CN113026673B - Construction method for novel joint type of gravity dam and panel dam - Google Patents
Construction method for novel joint type of gravity dam and panel dam Download PDFInfo
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- CN113026673B CN113026673B CN202110269492.4A CN202110269492A CN113026673B CN 113026673 B CN113026673 B CN 113026673B CN 202110269492 A CN202110269492 A CN 202110269492A CN 113026673 B CN113026673 B CN 113026673B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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Abstract
The invention discloses a construction method of a novel joint type of a gravity dam and a panel dam. The construction method adopts a novel joint type of the gravity dam and the panel dam for construction, and the specific construction method comprises the following steps: constructing a side wall and a thorn wall connecting section; the construction of the side wall and the thorn wall connecting section comprises foundation treatment, side wall formwork erection and pouring, thorn wall formwork erection and pouring; step two: the special cushion layer is paved under the side wall and the panel, and the special cushion layer is paved along the joint; step three: constructing composite flexible water stop; and (3) filling plastic fillers in seams at seams of the side walls and the panel, covering the fillers by using an impermeable cover plate of the traditional flexible water stop after the fillers bulge, covering the fillers by using a polyurea composite tire base cloth coating cover plate, and pressing edges of two edges by using stainless steel bars and anchoring the edges by using stainless steel expansion bolts. The invention solves the problems of large concrete work load, long pouring time, complex concrete temperature control measures and the like of the traditional side wall type joint; has the advantages of small concrete engineering quantity and good anti-seepage effect.
Description
Technical Field
The invention relates to the field of joint processing of hydraulic and hydroelectric engineering mixed dams, in particular to a novel joint type construction method of a gravity dam and a panel dam, which is suitable for construction of a connecting section of the gravity dam and the panel dam.
Background
The gravity dam has high requirements on the foundation, and when the dam axis is long and the bearing capacity of the dam foundation is insufficient, the foundation treatment cost required by the full-line arrangement of the gravity dam is high, and the engineering investment is increased. The requirements of the face plate dam on the foundation are low, the local materials can be fully utilized, and the face plate dam is suitable for building when the bearing capacity of the dam foundation is insufficient. Therefore, the advantages of two dam types, namely a gravity dam and a face plate dam, are combined to construct a mixed dam in hydraulic and hydroelectric engineering so as to be suitable for different dam foundation bearing capacities. To prevent contact leakage, a connection joint must be provided at the junction of the gravity dam and the panel dam. The mixed dam joint type mainly comprises an insertion type and a side wall type, the connection joint is the difficult point of mixed dam design, and the following problems exist at present:
(1) the earth and stone filling amount and the rolling workload of the traditional plug-in joint are large
The bayonet joint is formed by outside dam shell material and the inside concrete insert of filter material parcel. Because the plug-in connector is not provided with a concrete retaining wall, the panel dam cannot be self-stabilized at the joint. In order to maintain the stability of the panel dam, the filling dam material is put on a slope with a certain gradient at the joint, and the filling amount and the rolling workload of earth and stone are greatly increased by the engineering treatment measure.
(2) The traditional side wall type joint has large concrete engineering quantity, long pouring time and complicated concrete temperature control measures
The side wall type joint is provided with a concrete retaining wall at the joint of the gravity dam and the panel dam, and the concrete retaining wall can reduce the filling amount of earth and rockfill. However, in order to ensure the stability of the concrete retaining wall itself, the concrete retaining wall of the connecting section is not usually an upright retaining wall, but extends into the panel dam at a certain slope. When the dam body is higher, the section of the concrete retaining wall is increased, and a large-volume concrete structure is formed after slope releasing at a certain gradient, so that the concrete engineering quantity is large, the pouring time is long, and the concrete temperature control measures are complicated.
(3) Relative settlement and tension cracks are easy to occur at the joint part of the mixed dam, the joint is easy to separate under the earthquake action, and a channel for centralized leakage is formed
The rigidity of the gravity dam in the mixed dam is large, the rigidity of the panel dam is small, the deformation difference of the connecting position of the gravity dam and the panel dam is large due to the rigidity difference, and relative settlement and tension cracks are easy to occur at the joint position. The joint part of the mixing dam often has potential safety hazards such as leakage, deformation and the like after running for years, becomes a dangerous part, and has high maintenance and reinforcement cost.
