CN105464053B - 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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- CN105464053B CN105464053B CN201511029150.6A CN201511029150A CN105464053B CN 105464053 B CN105464053 B CN 105464053B CN 201511029150 A CN201511029150 A CN 201511029150A CN 105464053 B CN105464053 B CN 105464053B
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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, in particular to throwing sand gravel material weir dam body in a kind of water and its raising dam
The construction method of body relative density.
Background technology
Earth and rockfill dam is generally divided into rolling earth-rock dam, throwing formula rock-fill dams, directed blasting rockfill dam and water by construction method
Power filling dam etc., rolling earth-rock dam is the leading dam type of current earth and rockfill dam, needs first to build cofferdam water conservancy diversion before usual dam embankment,
Then dam body is filled from foundation plane layered rolling under the conditions of dry ground, the progress of filling must meet Planning of construction periods or safety of dam body is passed the flood period
Deng requirement.
Three Gorges Projects are run after building up by 175-156-145m (Wusong) water level, in spring, summer, three season of the autumn low water of Three Gorges Reservoir
Position operation, the operation of winter Three Gorges Reservoir high water level, its reservoir area forms depth up to the falling zone of 30m or so.For falling zone storehouse tail
Area is larger, the open flat site of physical features produces serious ecology, environmental problem, builds comprehensively treating ecological environment Engineering Control
Reservoir level disappears drop height degree, and engineering in general takes low gate dam scheme, and dam body is paid the utmost attention to use local material dam.
Falling zone is influenceed by Impoundment of Three Gorges Reservoir, and dam body is filled using layered rolling under the conditions of dry ground, must be upper and lower in dam body
The antiseepage cofferdam suitable with dam body length, height basis is built in trip side, and coffering amount is big, economically unreasonable；Using attacking and occupying
Method is gradually advanced from bank slope to riverbed direction, in water directly throwing sand gravel material (sand gravel material quality is hard, and level is small with preferable
30% is less than in 5mm particle size contents, less than 0.075mm particle size contents less than 8%) to more than the water surface building a dam, dam body is taken into account itself
Diversion function, does not build antiseepage cofferdam, but throwing sand gravel material dam body relative density is relatively low, about 0.65 or so, the change of dam body
Shape, stabilization safety are difficult to ensure that.Existing《Water power hydraulic engineering vibroflotation foundation treatment technology specification》Applied suitable for vibroflotation
Foundation treatment engineering within work treatment depth 20m, throwing sand gravel material dam body relative density does not have code in how improving water
Specification can be used.
The content of the invention
It is an object of the invention to provide throwing sand gravel material weir dam body in a kind of water and its improve dam body relative density
Construction method；The method uses for weir and rational arrangement bores is carried out to the dam body more than throwing sand gravel material to water surface in water, is made
Hole, vibroflotation compaction and continuous filler, the relative density of raising throwing sand gravel material dam body are not less than existing rolling earth-rock dam and set
The 0.75 of meter specification regulation, to control dam deformation, it is ensured that dam stabilization safety.
To achieve the above object, throwing sand gravel material weir dam body in a kind of water that the present invention is provided, the dam body includes
The base of dam of upstream and downstream, the sand gravel material dam body that throwing is formed between the base of dam, the sand gravel material dam body includes the water surface
Sand gravel material dam body more than following sand gravel material dam body and the water surface, the dam crest of the sand gravel material dam body more than water surface is bored
There is the vibroflotation compaction hole interlaced arrangement of multiple rows of vibroflotation compaction hole and close two row, it is by the Ith order vibroflotation often to arrange vibroflotation compaction hole
Encryption hole and the IIth order vibroflotation compaction hole alternately constitute；The dam crest placement grinding of the sand gravel material dam body more than water surface has
Placement in layers rolls sandy gravel dam body.
Further, the height of base of dam isThe slope ratio of base of dam upstream and downstream is 1 ︰ 2.0~2.5.
