 0.75, thus ensure distortion and the stability and safety of dam body.
Falling zone, Three Gorges Reservoir Kai Xian comprehensively treating ecological environment water level regulating barrage engineering soil masonry dam adopts and improves throwing sand gravel material weir dam body in water, described dam body comprises the base of dam 1 of upstream and downstream, the sand gravel material dam body 2 that between described base of dam 1, throwing is formed, described sand gravel material dam body 2 comprises the sand gravel material dam body 2.2 of more than the sand gravel material dam body 2.1 of below the water surface and the water surface, the dam crest of the sand gravel material dam body 2.2 more than described water surface is drilled with many row vibroflotation compaction holes 4 and vibroflotation compaction hole 4 interlaced arrangement of close two rows, often arrange vibroflotation compaction hole 4 to be alternately made up of the Ith order vibroflotation compaction hole 4.1 and the IIth order vibroflotation compaction hole 4.2, the dam crest placement grinding of the sand gravel material dam body 2.2 more than described water surface has placement in layers to roll sandy gravel dam body 3.
The height of base of dam 1 is
the slope ratio of base of dam 1 upstream and downstream is 1 ︰ 2.0 ~ 2.5.
Slope, sand gravel material dam body 2 upstream and downstream ratio is for controlling at 1 ︰ 2.5 ~ 2.75.
The pitch-row a in the Ith order vibroflotation compaction hole 4.1 and the IIth order vibroflotation compaction hole 4.2 is 3.0 ~ 3.5m; Array pitch b often between row's encryption hole is
pitch-row.Its construction method, concrete enforcement comprises the following steps:
(1) compile and analyze dam technical data and design document, the preparation such as carry out equipment, get the raw materials ready;
(2) look the dam site depth of water, first adopt method of attacking and occupying to be advanced gradually or waterborne vessel method throwing dam body upstream and downstream base of dam block building stones to direction, riverbed by bank slope, form base of dam 1; Wherein, the height of base of dam is
(3) the sand gravel material dam body 2 adopting method of attacking and occupying to advance more than throwing dam body sand gravel material to the water surface by bank slope gradually to direction, riverbed, obtain exceeding the water surface 2.0 ~ 2.5m; Wherein sand gravel material dam body 2 comprises the sand gravel material dam body 2.2 of more than the sand gravel material dam body 2.1 of below the water surface and the water surface;
(4) measuring sand gravel material dam body 2.2 more than throwing in water to the water surface, is that control line carries out vibroflotation compaction arrangement of boring holes with the axis of dam.Vibroflotation compaction hole, 19m position pitch-row 3.5m is greater than for dam body height (vibroflotation compaction hole depth), array pitch 3.0m, point two sequence constructions; Vibroflotation compaction hole, 19m position pitch-row 3.0m is less than for dam body height (vibroflotation compaction hole depth), array pitch 2.6m, point two sequence constructions.
(5) 50t pedrail crane lifting 200kw hydraulic vibroflotation device throwing dam body end face in water is adopted to carry out industrial experimentation, checking construction technology technical data.
(6) pedrail crane lifting vibrating impacter, makes vibrating impacter be in plumbness mating holes position, opening pressure water pump and vibrating impacter, control pore-creating hydraulic pressure at 0.8 ~ 1.0MPa, pore-creating oil pressure is 20 ~ 24MPa, and pore-creating blast is 0.8 ~ 1.5MPa, slowly transfers vibrating impacter and carries out vibroflotation compaction pore-creating.
(7) after vibrating impacter pore-creating to projected depth, vibroflotation compaction is carried out from the bottom of hole, in dam crest hole, the gravel material that particle diameter is 20 ~ 150mm is dosed continuously during vibroflotation compaction, punching of shaking back and forth promotes vibrating impacter 1.5 ~ 2.0m at encrypted section position time reinforced, when vibrating impacter vibroflotation compaction oil pressure reach 20MPa, encryption hydraulic pressure reach 0.5MPa, load time reach 8 ~ 10s time, by vibrating impacter is carried proceed next encrypted section construction.
(8) previous step work is repeated, from top to bottom, until encryption is to throwing dam body crest level.
(9) pore-creating, vibroflotation compaction are carried out to all vibroflotation compaction holes point sequence of location, the exposed water surface above dam body surface, after completing, relative density quality examination is carried out to vibroflotation compaction dam body, namely obtain throwing sand gravel material weir dam body;
(10) under axis of dam position dam body dam foundation concrete cut 6 and wall are carried out in sand gravel material dam body dam body 2.2 top more than the water surface, curtain grouting 7 is constructed, and carries out layered rolling construction again, complete placement in layers and roll sandy gravel dam body 3 after completing;
(11) in weir dam construction process, depending on falling zone range of stage situation, complete weir dam body side slope 5 and repair and train slope, namely complete the construction of throwing sand gravel material weir dam body in water.