When the reservoir runs in extreme working conditions such as earthquakes, the joint part is easy to separate, and becomes a channel for concentrated leakage, so that the safety of the reservoir water storage and the dam is directly influenced.
Therefore, it is necessary to develop a new joint type construction method for gravity dams and panel dams, which can reduce the amount of concrete works, shorten the construction period, reduce the leakage of reservoir water along the contact surface, and reduce the risk of the penetration damage at the joint of the mixing dam.
Disclosure of Invention
The invention aims to provide a novel joint type construction method of a gravity dam and a panel dam, which has small concrete engineering quantity and good seepage-proofing effect and is used for construction of a connecting section of a mixed dam; the problems of large concrete work amount, long pouring time, complicated concrete temperature control measures and the like of the traditional side wall type joint are solved; according to the invention, the special cushion layer is filled in the joint part, so that the problems that relative settlement and tension cracks are easy to occur at the joint part of the mixed dam, the joint is easy to separate under the action of an earthquake, and the seepage-proofing durability is poor are solved; the invention adopts the composite flexible water stop structure to improve the seepage-proofing performance of the joint part.
In order to achieve the purpose, the technical scheme of the invention is as follows: a construction method of a novel joint type of a gravity dam and a panel dam is characterized in that: the construction method is carried out by adopting a novel joint type of the gravity dam and the panel dam, and comprises the following steps,
the method comprises the following steps: construction of side wall and thorn wall connecting section
The construction of the side wall and the thorn wall connecting section comprises foundation treatment, side wall formwork erection and pouring, thorn wall formwork erection and pouring;
the connecting sections of the side walls and the barbed walls are cast by adopting concrete, the side walls in the direction along the axis of the dam are cast firstly during casting, and then the barbed walls in the direction vertical to the axis of the dam are cast;
s11: treating a foundation;
before pouring the side wall and the thorn wall connecting section, cleaning a foundation plane, performing geological sketch on a crack, and processing the foundation according to actual conditions so as to meet the pouring requirements of the side wall and the thorn wall;
s12: erecting and pouring a side wall;
erecting a side wall template according to the size of the side wall, and coating a release agent on the contact surface of the side wall template and the concrete; after the side wall template is erected, pouring concrete, vibrating to be compact, and after the concrete is cured, dismantling the side wall template;
s13: erecting and pouring the barbed wall;
erecting a barbed wall template according to the size of the barbed wall, and coating a release agent on the contact surface of the barbed wall template and the concrete; pouring concrete after the barbed wall template is erected, vibrating to be compact, and removing the barbed wall template after the concrete is cured;
three stabbed walls are arranged in the direction vertical to the axis of the dam;
step two: special bedding paving
Paving a special cushion layer under the side wall and the panel along the joint;
step three: composite flexible water stop construction
And (3) filling plastic fillers in seams at seams of the side walls and the panel, covering the fillers by using an impermeable cover plate of the traditional flexible water stop after the fillers bulge, covering the fillers by using a polyurea composite tire base cloth coating cover plate, and pressing edges of two edges by using stainless steel bars and anchoring the edges by using stainless steel expansion bolts.
In the technical scheme, the novel joint type of the gravity dam and the panel dam comprises a mixed dam connecting section, a special cushion layer and a composite flexible water stopping structure;
the connecting section of the mixing dam is of a concrete pouring structure; the mixed dam connecting section is arranged between the gravity dam and the panel dam;
the special cushion layer is arranged at the joint of the connecting section of the mixing dam and the panel;
the composite flexible water stopping structure is arranged at the joint of the connecting section of the mixing dam and the panel.
In the technical scheme, the connecting section of the mixing dam comprises a side wall along the axial direction of the dam and a stabbing wall vertical to the axial direction of the dam;
the barbed wall is vertically arranged on the section of the side wall;
the side wall is a vertical retaining wall; the stabbing wall is a vertical retaining wall.
In the technical scheme, the section size of the side wall is larger than that of the panel dam;
the top elevation of the side walls is the same as the top elevation of the panel dam.