Yet further, sand gravel material dam body upstream and downstream slope ratio is control in 1 ︰ 2.5~2.75.
Yet further, the pitch-row a in the Ith order vibroflotation compaction hole and the IIth order vibroflotation compaction hole for 3.0~
3.5m；Often arranging the array pitch b encrypted between hole isPitch-row.
Yet further, vertical concrete cut is poured on the dam body axis of dam.
The construction method that throwing sand gravel material weir dam body relative density in a kind of raising water is also provided of the invention, including with
Lower step：
1) compile analysis dam technical data and the preparation such as carry out equipment, get the raw materials ready；
2) regarding the dam site depth of water, first use is attacked and occupied method and is gradually advanced to riverbed direction from bank slope or waterborne vessel method throwing dam body
Upstream and downstream base of dam block building stones, form base of dam；Wherein, the height of base of dam is
3) use is attacked and occupied method and is gradually advanced more than throwing dam body sand gravel material to the water surface to riverbed direction from bank slope, obtains height
Go out the sand gravel material dam body of 2.0~2.5m of the water surface；Wherein sand gravel material dam body includes the sand gravel material dam body and water below the water surface
Sand gravel material dam body more than face；
4) sand gravel material dam body more than throwing in water to the water surface is measured, vibroflotation is carried out by control line of the axis of dam
Encryption arrangement of boring holes；Vibroflotation compaction hole arranges along the axis of dam point row point sequence, wherein, the Ith order vibroflotation compaction hole and the IIth order
Vibroflotation compaction hole is into being alternately arranged；
5) from hydraulic pressure frequency modulation vibrating impacter and the lifting appliance of satisfaction lifting load and vibroflotation compaction maximum hole depth, carry out existing
Field vibroflotation compaction industrial experimentation；
6) pore-creating is carried out using truck crane or crawler crane lifting hydraulic pressure frequency modulation vibrating impacter alignment hole position, pore-creating hole position error is small
In 10cm, pore-creating aperture by actually use hydraulic pressure frequency modulation vibrating impacter model vibroflotation dam body sand gravel material when automatically determine, pore-creating
Should keep vertical during injection dam body, control degree of skewness is not more than 3%；
7) filler vibroflotation compaction is carried out to dam body after vibrating impacter pore-creating to projected depth；Vibroflotation compaction is piecewise since bottom hole
Upward sectional encryption, encrypts 0.3~0.5m of segment length, and continuous to filler in hole during encryption, filler requirement is the gravel of 20~150mm
Material, 1.5~2.0m of reciprocal lifting vibrating impacter when vibroflotation feeds；After vibrating impacter vibroflotation compaction reaches construction technology technical parameter,
Being lifted up vibrating impacter carries out next encrypted section construction, so repeatedly until dam body top；
8) to the exposed water surface above dam body surface positioning all vibroflotation compaction holes point sequence carry out vibroflotation compaction, after the completion of it is right
Vibroflotation compaction dam body carries out relative density quality examination, that is, obtain throwing sand gravel material weir dam body；
9) axis of dam position dam body dam foundation concrete cut and wall are carried out at the top of the sand gravel material dam body more than the water surface
Lower Curtain Grouting Construction, after the completion of carry out layered rolling construction again, complete placement in layers and roll sandy gravel dam body；
10) during weir dam construction, depending on falling zone range of stage situation, weir dam body slope trimming and training are completed
Slope, that is, complete the construction of throwing sand gravel material weir dam body in water.
Further, the step 2) in, the slope ratio of base of dam upstream and downstream is 1 ︰ 2.0~2.5；Block building stones saturation resistance to compression
Intensity is 30~160MPa, and the particle diameter of block stone is less than 70cm, wherein, block stone weight of the particle diameter less than 0.1mm is in block stone gross weight
Middle accounting is less than 5%.
