CN1080010A - The construction method of the composite geo-membrane heart (tiltedly) wall earth dam - Google Patents
The construction method of the composite geo-membrane heart (tiltedly) wall earth dam Download PDFInfo
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- CN1080010A CN1080010A CN 92106229 CN92106229A CN1080010A CN 1080010 A CN1080010 A CN 1080010A CN 92106229 CN92106229 CN 92106229 CN 92106229 A CN92106229 A CN 92106229A CN 1080010 A CN1080010 A CN 1080010A
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Abstract
The present invention relates to the construction method of a kind of composite geo-membrane heart (tiltedly) wall earth dam, belong to barrage or weir.It is that periphery with composite geo-membrane is embedded in respectively in the anchor slot and the concrete in the bank slope groove of two sides of foundation trench, is fixed end, lays sand cushion and sand topping on its two sides again, and at the level and the vertical direction reservation fold expansion coupling of certain distance; Fill dam body or covering layer, build upstream slope-protection; Inlay in wave wall or dam crest groove the upper end of composite geo-membrane.It has construction simple, safe and reliable, reduce investment outlay, characteristics such as good seepage-proof property, be particularly suitable for the construction of medium and small-scale fill dam engineering.
Description
The present invention relates to the construction method of a kind of composite geo-membrane heart (tiltedly) wall earth dam, belong to barrage or weir, be particularly suitable for the construction of medium and small-scale fill dam.
China has built various types of reservoir 80,006 over thousands of seats at present, and is in the majority with earth and rockfill dam.In these earth-rock works, generally adopt the concrete core-wall of plastic clay core-wall, sloping core or rigidity, the construction method of traditional structure form that sloping core is the antiseepage body.This construction method exist such as complex process, cost height, long in time limit, occupy cultivated land many and construction is subjected to some shortcomings such as the weather factor affecting is big.Necessity that further improvement is arranged for these reasons.
The object of the present invention is to provide a kind of safe and reliable, good seepage-proof property, easy construction, reduction of erection time, reduce investment outlay, occupy cultivated land few, in construction, be subjected to the weather factor affecting little, and reduce labor intensity the construction method of the composite geo-membrane heart (tiltedly) the wall earth dam that medium and small-scale fill dam all is suitable for.
Invention thought of the present invention is based on compound geotechnological film and has good barrier performance; and it is aging very fast under sunshine and in the atmosphere; in under water with soil in aging slower; reduce with its tensile strength that weigh can be for 180 years; and in construction, take lax laying composite geo-membrane and both sides that the related technical measures of certain thickness topping is set, be equipped with strict construction regulations again and can reach design standard.
The construction process of impermeable composite geomembrane core-wall structure of the present invention:
1) spoil dam foundation groove digs an anchor slot again when the weak-weathered rock face, and concreting, and the composite geo-membrane layering is imbedded in the concrete;
2) behind the lay sand topping of the both sides, upstream and downstream of composite geo-membrane, the backfill foundation trench is to ground;
3) at both sides bank slope excavation groove, the side layering of composite geo-membrane is imbedded in the groove inner concrete, and beginning connects high core-wall composite geo-membrane with bonding agent at the construction field (site);
4) after the composite geo-membrane both sides are filled out with certain thickness sand topping compacting, begin to fill dam body, and carry out spreading on request with bulldozer;
5) at dam embankment behind a width of cloth composite geo-membrane height, a bonding again width of cloth, and after the level of certain distance and vertical direction are reserved the wrinkle expansion coupling respectively, with keeping dam body and composite geo-membrane to raise synchronously with (4) same way as, handle being connected of composite geo-membrane and two sides bank slope equally well, fill the rising dam body so from level to level until dam crest, make composite geo-membrane form one core-wall seepage proof curtain in dam central authorities;
6) handle the construction that is connected of composite geo-membrane and water delivery hole and flood spillway well;
7) upper end with composite geo-membrane embeds in the wave wall, and with wave wall contact interface place the wrinkle expansion coupling that adapts to earth deformation is being set;
8) upstream slope-protection is laid the construction on piece stone and slope, downstream.
Described composite geo-membrane is that middle one deck density is the woven polyethylene cloth of 40-56 root/10cm, the enhancement mode composite geo-membrane of 0.3 millimeter polyethylene sheeting of each hot pressing one deck of both sides.
The sand material of described sand topping is that particle diameter is equal to or less than 5 millimeters round and mellow shape sand grains.