In the technical scheme, the section of the barbed wall is trapezoidal;
the three stabbed walls extend into the face plate dam, so that the stability of the side wall is guaranteed, and the engineering quantity of concrete is saved; the three stabbed walls are arranged at intervals, and the distance between the three stabbed walls is 25 m.
In the technical scheme, the special cushion layer is arranged at the joint of the connecting section of the mixing dam and the panel;
the two stabbing walls on the upstream side are inserted into special cushions.
In the above technical solution, the permeability coefficient of the special cushion layer is 1 × 10-3cm/s～1×10-4cm/s; the grain diameter of the special cushion layer is less than or equal to 40 mm; layering and paving the special cushion layer; and horizontally rolling the special cushion paving materials by adopting vibration flat rolling, wherein the vibration rolling times of each layer of special cushion are more than or equal to 13 times.
In the technical scheme, the composite flexible water stopping structure is arranged at the joint of the side wall and the panel;
the composite flexible water stopping structure comprises a traditional flexible water stopping and polyurea composite tire base cloth coating cover plate;
the polyurea composite tire base cloth coating cover plate comprises a coating and a tire base cloth; the coating is coated on the base fabric.
In the technical scheme, the base fabric is provided with two layers;
the coating thickness was 6 mm.
In the technical scheme, in the third step, the composite flexible water stop construction comprises base surface treatment, SR matched primer coating, SR-2 filler caulking, SR cover plate pasting, polyurea composite tire base cloth coating cover plate pasting, expansion bolt installation, tabletting fixation and edge sealing;
the specific construction method comprises the following steps:
s31: treating a base surface;
cleaning a concrete base surface of a seam at the joint of the side wall and the panel by using a steel wire brush, and washing the concrete base surface by using high-pressure water or cleaning the concrete base surface by using a brush to ensure that the concrete base surface is clean;
s32: coating SR matching primer;
after the base surface is cleaned and dried, coating SR matching primer on the seam and the concrete part needing to be pasted with the SR anti-seepage cover sheet;
s33: caulking the materials;
after SR matching primer is dried, cutting SR-2 filler into a proper shape, filling the shape into a seam cavity, and tamping the shape by using a water-soaked wood stick;
forming a bulge by using an SR forming machine or directly stacking SR-2 fillers on the seam surface to form a bulge with a designed size, and pressing and tightly filling;
s34: SR cover plate pasting;
gradually unfolding an SR cover plate, tearing off anti-sticking protective paper on the surface, sticking the SR cover plate on a concrete base surface and a filler, and driving air from the middle part to two sides of the SR cover plate to ensure that the SR cover plate is tightly stuck;
SR cover sheet lapping: for the part needing to be lapped, the lapping length is 20-30 cm, SR matching primer is firstly coated on the SR cover sheet of the lapping section, and then lapping and pasting are carried out;
s35: pasting a coating cover plate of the polyurea composite tire base cloth;
unfolding the polyurea composite tire base cloth coating cover plate, tearing off anti-sticking protective paper on the surface of the polyurea composite tire base cloth coating cover plate, sticking the polyurea composite tire base cloth coating cover plate on the SR cover plate, and ensuring that the width of a polyurea coating layer, which is stuck with the concrete panel, on two sides of the filler bag is more than or equal to 30 cm;
s36: fixing an expansion bolt and a pressing sheet;
firstly, placing perforated stainless steel pressing sheets which accord with the design interval on a polyurea composite tire base cloth coating cover plate for positioning;
secondly, positioning an anchoring point by using a hole on the pressing sheet, drilling a straight hole at the anchoring point to the depth required by the design, and cleaning the ash in the hole by using a blower;
drilling holes on the steel bars to be avoided, wherein the distance between the drilled holes and the edge of the structure is larger than 10 cm;
fourthly, according to the construction process requirement of the finished expansion bolt, the expansion bolt is put in and screwed tightly, and the pressing strip is ensured to fix the polyurea composite tire base cloth coating cover plate firmly;
s37: sealing edges of the coating cover plate of the polyurea composite tire base cloth;
and (4) sealing all edges of the adhered polyurea composite tire base cloth coating cover plate by using an elastic edge sealing agent.