Yet further, the step 3) in, sand gravel material dam body upstream and downstream slope ratio is control in 1 ︰ 2.5~2.75；Sand
The particle diameter of gravel material is less than 150mm, wherein, the particle diameter accounting in sand gravel material gross weight of the sand gravel material weight less than 5mm is small
In 30%, sand gravel material weight of the particle diameter less than 0.075mm accounting in sand gravel material gross weight is less than 8%.
Yet further, the step 4) in, the pitch-row a in the Ith order vibroflotation compaction hole and the IIth order vibroflotation compaction hole
It is 3.0~3.5m；Often arranging the array pitch b encrypted between hole isPitch-row.
Yet further, the step 6) in, construction technology technical parameter is shown in Table 1 during pore-creating.
The hydraulic pressure frequency modulation vibrating impacter vibroflotation compaction sand gravel material construction technology technical parameter table of table 1
Yet further, described filler is the gravel material that particle diameter is 20~150mm.
The beneficial effects of the present invention are：
When the present invention using sand gravel material dry ground layered rolling for dam body is filled, need to build and dam body length, height base
This consistent interim antiseepage cofferdam is met under the conditions of construction diversion, is taken into account construction using the throwing sand gravel material dam body in water and is led
Stream, vibroflotation compaction improves the construction process of dam body relative density, and the method is easy to operate, greatly reduces dam body dry ground roller compaction construction
Cofferdam is filled and seepage control project investment, shortens the duration, while in turn ensure that dam deformation and stabilization safety.
Brief description of the drawings
Fig. 1 is that vibroflotation compaction throwing sand gravel material weir of the invention improves dam body relative density method profile；
Fig. 2 is vibroflotation compaction hole horizontal layout schematic diagram；
In figure：Gravel more than the sand gravel material dam body 2.1, water surface below base of dam 1, the throwing sand gravel material dam body 2, water surface
Building stones dam body 2.2, placement in layers is rolled under sandy gravel dam body 3, vibroflotation compaction hole 4, side slope 5, dam concrete cut-pff wall 6, wall
Grout curtain 7, falling zone eulittoral zone 8, the axis of dam 9,The-the II order vibroflotation of-the I order vibroflotation compaction hole 4.1, ●
Encryption hole 4.2, a. vibroflotation compactions hole pitch-row, b. vibroflotation compactions hole array pitch, H be dam body highly.
Specific embodiment
In order to preferably explain the present invention, below in conjunction with the specific embodiment main contents that the present invention is furture elucidated, but
Present disclosure is not limited solely to following examples.
Comprehensively treating ecological environment water level regulation dam engineering in Three Gorges Reservoir Kai Xian falling zone is located at reservoir area of Three Gorges afterbody, by water
Position regulating barrage and ecology in reservoir area construction project composition, engineering construction reduce falling zone to reduce Three Gorges Reservoir Area tail falling zone area
Range of stage, improves the ecological environment on Kai Xian city and its periphery.Water level regulation dam uses gate dam dam type, by earth and rockfill dam, sluices
The buildings such as lock, non-overflow dam, fish pass are constituted.Earth and rockfill dam is that, using the sand-gravel dam of concrete cut, dam crest is about 244m,
Maximum height of dam 24m, pushes up crest level 177.78m, and dam crest 7.0m wide, upstream and downstream dam slope slope ratio is 1:2.5, dam body and dam foundation sand
Cobble uses concrete cut antiseepage.Due to Three Gorges Reservoir impoundment ahead to 168m, earth and rockfill dam is using dry ground layered rolling
Filling construction need thereon, downstream respectively build and Earth-rockfill Dam length, highly basically identical cofferdam, interim antiseepage cofferdam is thrown
Money is about 1.8 times of earth and rockfill dam dam body investment, is investment reduction, shortens the duration, adjusts earth and rockfill dam dam body structure type and construction
Method, earth and rockfill dam dam body itself takes into account construction time diversion function, and upstream and downstream cofferdam is not built, using the sluice gate built in advance
Excessively stream, earth and rockfill dam dam body is using throwing quality in water is hard, level with preferably, less than 5mm particle size contents less than 30%, be less than
It is more than sand gravel material to the water surface of the 0.075mm particle size contents less than 8% that dry work is carried out again after 3.0~4.0m.By Three Gorges water
Storehouse impoundment ahead and upland water influence, it is considered to which range of stage determines that below dam body elevation 173.78m is used from bank slope to riverbed
The method throwing that direction gradually advances, elevation 173.78m above dam body is filled using dry ground layered rolling, dam concrete antiseepage
Wall is constructed in elevation 174m.Throwing sand gravel material dam body relative density is relatively low, and the deformation of dam body, stabilization safety are difficult to ensure that
Engineering safety runs, according to the specific actual conditions of engineering and construction condition, with reference to existing《Rolling earth-rock dam design rule
Model》, the method that its relative density is improved using throwing sand gravel material dam body in vibroflotation compaction water is researched and proposed, i.e., to throwing in water
Sand gravel material dam body reasonable Arrangement vibroflotation compaction hole, improves dam body sand gravel material relatively close by pore-creating, filler and vibroflotation compaction
Degree is not less than 0.75, so as to ensure deformation and the stabilization safety of dam body.