In the comprehensively treating ecological environment water level regulating barrage engineering soil masonry dam water of falling zone, Kai Xian, throwing sand gravel material dam body vibroflotation compaction is constructed 48 days, completes vibroflotation compaction pore-creating 718 altogether, vibroflotation compaction total footage 9318m.Through on-the-spot third party's quality examination, in vibroflotation compaction water, throwing sand gravel material dam body relative density is all greater than 0.75, meets design requirement.
Adopt throwing sand gravel material in water, vibroflotation compaction improves dam body relative density method Successful Practice first, decreases roller compaction construction cofferdam, dam body dry ground and fills and seepage control project measure, save construction investment 1,166 ten thousand yuan, in advance about 4 months duration, remarkable benefit.After engineering is built up, the every monitored data of earth and rockfill dam dam body shows its stabilization, operational excellence.
Other unspecified part is prior art.Although above-described embodiment is to invention has been detailed description; but it is only the present invention's part embodiment; instead of whole embodiment, people can also obtain other embodiments according to the present embodiment under without creative prerequisite, and these embodiments all belong to scope.
Claims (10)
1. throwing sand gravel material weir dam body in a water, it is characterized in that: described dam body comprises the base of dam (1) of upstream and downstream, the sand gravel material dam body (2) that between described base of dam (1), throwing is formed, described sand gravel material dam body (2) comprises the sand gravel material dam body (2.2) of more than the sand gravel material dam body (2.1) of below the water surface and the water surface, the dam crest of the sand gravel material dam body () 2.2 more than described water surface is drilled with many rows vibroflotation compaction hole (4) and vibroflotation compaction hole (4) interlaced arrangement of close two rows, often arrange vibroflotation compaction hole (4) to be alternately made up of the Ith order vibroflotation compaction hole (4.1) and the IIth order vibroflotation compaction hole (4.2), the dam crest placement grinding of the sand gravel material dam body (2.2) more than described water surface has placement in layers to roll sandy gravel dam body (3).
2. throwing sand gravel material weir dam body in water according to claim 1, is characterized in that: the height of described base of dam (1) is
the slope ratio of base of dam (1) upstream and downstream is 1 ︰ 2.0 ~ 2.5.
3. throwing sand gravel material weir dam body in water according to claim 1 or 2, is characterized in that: described sand gravel material dam body (2) slope, upstream and downstream ratio is for controlling at 1 ︰ 2.5 ~ 2.75.
4. throwing sand gravel material weir dam body in water according to claim 1 or 2, is characterized in that: described Ith order vibroflotation compaction hole (4.1) is 3.0 ~ 3.5m with the pitch-row a in the IIth order vibroflotation compaction hole (4.2); Array pitch b often between row's encryption hole is
pitch-row.
5. throwing sand gravel material weir dam body in water according to claim 1 or 2, is characterized in that: described dam body (2) axis of dam (9) is built vertical concrete cut (6).
