CN205369167U - Back -up sand gravel material weir dam body is thrown to aquatic - Google Patents
Back -up sand gravel material weir dam body is thrown to aquatic Download PDFInfo
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- CN205369167U CN205369167U CN201521139437.XU CN201521139437U CN205369167U CN 205369167 U CN205369167 U CN 205369167U CN 201521139437 U CN201521139437 U CN 201521139437U CN 205369167 U CN205369167 U CN 205369167U
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Abstract
The utility model discloses a back -up sand gravel material weir dam body is thrown to aquatic, the dam body includes the dam foot in the upper reaches and low reaches, throw between the dam foot and fill out the gravel building stones dam body of formation, gravel building stones dam body includes gravel building stones dam body and the above gravel building stones dam body of the surface of water below the surface of water, the dam crest of the gravel building stones dam body more than the surface of water bores has the multirow to shake to dash and encrypt shaking to dash and encrypting the hole staggered arrangement of hole and close two rows, and every row is shaken to dash and encrypts the hole and shaken to dash by the I th order to encrypt hole and the II th order and shake to dash and encrypt the hole and form in turn. This method adopts to the weir and throws the back -up sand gravel to the aquatic and expects to carry out reasonable cloth hole, pore -creating, shake dashing to the dam body more than the surface of water to encrypt and pack in succession, improves the relative density who throws back -up sand gravel material dam body and is not less than 0.75 of existing pulse constant current embankment dam design specifications regulation to the control dam body warp, guarantees the dam body and stabilizes safety.
Description
Technical field
This utility model relates to hydro-structure field, in particular to throwing sand gravel material weir dam body in a kind of water.
Background technology
Earth and rockfill dam is generally divided into rolling earth-rock dam, throwing formula rock-fill dams, 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, dam body is filled from foundation plane layered rolling, the requirement such as the progress of filling must meet Planning of construction periods or safety of dam body is passed 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.Producing serious ecology, environmental problem for long-pending relatively big, the open flat site of physical features of storehouse, falling zone tail surface, build comprehensively treating ecological environment Engineering Control reservoir level and 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 is affected by Impoundment of Three Gorges Reservoir, and dam body adopts dry ground condition lower leaf rolling and placement, must build and dam body length, highly basic suitable antiseepage cofferdam in side, dam body upstream and downstream, and coffering amount is big, economically unreasonable；Employing attack and occupy method advanced gradually to direction, riverbed by bank slope, in water directly throwing sand gravel material (sand gravel material quality is hard, grating is better, less than 5mm particle size content less than 30%, less than 0.075mm particle size content 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 relatively low, being about about 0.65, the deformation of dam body, stable safety are difficult to ensure that.Existing " water power hydraulic engineering vibroflotation foundation treatment technology specification ", suitable in the foundation treatment engineering within vibroflotation construction processing degree of depth 20m, how improving throwing sand gravel material dam body relative density in water does not have Regulations to adopt.
Summary of the invention
The purpose of this utility model is to provide throwing sand gravel material weir dam body in a kind of water；The method adopts for weir and dam body more than throwing sand gravel material in water to the water surface carries out rational arrangement bores, pore-creating, vibroflotation compaction and continuous filler, the relative density improving throwing sand gravel material dam body is not less than the 0.75 of existing rolling earth-rock dam design specification regulation, to control dam deformation, it is ensured that dam stabilization safety.
For achieving the above object, throwing sand gravel material weir dam body in a kind of water that this utility model provides, described dam body includes 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 includes 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 multiple rows of vibroflotation compaction hole and the vibroflotation compaction hole interlaced arrangement of close two rows, and often row vibroflotation compaction hole 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 isThe slope of base of dam upstream and downstream is than for 1:2.0～2.5.
Yet further, slope, described sand gravel material dam body upstream and downstream ratio is for controlling in 1:2.5～2.75.
Yet further, described Ith order vibroflotation compaction hole is 3.0～3.5m with the pitch-row a in the IIth order vibroflotation compaction hole；Often the array pitch b between row's encryption hole isPitch-row.
Yet further, the described dam body axis of dam builds vertical concrete cut.