Comprehensively treating ecological environment water level regulation dam engineering earth and rockfill dam in Three Gorges Reservoir Kai Xian falling zone is using throwing in raising water
Back-up sand gravel material weir dam body, the dam body includes the base of dam 1 of upstream and downstream, the gravel that throwing is formed between the base of dam 1
Building stones dam body 2, the sand gravel material dam body 2 includes the sand gravel material dam body 2.1 below the water surface and the sand gravel material more than water surface
Dam body 2.2, the dam crest of the sand gravel material dam body 2.2 more than water surface is drilled with shaking for multiple rows of vibroflotation compaction hole 4 and close two row
The punching encryption interlaced arrangement of hole 4, it is by the Ith order vibroflotation compaction hole 4.1 and the IIth order vibroflotation compaction hole often to arrange vibroflotation compaction hole 4
4.2 alternately constitute；The dam crest placement grinding of the sand gravel material dam body 2.2 more than water surface has placement in layers to roll sandy gravel dam
Body 3.
The height of base of dam 1 isThe slope ratio of the upstream and downstream of base of dam 1 is 1 ︰ 2.0~2.5.
The upstream and downstream slope ratio of sand gravel material dam body 2 is control in 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；Often row adds
Array pitch b between close hole isPitch-row.Its construction method, specific implementation is comprised the following steps：
(1) analysis dam technical data and design document are compiled, the preparation such as equipment is carried out, get the raw materials ready；
(2) regarding the dam site depth of water, first use is attacked and occupied method and is gradually advanced to riverbed direction from bank slope or waterborne vessel method throwing dam body
Upstream and downstream base of dam block building stones, form base of dam 1；Wherein, the height of base of dam is
(3) use is attacked and occupied method and is gradually advanced more than throwing dam body sand gravel material to the water surface to riverbed direction from bank slope, obtained
It is higher by the sand gravel material dam body 2 of 2.0~2.5m of the water surface；Wherein sand gravel material dam body 2 includes the sand gravel material dam body below the water surface
2.1 and the water surface more than sand gravel material dam body 2.2；
(4) sand gravel material dam body 2.2 more than throwing in water to the water surface is measured, is carried out by control line of the axis of dam
Vibroflotation compaction arrangement of boring holes.It is more than 19m positions vibroflotation compaction hole pitch-row 3.5m, array pitch for dam body height (vibroflotation compaction hole depth)
3.0m, is divided to two sequences to construct；19m positions vibroflotation compaction hole pitch-row 3.0m, array pitch are less than for dam body height (vibroflotation compaction hole depth)
2.6m, is divided to two sequences to construct.
(5) productivity examination is carried out using 50t pedrail cranes lifting 200kw hydraulic vibroflotation devices throwing dam body top surface in water
Test, verify construction technology technical parameter.