6. improve a construction method for throwing sand gravel material weir dam body relative density in water, it is characterized in that: comprise the following steps:
1) compile analyze dam technical data and carry out equipment, the preparation such as to get the raw materials ready;
2) look the dam site depth of water, first adopt method of attacking and occupying to be advanced gradually or waterborne vessel method throwing dam body upstream and downstream base of dam block building stones to direction, riverbed by bank slope, form base of dam (1); Wherein, the height of base of dam is
3) method of attacking and occupying is adopted to advance more than throwing dam body sand gravel material to the water surface by bank slope gradually to direction, riverbed, obtain exceeding the sand gravel material dam body (2) of the water surface 2.0 ~ 2.5m; Wherein sand gravel material dam body (2) comprises the sand gravel material dam body (2.2) of more than the sand gravel material dam body (2.1) of below the water surface and the water surface;
4) measuring sand gravel material dam body (2.2) more than throwing in water to the water surface, is that control line carries out vibroflotation compaction hole (4) position layout with the axis of dam; Vibroflotation compaction hole divides row's point sequence to arrange along the axis of dam, and wherein, the Ith order vibroflotation compaction hole (4.1) and the IIth order vibroflotation compaction hole (4.2) are struck a bargain for being arranged;
5) select hydraulic pressure frequency modulation vibrating impacter and meet the lifting appliance lifting by crane load and the maximum hole depth of vibroflotation compaction, carrying out on-the-spot vibroflotation compaction industrial experimentation;
6) mobile crane or crawler crane lifting hydraulic pressure frequency modulation vibrating impacter mating holes position is adopted to carry out pore-creating, pore-creating hole position error is less than 10cm, the hydraulic pressure frequency modulation vibrating impacter model that pore-creating aperture is adopted by reality is shaken when rushing dam body sand gravel material and is automatically determined, should keep vertical during pore-creating injection dam body, control degree of skewness and be not more than 3%;
7) after vibrating impacter pore-creating to projected depth, filler vibroflotation compaction is carried out to dam body; Vibroflotation compaction upwards sectional encryption piecemeal from the bottom of hole, encryption segment length 0.3 ~ 0.5m, continuously to filler in hole during encryption, filler requires to be the gravel material of 20 ~ 150mm, back and forth promotes vibrating impacter 1.5 ~ 2.0m when punching of shaking is reinforced; After vibrating impacter vibroflotation compaction reaches construction technology technical data, upwards promote vibrating impacter and carry out next encrypted section construction, so repeatedly until dam body top;
8) vibroflotation compaction is carried out to all vibroflotation compaction holes point sequence of location, the exposed water surface above dam body surface, after completing, relative density quality examination is carried out to vibroflotation compaction dam body, namely obtain throwing sand gravel material weir dam body;
9) under axis of dam position dam body dam foundation concrete cut (6) and wall are carried out in sand gravel material dam body (2.2) top more than the water surface, curtain grouting (7) is constructed, carry out layered rolling construction again after completing, complete placement in layers and roll sandy gravel dam body (3);
10) in weir dam construction process, depending on falling zone range of stage situation, complete weir dam body side slope (5) finishing and training slope, namely complete the construction of throwing sand gravel material weir dam body in water.
7. the construction method of throwing sand gravel material weir dam body relative density in high water according to claim 6, is characterized in that: described step 2) in, the slope ratio of base of dam (1) upstream and downstream is 1 ︰ 2.0 ~ 2.5; The saturated compressive strength of block building stones is 30 ~ 160MPa, and the particle diameter of block stone is less than 70cm, and wherein, block stone weight accounting in block stone gross weight that particle diameter is less than 0.1mm is less than 5%.
8. the construction method of throwing sand gravel material weir dam body relative density in high water according to claim 6, is characterized in that: described step 3) in, sand gravel material dam body (2) slope, upstream and downstream is than for controlling at 1 ︰ 2.5 ~ 2.75; The particle diameter of sand gravel material is less than 150mm, and wherein, sand gravel material weight accounting in sand gravel material gross weight that particle diameter is less than 5mm is less than 30%, and sand gravel material weight accounting in sand gravel material gross weight that particle diameter is less than 0.075mm is less than 8%.
9. the construction method of throwing sand gravel material weir dam body relative density in high water according to claim 6, it is characterized in that: described step 4) in, the Ith order vibroflotation compaction hole (4.1) is 3.0 ~ 3.5m with the pitch-row a in the IIth order vibroflotation compaction hole (4.2); Array pitch b often between row's encryption hole is
pitch-row.
10. the construction method of throwing sand gravel material weir dam body relative density in high water according to claim 6, is characterized in that: described step 6) in, during pore-creating, construction technology technical data is in table 1.
Table 1 hydraulic pressure frequency modulation vibrating impacter vibroflotation compaction sand gravel material construction technology technical data table
。
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201511029150.6A CN105464053B (en) | 2015-12-31 | 2015-12-31 | Low dam body with water filled with gravel sand through throwing and construction method for increasing relative density of dam body |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201511029150.6A CN105464053B (en) | 2015-12-31 | 2015-12-31 | Low dam body with water filled with gravel sand through throwing and construction method for increasing relative density of dam body |
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| CN105464053A true CN105464053A (en) | 2016-04-06 |
| CN105464053B CN105464053B (en) | 2017-05-24 |
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| CN101487246A (en) * | 2009-02-14 | 2009-07-22 | 中国葛洲坝集团股份有限公司 | Non-foundation ditch construction method for earth and rockfill dam |
| CN202117030U (en) * | 2011-03-16 | 2012-01-18 | 华北水利水电学院 | Sand-gravel dam with steel structure panel |
| CN205369167U (en) * | 2015-12-31 | 2016-07-06 | 长江勘测规划设计研究有限责任公司 | Back -up sand gravel material weir dam body is thrown to aquatic |
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