A kind of improve the construction method of throwing sand gravel material weir dam body relative density in water, comprise the following steps:
1) preparations such as analyzing dam technical data and carry out equipment, getting the raw materials ready is compiled；
2) looking the dam site depth of water, first employing is attacked and occupied method and is advanced gradually or waterborne vessel method throwing dam body upstream and downstream base of dam block building stones to direction, riverbed by bank slope, forms base of dam；Wherein, the height of base of dam is
3) adopt method of attacking and occupying by bank slope advance gradually to direction, riverbed throwing dam body sand gravel material to more than the water surface, obtain exceeding the sand gravel material dam body of the water surface 2.0～2.5m；Wherein sand gravel material dam body includes 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) sand gravel material dam body more than throwing in water to the water surface is measured, carry out vibroflotation compaction arrangement of boring holes with the axis of dam for control line；Vibroflotation compaction hole divides row point sequence to arrange along the axis of dam, and wherein, the Ith order vibroflotation compaction hole becomes to be alternately arranged with the IIth order vibroflotation compaction hole；
5) select hydraulic pressure frequency modulation vibrating impacter and meet the lifting appliance of lifting load and the maximum hole depth of vibroflotation compaction, carrying out on-the-spot vibroflotation compaction industrial experimentation；
6) truck crane or crawler crane lifting hydraulic pressure frequency modulation vibrating impacter alignment position, hole is adopted to carry out pore-creating, pore-creating hole position error is less than 10cm, automatically determine during the hydraulic pressure frequency modulation vibrating impacter model vibroflotation dam body sand gravel material that pore-creating aperture is adopted by reality, should keep vertical during pore-creating injection dam body, control degree of skewness and be not more than 3%；
7) dam body is carried out filler vibroflotation compaction by vibrating impacter pore-creating to projected depth；Vibroflotation compaction, from starting piecemeal upwards sectional encryption at the bottom of hole, encrypts segment length 0.3～0.5m, and continuously to filler in hole during encryption, filler requirement is the gravel material of 20～150mm, and vibroflotation back and forth promotes vibrating impacter 1.5～2.0m time reinforced；After vibrating impacter vibroflotation compaction reaches construction technology technical parameter, it is lifted up vibrating impacter and carries out next encrypted section construction, so repeatedly until dam body top；
8) all vibroflotation compaction holes point sequence of the exposed water surface above dam body surface alignment is carried out vibroflotation compaction, after completing, vibroflotation compaction dam body is carried out relative density quality examination, namely obtain throwing sand gravel material weir dam body；
9) the sand gravel material dam body top more than the water surface carries out Curtain Grouting Construction under axis of dam position dam body dam foundation concrete cut and wall, 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 of base of dam upstream and downstream is than for 1:2.0～2.5；The saturated comprcssive strength of block building stones is 30～160MPa, and the particle diameter of block stone is less than 70cm, wherein, the particle diameter block stone weight less than 0.1mm in block stone gross weight accounting less than 5%.
Yet further, described step 3) in, slope, sand gravel material dam body upstream and downstream ratio is for controlling in 1:2.5～2.75；The particle diameter of sand gravel material is less than 150mm, wherein, the particle diameter sand gravel material weight less than 5mm in sand gravel material gross weight accounting less than 30%, the particle diameter sand gravel material weight less than 0.075mm in sand gravel material gross weight accounting less than 8%.
Yet 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；Often the array pitch b between row's encryption hole isPitch-row.
Yet further, described step 6) in, during pore-creating, construction technology technical parameter is in Table 1.
Table 1 hydraulic pressure frequency modulation vibrating impacter vibroflotation compaction sand gravel material construction technology technical parameter table
Yet further, described filler is particle diameter is the gravel material of 20～150mm.
The beneficial effects of the utility model are in that:
This utility model is for when adopting sand gravel material dry ground layered rolling to fill dam body, need to build when meeting construction diversion 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 construction process 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 stable safety simultaneously.