(6) pedrail crane lifting vibrating impacter, makes vibrating impacter be in plumbness and is directed at hole position, Opening pressure water pump and vibroflotation
Device, in 0.8~1.0MPa, pore-creating oil pressure is 20~24MPa to control pore-creating hydraulic pressure, and pore-creating blast is 0.8~1.5MPa, slowly under
Putting vibrating impacter carries out vibroflotation compaction pore-creating.
(7) after vibrating impacter pore-creating to projected depth, vibroflotation compaction is proceeded by from bottom hole, it is continuous to dam crest during vibroflotation compaction
Dose the gravel material that particle diameter is 20~150mm in hole, when vibroflotation feeds encrypted section position back and forth lifted vibrating impacter 1.5~
2.0m, when vibrating impacter vibroflotation compaction oil pressure reaches 20MPa, encryption hydraulic pressure reaches 0.5MPa, load time up to 8~10s, will shake
Rush device and above carry and proceed next encrypted section construction.
(8) previous step work is repeated, from top to bottom, until being encrypted into throwing dam body cope level.
(9) all vibroflotation compaction holes point sequence to exposed water surface above dam body surface positioning carries out pore-creating, vibroflotation compaction, complete
Relative density quality examination is carried out to vibroflotation compaction dam body into rear, that is, obtains throwing sand gravel material weir dam body；
(10) axis of dam position dam body dam foundation concrete is carried out at the top of the sand gravel material dam body dam body 2.2 more than the water surface to prevent
Grout curtain 7 is constructed under oozing wall 6 and wall, after the completion of carry out layered rolling construction again, complete placement in layers and roll sandy gravel dam body
3；
(11) during weir dam construction, depending on falling zone range of stage situation, complete weir dam body side slope 5 and repair and train
Slope, that is, complete the construction of throwing sand gravel material weir dam body in water.
Throwing sand gravel material dam body shakes in Kai Xian falling zone comprehensively treating ecological environment water level regulation dam engineering earth and rockfill dam water
Punching encryption construction 48 days, completes vibroflotation compaction pore-creating 718, vibroflotation compaction total footage 9318m altogether.Examined through live third party's mass
Survey, throwing sand gravel material dam body relative density is all higher than 0.75 in vibroflotation compaction water, meets design requirement.
Using throwing sand gravel material in water, vibroflotation compaction improves dam body relative density method Successful Practice first, reduces
Dam body dry ground roller compaction construction cofferdam is filled and seepage control project measure, saves 11,660,000 yuan of construction investment, in advance duration about 4 months,
Remarkable benefit.After engineering is built up, earth and rockfill dam dam body items Monitoring Data shows its stabilization, operational excellence.
Other unspecified parts are prior art.Although above-described embodiment is made that to the present invention and retouch in detail
State, but it is only a part of embodiment of the invention, rather than whole embodiments, people can also according to the present embodiment without
Other embodiment is obtained under the premise of creativeness, these embodiments belong to the scope of the present invention.
