CN105464054A - Concrete-faced rockfill dam structure on special terrain and construction method of concrete-faced rockfill dam structure - Google Patents
Concrete-faced rockfill dam structure on special terrain and construction method of concrete-faced rockfill dam structure Download PDFInfo
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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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Abstract
The invention relates to a concrete-faced rockfill dam structure on a special terrain and a construction method of the concrete-faced rockfill dam structure. The invention aims to provide the concrete-faced rockfill dam structure which is simple in design and convenient in construction and has high reliability at the same time on the special terrain as well as the construction method of the structure. The technical scheme is as follows: the rockfill dam is located on a slope; a dam-foundation drainage system formed by a plurality of drainage tunnels and drainage holes is arranged inside the slope; during construction of the rockfill dam, a stepped foundation surface is formed through excavation; a primary rockfill zone of the rockfill dam is formed at the top of the foundation surface; a transition layer and a plastication zone with crest levels flush with the top of the foundation surface are sequentially laid on the slope side of the foundation surface; secondary rockfill zones connected with the primary rockfill zone are arranged at the top of the transition layer and the top of the plastication zones; slope protection in a cement-laid stone masonry structure is achieved on the surface layers of the plastication zone and the rockfill zone; a weight-balanced retaining wall is arranged at the position of the slope toe at the lower portion of the rockfill dam body; a drainage pipe with the same height as the height of a balanced platform of the retaining wall is inbuilt horizontally inside the retaining wall; and an counter-sliding pile which is connected with steel bars of the retaining wall in a lap joint mode is arranged at the front end of the retaining wall.
Description
Technical field
The present invention relates to Concrete Face Rockfill Dam structure and construction method thereof on a kind of extreme terrain, be mainly applicable to the similar engineerings such as the Concrete Face Rockfill Dam of in Hydraulic and Hydro-Power Engineering, extreme terrain being built.
Background technology
In Hydraulic and Hydro-Power Engineering, when Dam Site is with a varied topography, coombe is grown, horizontal ditch beam is alternate, hypsography poor larger time, build the control difficult problem that Concrete Face Rockfill Dam generally can run into rockfill dam slide stabilization.The case of building on extreme terrain in domestic and international Concrete Face Rockfill Dam engineering is less, the concrete face rockfill dam engineering particularly on slope; All there was tentative research in the country such as Brazil, Mexico to slope being built Concrete Face Rockfill Dam, but final all replace by other scheme; The Concrete Face Rockfill Dam engineering that China slope is built is few, and only pumped storage power plant upper storage reservoir in Jiangsu's is built goes into operation, and this project upper storage reservoir is Concrete Face Rockfill Dam, and maximum height of dam 75m, since self-operating, every monitoring index is good.
In extreme terrain, particularly slope is built Concrete Face Rockfill Dam dam slide stabilization and control as the difficult point in design, all therefore finally select adjustment dam type dam line in most of engineering, or select the mode of basic heavy excavation; Above-mentioned adjustment not only affects the integral arrangement of hinge, also increases construction investment simultaneously.
Summary of the invention
The technical problem to be solved in the present invention is: for above-mentioned Problems existing, a kind of simplicity of design is provided, construct convenient, Concrete Face Rockfill Dam structure and construction method thereof on the extreme terrain simultaneously with higher reliability.
The technical solution adopted in the present invention is: Concrete Face Rockfill Dam structure on a kind of extreme terrain, is characterized in that: these loose rock dam are seated on slope, has the drain in dam foundation system be made up of some drainage tunnels and drain hole in slope; Excavate the foundation plane of forming station scalariform during described rock-fill dam construction, the top of this foundation plane is the main rockfill area of loose rock dam, and side, foundation plane slope is equipped with all concordant with the foundation plane top transition zone of crest level and Zeng Mo district successively; Described transition zone and top, Zeng Mo district are the secondary rockfill area connected with main rockfill area, and Zeng Mo district is provided with the slope protection of stone masonry structure with the top layer of time rockfill area; Toe place, described Rockfill Dam downstream is provided with the barricade of load retaining wall, and in barricade, level is to being embedded with the weight platform of barricade with high gutter, and barricade front end arranges the antislide pile with the bar splicing of this barricade.
Described drainage tunnel to be arranged in slope below phreatic line and relative misalignment is arranged on elevation; Described drain hole is pushed up by drainage tunnel hole wall or hole upwards to be squeezed in slope more than phreatic line.
Height H=8 ~ the 15m of every grade of step of described foundation plane, every grade of wide 3 ~ 5m of platform.