Accompanying drawing explanation
Fig. 1 is that vibroflotation compaction throwing sand gravel material weir of the present utility model improves dam body relative density method profile；
Fig. 2 is vibroflotation compaction hole horizontal 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 grout curtain 7 under sandy gravel dam body 3, vibroflotation compaction hole 4, side slope 5, dam concrete cut-pff wall 6, wall, eulittoral zone, falling zone 8, the axis of dam 9,Ith order vibroflotation compaction hole 4.1, ● the IIth 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 this utility model better, it is further elucidated with main contents of the present utility model below in conjunction with specific embodiment, but content of the present utility model is not limited solely to following example.
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, it is 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, pushes up crest level 177.78m, dam crest width 7.0m, and dam slope slope, upstream and downstream ratio is 1:2.5, dam body and dam foundation sandy gravel and all adopts concrete cut antiseepage.Due to Three Gorges Reservoir impoundment ahead 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, the investment of interim antiseepage cofferdam is about 1.8 times of earth and rockfill dam dam body investment, for investment reduction, reduction of erection time, adjust earth and rockfill dam dam body version and construction method, earth and rockfill dam dam body self takes into account construction time diversion function, do not build, downstream cofferdam, the sluice gate built in advance is utilized to cross stream, earth and rockfill dam dam body adopts throwing quality in water hard, grating is better, less than 5mm particle size content less than 30%, dry work is carried out again after 3.0～4.0m less than more than the 0.075mm particle size content sand gravel material less than 8% to the water surface.Affected by Three Gorges Reservoir impoundment ahead and upland water, consider that range of stage determines that dam body below elevation 173.78m adopts the method throwing advanced gradually by bank slope to direction, riverbed, the above dam body of elevation 173.78m adopts dry ground layered rolling to fill, and dam concrete cut-pff wall is constructed at elevation 174m.Throwing sand gravel material dam body relative density is relatively low, the deformation of dam body, stable safety are difficult to ensure that engineering safety runs, according to the concrete practical situation of engineering and construction condition, with reference to existing " rolling earth-rock dam design specification ", research and propose and adopt the method that in vibroflotation compaction water, throwing sand gravel material dam body improves 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 ensureing the deformation of dam body and stable safety.
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 includes 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 includes 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 multiple rows of vibroflotation compaction hole 4 and vibroflotation compaction hole 4 interlaced arrangement of close two rows, often row vibroflotation compaction hole 4 is 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 isThe slope of base of dam 1 upstream and downstream is than for 1:2.0～2.5.
Slope, sand gravel material dam body 2 upstream and downstream ratio is for controlling 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 the array pitch b between row's encryption hole isPitch-row.Its construction method, is embodied as comprising the following steps:
(1) analysis dam technical data and design document is compiled, the preparation such as carry out equipment, get the raw materials ready；
(2) looking the dam site depth of water, first employing is attacked and occupied method and is advanced gradually or waterborne vessel method throwing dam body upstream and downstream base of dam block building stones to direction, riverbed by bank slope, forms base of dam 1；Wherein, the height of base of dam is
(3) adopt method of attacking and occupying by bank slope advance gradually to direction, riverbed throwing dam body sand gravel material to more than the water surface, obtain exceeding the sand gravel material dam body 2 of the water surface 2.0～2.5m；Wherein sand gravel material dam body 2 includes 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) sand gravel material dam body 2.2 more than throwing in water to the water surface is measured, carry out vibroflotation compaction arrangement of boring holes with the axis of dam for control line.For dam body height (vibroflotation compaction hole depth) more than vibroflotation compaction hole, 19m position pitch-row 3.5m, array pitch 3.0m, point two sequence constructions；For dam body height (vibroflotation compaction hole depth) less than vibroflotation compaction hole, 19m position pitch-row 3.0m, array pitch 2.6m, point two sequence constructions.
(5) adopt 50t pedrail crane lifting 200kw hydraulic vibroflotation device throwing dam body end face in water to carry out industrial experimentation, verify construction technology technical parameter.
(6) pedrail crane lifting vibrating impacter, makes vibrating impacter be in plumbness alignment position, hole, opens 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, and transferring vibrating impacter carries out vibroflotation compaction pore-creating slowly.