Claims (5)
1. it is a kind of improve water in throwing sand gravel material weir dam body relative density construction method, it is characterised in that：Including following
Step：
1) compile analysis dam technical data and carry out equipment, preparation of getting the raw materials ready；
2) regarding the dam site depth of water, first using attacking and occupying, method is gradually advanced from bank slope to riverbed direction or waterborne vessel method throwing dam body is upper and lower
Trip base of dam block building stones, form base of dam (1)；Wherein, the height of base of dam isH be dam body highly；
3) use is attacked and occupied method and is gradually advanced more than throwing dam body sand gravel material to the water surface to riverbed direction from bank slope, obtains water outlet high
The sand gravel material dam body (2) of 2.0~2.5m of face；Wherein sand gravel material dam body (2) includes the sand gravel material dam body below the water surface
(2.1) the sand gravel material dam body (2.2) and more than the water surface；
4) sand gravel material dam body (2.2) more than throwing in water to the water surface is measured, is shaken by control line of the axis of dam
Punching encryption hole (4) position arrangement；Vibroflotation compaction hole divides sequence to arrange along the axis of dam point row, wherein, the Ith order vibroflotation compaction hole (4.1)
With the IIth order vibroflotation compaction hole (4.2) into being alternately arranged；
5) from hydraulic pressure frequency modulation vibrating impacter and the lifting appliance of satisfaction lifting load and vibroflotation compaction maximum hole depth, development scene shakes
Punching encryption industrial experimentation；
6) pore-creating is carried out using truck crane or crawler crane lifting hydraulic pressure frequency modulation vibrating impacter alignment hole position, pore-creating hole position error is less than
10cm, pore-creating aperture by actually use hydraulic pressure frequency modulation vibrating impacter model vibroflotation dam body sand gravel material when automatically determine, pore-creating is passed through
Should keep vertical when entering dam body, control degree of skewness is not more than 3%；
7) filler vibroflotation compaction is carried out to dam body after vibrating impacter pore-creating to projected depth；Vibroflotation compaction is upward paragraph by paragraph since bottom hole
Sectional encryption, encrypts 0.3~0.5m of segment length, and continuous to filler in hole during encryption, filler requirement is the gravel material of 20~150mm,
1.5~2.0m of reciprocal lifting vibrating impacter when vibroflotation feeds；After vibrating impacter vibroflotation compaction reaches construction technology technical parameter, upwards
Lifting vibrating impacter carries out next encrypted section construction, so repeatedly until dam body top；
8) to the exposed water surface above dam body surface positioning all vibroflotation compaction holes point sequence carry out vibroflotation compaction, after the completion of to vibroflotation
Encryption dam body carries out relative density quality examination, that is, obtain throwing sand gravel material weir dam body；
9) sand gravel material dam body (2.2) top more than the water surface carries out axis of dam position dam body dam foundation concrete cut (6)
And grout curtain (7) construction under wall, after the completion of carry out layered rolling construction again, complete placement in layers and roll sandy gravel dam body (3)；
10) during weir dam construction, depending on falling zone range of stage situation, weir dam body side slope (5) finishing and training slope are completed,
Complete the construction of throwing sand gravel material weir dam body in water.
2. the construction method of throwing sand gravel material weir dam body relative density in water, its feature are improved according to claim 1
It is：The step 2) in, the slope ratio of base of dam (1) upstream and downstream is 1 ︰ 2.0~2.5；Block building stones saturation compression strength is 30
~160MPa, the particle diameter of block stone is less than 70cm, wherein, the particle diameter accounting in block stone gross weight of the block stone weight less than 0.1mm is small
In 5%.
3. the construction method of throwing sand gravel material weir dam body relative density in water, its feature are improved according to claim 1
It is：The step 3) in, sand gravel material dam body (2) upstream and downstream slope ratio is control in 1 ︰ 2.5~2.75；The grain of sand gravel material
Footpath is less than 150mm, wherein, sand gravel material weight of the particle diameter less than 5mm accounting in sand gravel material gross weight is less than 30%, particle diameter
Sand gravel material weight less than the 0.075mm accounting in sand gravel material gross weight is less than 8%.
4. the construction method of throwing sand gravel material weir dam body relative density in water, its feature are improved according to claim 1
It is：The step 4) in, the Ith order vibroflotation compaction hole (4.1) is 3.0 with the pitch-row a in the IIth order vibroflotation compaction hole (4.2)
~3.5m；Often arranging the array pitch b encrypted between hole isPitch-row.
5. the construction method of throwing sand gravel material weir dam body relative density in water, its feature are improved according to claim 1
It is：The step 6) in, construction technology technical parameter is shown in Table 1 during pore-creating；
The hydraulic pressure frequency modulation vibrating impacter vibroflotation compaction sand gravel material construction technology technical parameter table of table 1
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| 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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| 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 (en) | 2016-04-06 |
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