The invention implements the novel joint type of the mixed dam, better solves the problems of large construction amount of concrete, long pouring time, complex temperature control measures and weak leakage channels at the joint parts of the gravity dam and the panel dam of the traditional side wall type joint, and has the following outstanding advantages:
(1) the novel joint type concrete has small work amount and short concrete construction period
The novel joint type of the invention improves the traditional side wall type joint, and not only ensures the stability of the side wall, but also reduces the pouring amount of concrete through the side wall along the axis direction of the dam and the stabbing wall vertical to the axis direction of the dam; the side wall and the barbed wall combination mode has more obvious advantages when the dam body is higher (the side wall and the barbed wall combination mode is suitable for a hundred-meter-grade dam body (namely the dam body with the height within 100 m)), can obviously reduce the concrete volume, and greatly shorten the concrete construction period; the defects that the concrete retaining wall (namely the whole side wall type joint) at the connecting section of the traditional side wall type joint extends into a panel dam at a certain gradient, when the dam body is higher, the section of the concrete retaining wall is increased, and a large-volume concrete structure is formed after slope setting at a certain gradient, so that the concrete engineering quantity is large, the pouring time is long, and the concrete temperature control measures are complicated are overcome;
(2) novel joint type seepage-proofing effect is good
The novel joint type of the invention is characterized in that special cushion layers are paved under the side wall and the panel, and composite flexible water stopping is adopted; the special cushion layer has low permeability coefficient and good anti-seepage effect; the composite flexible water stop is additionally provided with a polyurea composite tire base cloth coating cover plate, which is equivalent to one more protective barrier; in addition, the base fabric has strong deformation adaptability, can adapt to the deformation difference of the gravity dam and the panel dam caused by rigidity, and water stop is not easy to pull open under the extreme working conditions such as earthquake and the like; the special cushion layer and the composite flexible water stop are combined together, so that hydraulic connection of upstream and downstream of the joint of the mixing dam can be effectively cut off, leakage of reservoir water along the contact surface is greatly reduced, and the risk of osmotic damage at the joint of the mixing dam is reduced.
The invention is suitable for hundred-meter-level dam bodies (namely dam bodies with the height within 100 m), and the side wall and the thorn wall are combined, so that the concrete pouring amount can be reduced; the defects that in the existing hundred-meter-level dam body, the concrete retaining wall of the side wall type joint connecting section extends into the face slab dam at a certain gradient, when the dam body is higher, the section of the concrete retaining wall is increased, a large-volume concrete structure is formed after slope releasing at a certain gradient, the concrete engineering quantity is large, the pouring time is long, and the concrete temperature control measures are complex are overcome.
Drawings
Fig. 1 is a schematic diagram of a three-dimensional structure of the novel hybrid dam joint of the present invention.
Fig. 2 is a longitudinal section of the novel hybrid dam joint of the present invention.
Fig. 3 is a sectional view a-a of fig. 2.
Fig. 4 is a sectional view B-B of fig. 2.
Fig. 5 is a cross-sectional view C-C of fig. 2.
Fig. 6 is a schematic view of a partial structure of the composite flexible water stop structure connected with the side wall and the panel.
In the figure, 1-side wall, 2-stabbed wall, 3-special cushion layer, 4-composite flexible water stop structure, 4.1-SR-2 filler, 4.2-SR cover sheet, 4.3-polyurea composite base cloth coating cover plate, 4.4-stainless steel pressing sheet, 4.5-expansion bolt, 5-panel, 6-rockfill area, 7-toe board and 8-joint of side wall and panel.
A in fig. 1 denotes a panel dam.
Detailed Description
The embodiments of the present invention will be described in detail with reference to the accompanying drawings, which are not intended to limit the present invention, but are merely exemplary. While the advantages of the invention will be clear and readily understood by the description.