The degree of depth of described antislide pile is 10 ~ 20m, and cross dimensions is 3 × 3m preferably, and arrangement pitch is 3 ~ 5m; The reinforcing steel bars exposed length of antislide pile is 0.5 ~ 1.0m, and fully overlaps with the reinforcing bar of top barricade.
Described gutter adopts diameter to be the pvc pipe of 150mm, and arrangement pitch is 3 ~ 5m, and one end that gutter contacts with transition zone adopts geotextiles to wrap up.
Described transition zone adopts the fresh rock of gentle breeze, thickness D=3 ~ 5m, maximum particle diameter is 30cm, diameter is the granule content <4.5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 × 10
-2; Described Zeng Mo district adopts the larger gravel embankment of modulus of compressibility to form, maximum particle diameter is 60cm, diameter is the granule content <5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 × 10
-1.
Described slope protection adopts stone masonry structure, and stone masonry thickness >=40cm, stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
A construction method for Concrete Face Rockfill Dam structure on extreme terrain, is characterized in that comprising the following steps:
The enforcement of a, drain in dam foundation system: drain in dam foundation system is made up of drainage tunnel and drain hole, drainage tunnel to be arranged in slope below phreatic line and relative misalignment is arranged on elevation, by upwards beating drain hole at drainage tunnel hole wall or top, hole, drain hole is made to pass in slope more than phreatic line;
The excavation of b, foundation plane: slope section foundation plane excavation stepped, the height H=8 ~ 15m of every grade of step, every grade of wide 3 ~ 5m of platform;
Building of c, barricade: toe place, Rockfill Dam downstream builds the barricade of load retaining wall;
The construction of d, antislide pile: antislide pile is set in the front end of concrete guard wall, the reinforcing steel bars exposed length of antislide pile is 0.5 ~ 1.0m, be convenient to fully overlap with the reinforcing bar of barricade, the degree of depth of antislide pile is 10 ~ 20m, cross dimensions is (2 ~ 3.5) × (2 ~ 3.5) m, is arranged as spacing 3 ~ 5m;
E, barricade internal drainage pipe are buried underground: in barricade, bury gutter underground, and this gutter adopts diameter to be the pvc pipe of 150mm, and arrangement pitch is 3 ~ 5m; The same elevation of weight platform of gutter and barricade; Adopting geotextiles to wrap up in gutter end prevents gutter and transition region contact site from blocking;
F, the measure of reduction dam body settlement are implemented: reduce settlement deformation measure, be included in slope section and arrange transition zone and Zeng Mo district; In the side, slope of foundation plane, transition region and Zeng Mo district are set; Transition zone adopts the fresh rock of gentle breeze, thickness D=3 ~ 5m, maximum particle diameter is 30cm, diameter is the granule content <4.5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 × 10
-2; Zeng Mo district adopts the larger gravel embankment of modulus of compressibility to form, maximum particle diameter is 60cm, diameter is the granule content <5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 × 10
-1;
G, downstream dam slope and slope protection: foundation plane top is the main rockfill area of loose rock dam, transition zone and top, Zeng Mo district are the secondary enrockment of loose rock dam, slope protection is provided with on the top layer in secondary rockfill area and Zeng Mo district, this slope protection adopts stone masonry structure, stone masonry thickness >=40cm, stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
The invention has the beneficial effects as follows: the present invention is in view of a difficult problem of slope being built the control of Concrete Face Rockfill Dam dam slide stabilization, in conjunction with the successful experience of relevant similar engineering, and the achievement in research of test, propose Concrete Face Rockfill Dam structure and construction method thereof on a kind of extreme terrain; Simplicity of design of the present invention, construct convenient, have higher reliability, whole method system is full and accurate simultaneously, can be similar engineering and offers reference.
Accompanying drawing explanation
Fig. 1 is section arrangement diagram of the present invention.
Detailed description of the invention
As shown in Figure 1, the present embodiment is Concrete Face Rockfill Dam structure and construction method thereof on a kind of extreme terrain, these loose rock dam to be seated on slope and to have the drain in dam foundation system be made up of some drainage tunnels 1 and drain hole 2, drainage tunnel 1 is arranged at below phreatic line and relative misalignment is arranged on elevation, and drain hole 2 pushes up more than waterline of being upwards driven underground by drainage tunnel 1 hole wall or hole; The foundation plane 3 of forming station scalariform is ended during this rock-fill dam construction, the top of this foundation plane is the main rockfill area 101 of loose rock dam, side, foundation plane slope is followed successively by transition zone 7 and Zeng Mo district 8, and transition zone 7 and Zeng Mo district 8 crest level be all concordant with foundation plane 3 top, be the secondary rockfill area 102 adjacent with main rockfill area 101; The slope protection 9 of stone masonry structure is provided with on secondary rockfill area 102 and the top layer, loose rock dam slope of the formation in Zeng Mo district 8; Toe place, Rockfill Dam downstream is provided with the barricade 4 of load retaining wall, and be embedded with the weight platform of barricade with high gutter 6 in barricade, one end that gutter 6 contacts with transition zone 7 adopts geotextiles to wrap up; Barricade front end is adopted to be equipped with the antislide pile 5 with the bar splicing of this barricade.