(7) vibrating impacter pore-creating is to projected depth, from proceeding by vibroflotation compaction at the bottom of hole, in dam crest hole, the gravel material that particle diameter is 20～150mm is dosed continuously during vibroflotation compaction, vibroflotation 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 reaches 0.5MPa, load time reaches 8～10s time, vibrating impacter is lifted up and proceeds the construction of next encrypted section.
(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 of the exposed water surface above dam body surface alignment is carried out pore-creating, vibroflotation compaction, after completing, vibroflotation compaction dam body is carried out relative density quality examination, namely obtain throwing sand gravel material weir dam body；
(10) sand gravel material dam body dam body 2.2 top more than the water surface carries out grout curtain 7 under axis of dam position dam body dam foundation concrete cut 6 and wall and constructs, 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, vibroflotation compaction total footage 9318m altogether.Through on-the-spot third party's quality testing, in vibroflotation compaction water, throwing sand gravel material dam body relative density is all higher than 0.75, meets design requirement.
Adopting 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, saves construction investment 11,660,000 yuan, in advance about 4 months duration, remarkable benefit.After engineering is built up, the every Monitoring Data of earth and rockfill dam dam body shows its stabilization, operational excellence.
Other unspecified part is prior art.Although this utility model is made that detailed description by above-described embodiment; but its a part of embodiment that is only this utility model; rather than whole embodiments; people can also obtain other embodiments according to the present embodiment under without creative premise, and these embodiments broadly fall into this utility model protection domain.
Claims (5)
1. throwing sand gravel material weir dam body in a water, it is characterized in that: described dam body includes 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) includes 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 multiple rows of vibroflotation compaction hole (4) and vibroflotation compaction hole (4) interlaced arrangement of close two rows, often row vibroflotation compaction hole (4) is 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, it is characterised in that: the height of described base of dam (1) be () H, the slope of base of dam (1) upstream and downstream is than for 1:2.0～2.5.
3. throwing sand gravel material weir dam body in water according to claim 1 or claim 2, it is characterised in that: described sand gravel material dam body (2) slope, upstream and downstream ratio is for controlling in 1:2.5～2.75.
4. throwing sand gravel material weir dam body in water according to claim 1 or claim 2, it is characterised in that: the pitch-row a in described Ith order vibroflotation compaction hole (4.1) and the IIth order vibroflotation compaction hole (4.2) is 3.0～3.5m；Often the array pitch b between row's encryption hole isPitch-row.
5. throwing sand gravel material weir dam body in water according to claim 1 or claim 2, it is characterised in that: described dam body (2) axis of dam (9) is built vertical concrete cut (6).
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| CN201521139437.XU CN205369167U (en) | 2015-12-31 | 2015-12-31 | Back -up sand gravel material weir dam body is thrown to aquatic |
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| CN201521139437.XU CN205369167U (en) | 2015-12-31 | 2015-12-31 | Back -up sand gravel material weir dam body is thrown to aquatic |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464053A (en) * | 2015-12-31 | 2016-04-06 | 长江勘测规划设计研究有限责任公司 | Low dam body with water filled with gravel sand through throwing and construction method for increasing relative density of dam body |
| CN107780424A (en) * | 2017-12-07 | 2018-03-09 | 中铁二十局集团第六工程有限公司 | A kind of mud riverbed earth rock cofferdam and its construction method |
-
2015
- 2015-12-31 CN CN201521139437.XU patent/CN205369167U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464053A (en) * | 2015-12-31 | 2016-04-06 | 长江勘测规划设计研究有限责任公司 | Low dam body with water filled with gravel sand through throwing and construction method for increasing relative density of dam body |
| CN105464053B (en) * | 2015-12-31 | 2017-05-24 | 长江勘测规划设计研究有限责任公司 | Low dam body with water filled with gravel sand through throwing and construction method for increasing relative density of dam body |
| CN107780424A (en) * | 2017-12-07 | 2018-03-09 | 中铁二十局集团第六工程有限公司 | A kind of mud riverbed earth rock cofferdam and its construction method |
| CN107780424B (en) * | 2017-12-07 | 2019-09-10 | 中铁二十局集团第六工程有限公司 | A kind of mud riverbed earth rock cofferdam and its construction method |
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