With reference to the accompanying drawings: a construction method of a novel joint type of a gravity dam and a panel dam is used for construction, and the construction method comprises the following steps,
the method comprises the following steps: construction of side wall and thorn wall connecting section
The construction process flow of the connecting section of the side wall and the thorn wall is as follows: foundation treatment → side wall formwork erection and pouring → thorn wall formwork erection and pouring; the side wall and the thorn wall connecting section are poured by concrete; when pouring, firstly, pouring the side wall along the axis direction of the dam, and then pouring the stabbing wall vertical to the axis direction of the dam;
s11: treating a foundation;
before the side wall and thorn wall connecting section is poured, a base building surface is cleaned, geological sketch is carried out on cracks, and the foundation is processed according to actual conditions so as to meet the pouring requirements of the side wall and the thorn wall (the pouring requirements of the side wall and the thorn wall are both the prior art);
s12: erecting and pouring a side wall;
erecting a side wall template according to the size of the side wall 1, and coating a release agent on the contact surface of the side wall template and the concrete; pouring concrete after the side wall formwork is erected, vibrating to be compact, and dismantling the side wall formwork after the concrete is cured for 28 days;
s13: erecting and pouring the barbed wall;
erecting a barbed wall template according to the size of the barbed wall 2, and coating a release agent on the contact surface of the barbed wall template and the concrete; pouring concrete after the barbed wall template is erected, vibrating to be compact, and removing the barbed wall template after the concrete is cured for 28 days;
three stabbed walls are arranged in the direction vertical to the axis of the dam, so that the earth and stone space between the two stabbed walls can be rolled compactly;
step two: special bedding course
Paving a special cushion layer 3 under the side wall 1 and the panel 5 along the joint;
step three: composite flexible water stop construction
And (3) filling a plastic filler (SR-2 filler is a commercially available product) at the seam 8 between the side wall and the panel, covering the filler by using an anti-seepage cover plate of the traditional flexible water stop after the filler bulge is formed, covering the filler by using a polyurea composite tire base cloth coating cover plate, and pressing the edges of the two sides by using stainless steel bars and anchoring the two sides by using stainless steel expansion bolts.
Further, the novel joint type of the gravity dam and the panel dam comprises a mixed dam connecting section, a special cushion layer 3 and a composite flexible water stop structure 4;
the connecting section of the mixing dam is of a concrete pouring structure; the mixed dam connecting section is arranged between the gravity dam and the panel dam and is used for connecting the gravity dam and the panel dam;
the special cushion layer 3 is arranged at the joint of the connecting section of the mixing dam and the panel;
the composite flexible water stopping structure 4 is arranged at the joint of the connecting section of the mixing dam and the panel.
Further, the mixed dam connecting section comprises a side wall 1 along the axial direction of the dam and a stabbing wall 2 vertical to the axial direction of the dam;
the barbed wall 2 is vertically arranged on the section of the side wall 1;
the side wall 1 is a vertical retaining wall; the stabbed wall 2 is a vertical retaining wall.
Further, the section size of the side wall 1 is larger than that of the panel dam so as to maintain the stability of the filling dam material;
the top elevation of the side wall 1 is the same as that of the panel dam, so that smooth connection between the side wall and the panel dam is guaranteed.
Furthermore, the section of the barbed wall 2 is trapezoidal;
the three stabbed walls 2 extend into the face plate dam, so that the stability of the side wall is guaranteed, and the concrete engineering quantity is saved; the three acanthopore walls 2 are arranged at intervals, and the distance is 25m, so that the compaction of the earth and stone between the two acanthopore walls can be guaranteed.
Further, a special cushion layer 3 is arranged at the joint of the connecting section of the mixing dam and the panel;
the upstream two stabbing walls 2 are inserted into a special bedding 3 (as shown in figures 1-5).
Further, the width of the special cushion layer 3 is 5 m;
the special cushion layer 3 is non-plastic and well-graded artificially prepared stock with the maximum grain diameter not more than 40mm and the permeability coefficient after compaction is 1 multiplied by 10-3cm/s～1×10-4cm/s; the special cushion layer can effectively cut off the hydraulic connection of the upstream and downstream of the joint of the mixing dam, greatly reduce the leakage of reservoir water along the contact surface and reduce the risk of osmotic damage at the joint of the mixing dam; the raw material of the special cushion layer 3 is the prior art;
the special cushion layer 3 is paved in a layered mode, and the special cushion layer is paved approximately horizontally when paved, and separation or formation of large pores is prevented; and horizontally rolling the paving materials of the special cushion layers 3 by adopting vibration flat rolling, wherein the vibration rolling times of each layer of the special cushion layer 3 are more than or equal to 13 times, and the compacted special cushion layer is ensured to be tightly combined with the side wall and the stabbed wall (as shown in figures 1-5).