In the present embodiment, the height H=8 ~ 15m of every grade of step of foundation plane 3, every grade of wide 3 ~ 5m of platform; The degree of depth of antislide pile 5 is 10 ~ 20m, and cross dimensions is (2 ~ 3.5) × (2 ~ 3.5) m, is arranged as spacing 3 ~ 5m, and the reinforcing steel bars exposed length of antislide pile is 0.5 ~ 1.0m, and fully overlaps with the reinforcing bar of top barricade 4; Gutter 6 adopts diameter to be the pvc pipe of 150mm, and arrangement pitch is 3 ~ 5m; Transition zone 7 adopts the fresh rock of gentle breeze, thickness D=3 ~ 5m, maximum particle diameter is 30cm, diameter is the granule content <4.5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 × 10
-2; The gravel embankment that Zeng Mo district 8 adopts modulus of compressibility larger forms, maximum particle diameter is 60cm, diameter is the granule content <5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 × 10
-1; Slope protection 9 adopts stone masonry structure, stone masonry thickness G reatT.GreaT.GT40cm, and stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
The Specific construction step of the present embodiment is as follows:
The enforcement of a, drain in dam foundation system: because loose rock dam are seated on slope, guarantee the stable of dam slope, first will ensure the stable of slope; Drain in dam foundation system can reduce the phreatic line in Inclination body effectively, very favourable to stablizing of slope; In addition, only have and got rid of by the water body in Inclination body, just can guarantee the drying of downstream rockfill, the intensity of rockfill just can give full play to, and is conducive to the steady of dam slope; .Drain in dam foundation system is made up of some drainage tunnels 1 and drain hole 2, and drainage tunnel is arranged at below phreatic line, by upwards beating drain hole 2 at the hole wall of drainage tunnel 1 or top, hole, forms the integration drainage system of the dam foundation; Drainage tunnel 1 should be staggeredly arranged on elevation, and spacing is determined according to information summaries such as the distributions of underground water, and drainage tunnel 1 size should meet the operation needs of construction period equipment; Drain hole 2 generally enters more than phreatic line;
The excavation of b, foundation plane 3: for strengthening the contact area of foundation plane 3 and rockfill, thus effectively increasing the anti-skid power of rockfill, strengthening the stability against sliding of rockfill, foundation plane 3 is excavated stepped; Height H=8 ~ the 15m of every grade of step, every grade of wide 3 ~ 5m of platform, the gradient of foundation plane 3 is comprehensively determined according to the mechanical index of rock mass; The excavation gradient of foundation plane 3 slope section should meet construction period and runtime stable requirement, supporting measure is taked if desired according to field condition, namely when carrying out the excavation of foundation plane 3 slope section, keep the concavo-convex fluctuating of excavation face as far as possible, the difference that rises and falls general control at 5 ~ 10cm, thus increases shear strength and the snap-in force of rockfill and foundation plane; Field test research shows, when the concavo-convex fluctuating discrepancy in elevation of bedrock surface increases to 1 ~ 3cm from 0cm, and shear strength angle of internal friction
improve 4 ~ 6 °, snap-in force c improves 13 ~ 45kPa; When the concavo-convex fluctuating discrepancy in elevation of bedrock surface increases to 4 ~ 8cm from 1 ~ 3cm, shear strength angle of internal friction
improve 3 ~ 5 °, snap-in force c improves 24 ~ 64kPa;
Building of c, barricade 4: the barricade 4 that load retaining wall is set at toe position, dam body downstream, be mainly and strengthen the stable of downstream rockfill, barricade is generally designed to load retaining wall, mainly utilize weight platform cladding earth pressure to increase the stability of barricade, comprehensively determine after the height, build etc. of barricade should carry out technology and economy comparison in conjunction with downstream dam slope;
The construction of d, antislide pile 5: antislide pile 5 is set in the front end of concrete guard wall 4, to increase the stability against sliding of barricade, the projected depth of antislide pile is determined according to geological conditions, the degree of depth of antislide pile 5 is 10 ~ 20m, cross dimensions is (2 ~ 3.5) × (2 ~ 3.5) m, be arranged as spacing 3 ~ 5m, the reinforcing steel bars exposed length of antislide pile 5 is 0.5 ~ 1.0m, is convenient to fully overlap with the reinforcing bar of barricade 4;