The construction process of seepage-proof dip dire structure of the present invention:
1) earth dam 20 fill finish substantially reach default section after, the finishing upstream dam slope reaches predetermined slope;
2) open control foundation trench, groove respectively at earth dam upstream toe and two sides bank slope simultaneously, the concreting base plate is imbedded composite geo-membrane in the concrete, lays sand topping and bed course in the composite geo-membrane above and below, and the backfill foundation trench is to Horizon;
3) lay 40cm sand cushion 16 and watering compacting at the upstream dam facing;
4) composite geo-membrane of composite geo-membrane that will and connect and foundation trench notch reservation bonds together, and is laid in from bottom to top on the sand cushion, meanwhile lays one deck sand topping immediately on composite geo-membrane, and watering is patted closely knit;
5) push away back-up sand gravel material covering layer from bottom to top with bulldozer, and once reach design thickness;
6) lay second composite geo-membrane and bond together with first width of cloth significantly from bottom to top, use with first width of cloth same way as and construct successively, so circulation is until dam crest; Composite geo-membrane is reserved the wrinkle expansion coupling in the level and the vertical direction of certain distance in the construction;
7) construction that is connected of composite geo-membrane and water delivery hole and flood spillway;
8) inlay in the dam crest groove upper end of composite geo-membrane, in the both sides of film sand cushion and sand topping is set equally, and with the holddown groove contact position wrinkle expansion coupling is being set;
9) lay upstream slope-protection piece stone from bottom to top.
Described upstream dam slope reaches predetermined slope, and its gradient is 1: 3.
Fig. 1 is the cross section structure schematic diagram of watertight core earth dam of the present invention.
Fig. 2 is the structure for amplifying schematic diagram of anchor slot.
Fig. 3 is the plane structure schematic diagram of two sides bank slope groove.
Fig. 4 is the cross section structure schematic diagram of seepage-proof dip dire earth dam of the present invention.
Fig. 5 is the foundation trench structural representation of filling argillic horizon.
Example 1, * * construction sequence of reservoir impermeable composite geomembrane earth dam with central core.
1) spoil dam foundation groove 4 continues the high wind rock to excavate, and when waterproof or weak permeable scar, excavates an anchor slot 3 again.Then in turn concreting bottom, shop one deck cement mortar with composite geo-membrane 8 tilings after-pouring concrete on it, making composite geo-membrane 8 be the serpentine level is embedded in the anchor slot 3, and vibration compacting, basement rock should be from whole dam foundation groove lowest part with being connected of composite geo-membrane 8, the segmentation that progressively hoists is carried out, and is provided with gutter 11 and sump in foundation trench 4.
2) composite geo-membrane 8, stretchingly upright remain parallelly with the axis of dam, lay granularity in the both sides, upstream and downstream and be equal to or less than the round and mellow shape sand topping 2 backfill foundation trenches 4 of 5mm to ground.
3) at both sides bank slope excavation groove 9, composite geo-membrane 8 is imbedded in the groove inner concrete, and beginning at the construction field (site), it is bonding with LB-2 to level up plate below, overlap joint 10cm is wide to connect high core-wall composite geo-membrane 8, sticks a composite geo-membrane at seam crossing along seam simultaneously, with percolation-proof.
4) after thick sand topping 2 compactings of 50cm are filled out in composite geo-membrane 8 both sides, begin to fill both sides dam body 6, and carry out spreading on request with bulldozer.
5) after dam body 6 fills a width of cloth composite geo-membrane height, a bonding again width of cloth composite geo-membrane 8, and after the level of certain distance and vertical direction are reserved wrinkle expansion coupling 5,10 respectively, with the mode identical with (4), keep dam body 6 and composite geo-membrane 8 to raise synchronously, handle being connected of composite geo-membrane 8 and two sides bank slope equally well, connect height so from level to level, fill rising dam body 6 from level to level until dam crest, make composite geo-membrane form one core-wall seepage proof curtain in dam central authorities.
6) upper end of composite geo-membrane 8 core-walls embeds in the wave wall 7, and at both contact interface places the wrinkle expansion coupling 5 that adapts to earth deformation is set.
7) gradient of build upstream slope-protection 1 its underpart is that 1: 2.75 first half is 1: 2.5; The gradient on slope, downstream is 1: 2.
Example 2, * * construction sequence of reservoir impermeable composite geomembrane earth dam with inclined core.
1) earth dam 20 fill finish substantially reach default section after, the finishing upstream dam slope reaches predetermined slope.