E, barricade 4 internal drainage pipe 6 are buried underground: for infiltration possible for dam body being got rid of, bury gutter 6 in barricade 4 underground, gutter 6 and the same elevation of weight platform; Generally, gutter adopts the pvc pipe of diameter about 150mm, spacing 3 ~ 5m; For preventing gutter 6 from blocking with the contact site of transition zone 7, geotextiles is adopted to wrap up in the end of gutter 6;
F, the measure of reduction dam body settlement are implemented: be the stability of Concrete Face Rockfill Dam dam slope on slope, and with settlement deformation close relation, therefore, reducing settlement deformation is the key controlling dam slide stabilization; The practice and understanding of correlation engineering shows, arranges transition zone 7 and Zeng Mo district 8 to the sedimentation and deformation Be very effective suppressing downstream rockfill at slope section; Transition zone 7 is arranged between foundation plane and downstream rockfill, namely sets gradually transition zone 7 and Zeng Mo district 8 in the side, slope of foundation plane 3; The gravel embankment that Zeng Mo district 8 adopts modulus of compressibility larger forms, and crest level is concordant with non-slope section foundation plane, as the basis of the secondary rockfill area 102 of loose rock dam; In work progress, in strict accordance with These parameters, the construction quality in transition zone 7 and Zeng Mo district 8 should be controlled as strict as possible; The Transition Materials of transition zone 7 is generally the fresh rock of gentle breeze, thickness D=3 ~ 5m, maximum particle diameter is 30cm, particle diameter is that 0.075mm granule content answers <4.5%, particle diameter is that 4.75mm granule content answers <20%, construction control porosity <20%, transmission coefficient>=1 ~ 5 × 10
-2; The gravel embankment that Zeng Mo district 8 adopts modulus of compressibility larger forms, crest level is concordant with non-slope section foundation plane, its maximum particle diameter is 60cm, particle diameter is that 0.075mm granule content answers <5%, particle diameter is that 4.75mm granule content answers <20%, construction control porosity <20%, transmission coefficient>=1 ~ 5 × 10
-1;
G, downstream dam slope and slope protection 9: downstream dam slope should be determined according to COMPREHENSIVE CALCULATING analyses such as main rockfill area, secondary rockfill area, Zeng Mo district, barricades; Because on slope, the situation of Concrete Face Rockfill Dam is special, therefore, the resistance to overturning of dam body should by determining after multiple computational methods (generally cutting palm-rubbing technique, shear strength deposit method, component factor method, segment calculation) com-parison and analysis; The main rockfill area 101 of loose rock dam is established at foundation plane 3 top heap, transition zone 7 and top, Zeng Mo district 8 heap establish the secondary enrockment 102 adjacent with main rockfill area 101, slope protection 9 is provided with the top layer in Zeng Mo district 8 in secondary rockfill area 102, because downstream rockfill transmission coefficient is larger, therefore, for anti-water-stop body is infiltrated by dam adverse grade, slope protection 9 adopts stone masonry structure, stone masonry thickness G reatT.GreaT.GT40cm; Stone masonry bottom arranges crushed stone cushion, and thickness is at about 20cm.
Claims (8)
1. a Concrete Face Rockfill Dam structure on extreme terrain, is characterized in that: these loose rock dam are seated on slope, has the drain in dam foundation system be made up of some drainage tunnels (1) and drain hole (2) in slope; The foundation plane (3) of forming station scalariform is excavated during described rock-fill dam construction, the top of this foundation plane is the main rockfill area (101) of loose rock dam, and side, foundation plane slope is equipped with all concordant with the foundation plane top transition zone of crest level (7) and Zeng Mo district (8) successively; Described transition zone (7) and Zeng Mo district (8) top are the secondary rockfill area (102) connected with main rockfill area (101), and Zeng Mo district (8) are provided with the slope protection (9) of stone masonry structure with the top layer of time rockfill area (102); Toe place, described Rockfill Dam downstream is provided with the barricade (4) of load retaining wall, in barricade, level is to being embedded with the weight platform of barricade with high gutter (6), and barricade front end arranges the antislide pile (5) with the bar splicing of this barricade.
2. Concrete Face Rockfill Dam structure on a kind of extreme terrain according to claim 1, is characterized in that: described drainage tunnel (1) to be arranged in slope below phreatic line and relative misalignment is arranged on elevation; Described drain hole (2) is pushed up by drainage tunnel (1) hole wall or hole upwards to be squeezed in slope more than phreatic line.
3. Concrete Face Rockfill Dam structure on a kind of extreme terrain according to claim 2, is characterized in that: the height H=8 ~ 15m of every grade of step of described foundation plane (3), every grade of wide 3 ~ 5m of platform.
4. Concrete Face Rockfill Dam structure on a kind of extreme terrain according to claim 3, is characterized in that: the degree of depth of described antislide pile (5) is 10 ~ 20m, and cross dimensions is 3 × 3m preferably, is arranged as spacing 3 ~ 5m; The reinforcing steel bars exposed length of antislide pile is 0.5 ~ 1.0m, and fully overlaps with the reinforcing bar of top barricade (4).
5. Concrete Face Rockfill Dam structure on a kind of extreme terrain according to claim 4, it is characterized in that: described gutter (6) adopts diameter to be the pvc pipe of 150mm, arrangement pitch is 3 ~ 5m, and one end that gutter contacts with transition zone (7) adopts geotextiles to wrap up.
6. Concrete Face Rockfill Dam structure on a kind of extreme terrain according to claim 5, it is characterized in that: described transition zone (7) adopts the fresh rock of gentle breeze, thickness D=3 ~ 5m, maximum particle diameter is 30cm, diameter is the granule content <4.5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 ╳ 10
-2; Described Zeng Mo district (8) adopts the larger gravel embankment of modulus of compressibility to form, maximum particle diameter is 60cm, diameter is the granule content <5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 ╳ 10
-1.
7. Concrete Face Rockfill Dam structure on a kind of extreme terrain according to claim 5, it is characterized in that: described slope protection (9) adopts stone masonry structure, stone masonry thickness >=40cm, stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
8. the construction method of Concrete Face Rockfill Dam structure on extreme terrain, is characterized in that comprising the following steps:
The enforcement of a, drain in dam foundation system: drain in dam foundation system is made up of drainage tunnel (1) and drain hole (2), drainage tunnel (1) to be arranged in slope below phreatic line and relative misalignment is arranged on elevation, by upwards beating drain hole (2) at drainage tunnel (1) hole wall or top, hole, drain hole is made to pass in slope more than phreatic line;
The excavation of b, foundation plane (3): slope section foundation plane (3) excavation stepped, the height H=8 ~ 15m of every grade of step, every grade of wide 3 ~ 5m of platform;
C, the building of barricade (4): toe place, Rockfill Dam downstream builds the barricade (4) of load retaining wall;
The construction of d, antislide pile (5): antislide pile (5) is set in the front end of concrete guard wall (4), the reinforcing steel bars exposed length of antislide pile (5) is 0.5 ~ 1.0m, be convenient to fully overlap with the reinforcing bar of barricade (4), the degree of depth of antislide pile (5) is 10 ~ 20m, cross dimensions is 3 × 3m, is arranged as spacing 3 ~ 5m;
E, barricade (4) internal drainage pipe (6) are buried underground: in barricade (4), bury gutter (6) underground, and this gutter (6) adopts diameter to be the pvc pipe of 150mm, and arrangement pitch is 3 ~ 5m; The same elevation of weight platform of gutter (6) and barricade (4); Adopt geotextiles parcel to prevent gutter (6) and transition region (7) contact site from blocking in gutter (6) end;
F, the measure of reduction dam body settlement are implemented: reduce settlement deformation measure, be included in slope section and arrange transition zone (7) and Zeng Mo district (8); Transition region (7) and Zeng Mo district (8) are set in the side, slope of foundation plane (3); Transition zone (7) adopts the fresh rock of gentle breeze, thickness D=3 ~ 5m, maximum particle diameter is 30cm, diameter is the granule content <4.5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 ╳ 10
-2; Zeng Mo district (8) adopts the larger gravel embankment of modulus of compressibility to form, maximum particle diameter is 60cm, diameter is the granule content <5% of 0.075mm, diameter is the granule content <20% of 4.75mm, construction control porosity <20%, transmission coefficient>=1 ~ 5 ╳ 10
-1;
G, downstream dam slope and slope protection (9): foundation plane (3) top is the main rockfill area (101) of loose rock dam, transition zone (7) and Zeng Mo district (8) top are the secondary enrockment (102) of loose rock dam, slope protection (9) is provided with in secondary rockfill area (102) and the top layer in Zeng Mo district (8), this slope protection adopts stone masonry structure, stone masonry thickness >=40cm, stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
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