2) simultaneously at upstream slope toe excavation foundation trench 12 and two sides bank slope excavation groove, in the process of excavation foundation trench 12, run into three fault zones, it is all removed, all see weak-weathered rock perpendicular to the axis of dam, after stopping up the spring with cement again, concreting is filled and led up fault excavation hole, three places immediately, and in the levelling of foundation trench concreting, builds the thick layer concrete of 30cm more thereon, composite geo-membrane 13 is imbedded wherein, with this as fixed end.Lay thick sand topping 17 of 30cm and sand cushion 16 watering back compactings then in the front and back of composite geo-membrane 13, Fig. 5 foundation trench 21 is the form of structure when being used for filling out argillic horizon in the groove.Backfill sand and compaction in layers are to Horizon again; again at hillside, two sides excavation groove; digging to weak weathered stratum; the similar manner of employing and its groove 12 is embedded in composite geo-membrane 13 and is the two ends fixed end in the concrete; sand topping 17 is set in its both sides equally and makes it closely knit; when filling covering layer, also to conscientiously handle the backfill sand dam material in the groove well, and note compacting.At the notch place with composite geo-membrane 13 folded one-tenth accordion-likes to satisfy the needs of earth subsidence or distortion.
3) the composite geo-membrane 13 usefulness LB-2 bonding agents overlap joints (taking wide 10cm) of composite geo-membrane that will and connect and foundation trench 12,21 notches reservation bond together; paste with composite earth film bar with percolation-proof along seam at seam crossing; be laid on from bottom to top on smooth, the closely knit sand cushion 16; meanwhile lay one deck sand topping 17 immediately on composite geo-membrane 13, watering is patted closely knit.
4) push away back-up sand gravel material covering layer from bottom to top with soil-shifting worker machine, its vertical thickness reaches 1.2-1.4 rice, must once reach specific thickness.
5) significantly composite geo-membrane 13 and first width of cloth are bonding with the LB-2 bonding agent to lay second from bottom to top, with constructing so circulation successively until dam crest with first identical mode, composite geo-membrane 13 is reserved wrinkle expansion coupling 14 in the level and the vertical direction of certain distance in the construction.
6) composite geo-membrane 13 and water delivery hole and flood spillway is connected.The water delivery hole is located on the right bank hillside, and elevation is 71.15 meters at the bottom of the import hole, and the employing precast concrete pipe also is located on the batholith.Composite geo-membrane 13 is with composite geo-membrane cutting in advance with being connected of water delivery hole, and make " no prostrating oneself before somebody hat type " double braid covering tubulose so that bonding agent is bonding, be sleeved on the junction, water delivery hole of wrapping all wide 50cm TR thin rubbers (3mm) in advance, outside it, wrap the same rubber tile of one deck then again, be bonded on the composite earthwork film casing with bonding agent, the fastening pipe collar made from steel band is fastening in addition then, builds a concrete pier in this junction more at last it is contained.Flood spillway is arranged in the right bank massif, is the open type side weir, and composite geo-membrane is connected with the right bank groove and flood spillway has nothing to do.
7) inlay in dam crest groove 19 composite geo-membrane 13 upper ends, in the both sides of film sand topping 17 and sand cushion 16 is set equally, and with holddown groove 19 junctions wrinkle expansion coupling 14 is being set in the same old way.
8) lay stone on the upstream slope-protection 15 from bottom to top, its gradient is 1: 3.
One deck density was the polyethylene establishment cloth of 40-56 root/10cm in the middle of used composite geo-membrane 8,13 was among above-mentioned two embodiment, the enhancement mode composite geo-membrane of 0.3 millimeter polyethylene sheeting of each hot pressing one deck of both sides.
The present invention compared with prior art because adopt antiseepage and under water, in the soil ageing resistace all good composite geo-membrane be the antiseepage body, as long as handle be connected with its periphery tight well Close property, and by the inside the province trial run in 2 years of five medium and small-scale fill dam engineerings test, proof has easy construction, its cost only for the 20-29% of conventional method, construction efficient height, shorten the duration, safe and reliable, alleviate the advantage such as labour intensity, simultaneously can be in middle-size and small-size reservoir earth-rock works wide popularization and application.
Claims (5)
1, the construction method of a kind of composite geo-membrane heart (tiltedly) wall earth dam is characterized in that the construction process of core-wall structure:
1) spoil dam foundation groove 4 digs an anchor slot 3 again when the weak-weathered rock face, and concreting, and composite geo-membrane 8 layerings are imbedded in the concrete;
2) at the both sides, upstream and downstream of composite geo-membrane 13 lay sand topping 2 back backfill foundation trenches 4 to ground;
3) at both sides bank slope excavation groove 9 the side layering of composite geo-membrane is imbedded in the groove inner concrete, and beginning connects high core-wall composite geo-membrane 8 with bonding agent at the construction field (site);
4) after composite geo-membrane 8 both sides are filled out with certain thickness sand topping 2 compactings, begin to fill dam body 6, and carry out spreading on request with bulldozer;
5) after dam body 6 fills a width of cloth composite geo-membrane height, a bonding again width of cloth, and after the level of certain distance and vertical direction are reserved wrinkle expansion coupling 5,10 respectively, with keeping dam body 6 and composite geo-membrane 8 to raise synchronously with (4) same way as, handle being connected of composite geo-membrane 8 and two sides bank slope equally well, fill rising dam body 6 so from level to level until dam crest, make composite geo-membrane 8 form one core-wall seepage proof curtain in dam central authorities;
6) handle the construction that is connected of composite geo-membrane 8 and water delivery hole and flood spillway well;
7) upper end with composite geo-membrane 8 embeds in the wave wall 7, and with wave wall 7 contact interface places the wrinkle expansion coupling 5 that adapts to earth deformation is being set;
8) upstream slope-protection 1 is laid the construction on piece stone and slope, downstream.
2, method according to claim 1 is characterized in that described composite geo-membrane 8 is that middle one deck density is the woven polyethylene cloth of 40-56 root/10cm, the enhancement mode composite geo-membrane of 0.3 millimeter polyethylene sheeting of each hot pressing one deck of both sides.
3, method according to claim 1, the sand material that it is characterized in that described sand topping 2 are that particle diameter is equal to or less than 5 millimeters round and mellow shape sand grains.
4, method according to claim 1 is characterized in that the construction process of seepage-proof dip dire structure:
1) earth dam 20 fill finish substantially reach default section after, the finishing upstream dam slope reaches predetermined slope;
2) open control foundation trench 12,21 and groove respectively at earth dam upstream toe and two sides bank slope simultaneously, the concreting base plate, composite geo-membrane 13 is imbedded in coagulation (gluing) soil, laid sand topping 17 and bed course 16 in composite geo-membrane 13 above and below, the backfill foundation trench is to Horizon;
3) lay 40cm sand cushion 16 and watering compacting at the upstream dam facing;
4) composite geo-membrane of composite geo-membrane that will and connect and foundation trench 12,21 notches reservation bonds together, and is laid in from bottom to top on the sand cushion 16, meanwhile lays one deck sand topping 17 immediately on composite geo-membrane 13, and watering is patted closely knit;
5) push away back-up sand gravel material covering layer from bottom to top with bulldozer, and once reach design thickness;
6) lay second composite geo-membrane and bond together with first width of cloth significantly from bottom to top, use with first width of cloth same way as and construct successively, so circulation is until dam crest; Composite geo-membrane 13 is reserved wrinkle expansion coupling 14 in the level and the vertical direction of certain distance in the construction;
7) construction that is connected of composite geo-membrane 13 and water delivery hole and flood spillway;
8) inlay in dam crest groove 19 upper end of composite geo-membrane 13, in the both sides of film sand cushion 16 and sand topping 17 is set equally, and with holddown groove 19 contact positions wrinkle expansion coupling 14 is being set;
9) lay 15 blocks of stones of upstream slope-protection from bottom to top.
5, method according to claim 4 is characterized in that described upstream dam slope reaches predetermined slope, and its gradient is 1: 3.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 92106229 CN1080010A (en) | 1992-06-08 | 1992-06-08 | The construction method of the composite geo-membrane heart (tiltedly) wall earth dam |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 92106229 CN1080010A (en) | 1992-06-08 | 1992-06-08 | The construction method of the composite geo-membrane heart (tiltedly) wall earth dam |
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| CN1080010A true CN1080010A (en) | 1993-12-29 |
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| CN 92106229 Pending CN1080010A (en) | 1992-06-08 | 1992-06-08 | The construction method of the composite geo-membrane heart (tiltedly) wall earth dam |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100335723C (en) * | 2005-11-30 | 2007-09-05 | 中水东北勘测设计研究有限责任公司科学研究院 | Casting construction method for asphalt concrete anti-infiltration core wall of earth rockfill dam |
| CN100513699C (en) * | 2006-06-29 | 2009-07-15 | 中国水电顾问集团成都勘测设计研究院 | Seepage-proof structure for water conservancy and hydroelectric project |
| CN102041800A (en) * | 2010-12-08 | 2011-05-04 | 四川路航建设工程有限责任公司 | Method for constructing PVC (polyvinyl chloride) composite geomembrane watertight core of earth-rockfill dam |
| CN101392516B (en) * | 2007-09-20 | 2011-05-11 | 贵阳铝镁设计研究院 | Rolling earth-rock dam construction method |
| CN102367673A (en) * | 2011-09-13 | 2012-03-07 | 北京高能时代环境技术股份有限公司 | Vertical flexible barrier system for remediation of ecological environment |
| CN102587397A (en) * | 2012-03-13 | 2012-07-18 | 中建五局土木工程有限公司 | Steel bearing plate soil-and-stone combined coffer structure and construction method thereof |
| CN102660936A (en) * | 2012-05-29 | 2012-09-12 | 中国水利水电第十四工程局有限公司 | Method for realizing seepage prevention of bridge wall by means of polyvinyl chloride film |
| CN102979061A (en) * | 2012-12-04 | 2013-03-20 | 合肥工业大学 | Oblique membrane core wall earth and rockfill dam and anti-seepage body construction method thereof |
| CN103397617A (en) * | 2013-07-24 | 2013-11-20 | 中国水电顾问集团西北勘测设计研究院 | Extrusion-wall type geomembrane-faced rockfill dam |
| CN105297683A (en) * | 2015-10-13 | 2016-02-03 | 浙江水利水电学院 | Geomembrane core wall hilly pond earth-rock dam and construction method thereof |
| CN110004883A (en) * | 2019-02-11 | 2019-07-12 | 中国水电基础局有限公司 | A kind of compound core-wall structure of earth and rockfill dam and construction method |
-
1992
- 1992-06-08 CN CN 92106229 patent/CN1080010A/en active Pending
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100335723C (en) * | 2005-11-30 | 2007-09-05 | 中水东北勘测设计研究有限责任公司科学研究院 | Casting construction method for asphalt concrete anti-infiltration core wall of earth rockfill dam |
| CN100513699C (en) * | 2006-06-29 | 2009-07-15 | 中国水电顾问集团成都勘测设计研究院 | Seepage-proof structure for water conservancy and hydroelectric project |
| CN101392516B (en) * | 2007-09-20 | 2011-05-11 | 贵阳铝镁设计研究院 | Rolling earth-rock dam construction method |
| CN102041800A (en) * | 2010-12-08 | 2011-05-04 | 四川路航建设工程有限责任公司 | Method for constructing PVC (polyvinyl chloride) composite geomembrane watertight core of earth-rockfill dam |
| CN102041800B (en) * | 2010-12-08 | 2012-07-04 | 四川路航建设工程有限责任公司 | Method for constructing PVC (polyvinyl chloride) composite geomembrane watertight core of earth-rockfill dam |
| CN102367673A (en) * | 2011-09-13 | 2012-03-07 | 北京高能时代环境技术股份有限公司 | Vertical flexible barrier system for remediation of ecological environment |
| CN102587397A (en) * | 2012-03-13 | 2012-07-18 | 中建五局土木工程有限公司 | Steel bearing plate soil-and-stone combined coffer structure and construction method thereof |
| CN102660936A (en) * | 2012-05-29 | 2012-09-12 | 中国水利水电第十四工程局有限公司 | Method for realizing seepage prevention of bridge wall by means of polyvinyl chloride film |
| CN102979061A (en) * | 2012-12-04 | 2013-03-20 | 合肥工业大学 | Oblique membrane core wall earth and rockfill dam and anti-seepage body construction method thereof |
| CN103397617A (en) * | 2013-07-24 | 2013-11-20 | 中国水电顾问集团西北勘测设计研究院 | Extrusion-wall type geomembrane-faced rockfill dam |
| CN103397617B (en) * | 2013-07-24 | 2016-06-15 | 中国电建集团西北勘测设计研究院有限公司 | Extruding wall-geomembrane face dam |
| CN105297683A (en) * | 2015-10-13 | 2016-02-03 | 浙江水利水电学院 | Geomembrane core wall hilly pond earth-rock dam and construction method thereof |
| CN110004883A (en) * | 2019-02-11 | 2019-07-12 | 中国水电基础局有限公司 | A kind of compound core-wall structure of earth and rockfill dam and construction method |
| CN110004883B (en) * | 2019-02-11 | 2024-03-26 | 中国水电基础局有限公司 | Composite core wall structure of earth-rock dam and construction method |
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