When the special cushion layers are horizontally rolled in a layered mode, the rolling quality of each layer is guaranteed to meet the standard requirement, and after the rolling of the layer needs to reach the compaction degree of the standard requirement, the next layer of paving and rolling can be carried out, so that the compacted special cushion layers are tightly combined with the side wall and the stabbed wall; the compacted special cushion layer is tightly combined with the stabbed wall and the side wall and the panel so as to improve the seepage-proofing performance of the joint.
Further, the composite flexible water stopping structure 4 is arranged at a joint 8 of the side wall and the panel;
the composite flexible water stopping structure 4 comprises a traditional flexible water stopping and polyurea composite tire base cloth coating cover plate 4.3; the traditional flexible water stop comprises SR-2 filler 4.1, SR cover plate 4.2, stainless steel pressing sheet 4.4 and expansion bolt 4.5; on the basis of traditional flexible water stopping, a polyurea composite tire base cloth coating cover plate is added to form a composite flexible water stopping structure 4 so as to enhance the anti-seepage performance of the composite flexible water stopping structure 4;
the polyurea composite tire base cloth coating cover plate 4.3 comprises a coating and tire base cloth; the coating is in composite connection with the tire base fabric, and the coating is coated on the tire base fabric.
Furthermore, the base fabric is provided with two layers;
the thickness of the coating was 6 mm.
Further, the construction process flow of the composite flexible water stop structure 4 is as follows: base surface treatment → SR matching primer coating → SR-2 filler caulking → SR cover plate pasting → polyurea composite tire base cloth coating cover plate pasting → installing expansion bolts and pressing sheet fixing → edge sealing;
s31: treating a base surface;
cleaning a concrete base surface of a seam at the joint of the side wall 1 and the panel 5 by using a steel wire brush, and washing the concrete base surface by using high-pressure water or cleaning the concrete base surface by using a brush to ensure that the concrete base surface is clean;
s32: coating SR matching primer;
after the base surface is cleaned and dried, coating SR matching primer on the seam and the concrete part needing to be pasted with the SR anti-seepage cover sheet; the SR anti-seepage cover sheet is a novel water-stopping product formed by compounding an ethylene propylene diene monomer rubber plate and a GB water-stopping plate, is a commercially available product and has good anti-seepage performance;
s33: caulking the materials;
after SR matching primer is dried, cutting SR-2 filler 4.1 (namely plastic filler, which is a commercially available product) into a proper shape, filling the shape into a seam cavity, and tamping the shape by using a water-soaked wood stick;
forming a bulge by using an SR forming machine or directly stacking SR-2 fillers 4.1 on the seam surface to form a bulge with a designed size, and pressing and filling tightly;
s34: SR cover plate pasting;
gradually unfolding an SR cover plate 4.2, tearing off anti-sticking protective paper on the surface, sticking the SR cover plate 4.2 (which is a commercially available product) on a concrete base surface and a filler, and forcibly exhausting air from the middle part to two sides of the cover plate to ensure that the SR cover plate 4.2 is tightly stuck;
SR cover sheet lapping: for the parts needing to be lapped, the lapping length is 20-30 cm, SR matching primer is coated on an SR cover sheet (rubber surface) of the lapping section, and then lapping and pasting are carried out;
s35: pasting a coating cover plate of the polyurea composite tire base cloth;
gradually unfolding the polyurea composite tire base cloth coating cover plate 4.3, tearing off anti-sticking protection paper on the surface of the polyurea composite tire base cloth coating cover plate 4.3, sticking the polyurea composite tire base cloth coating cover plate 4.3 on the SR cover plate, and ensuring that the width of a polyurea coating layer which is stuck with the concrete panel at two sides of the filler bag is more than or equal to 30 cm;
s36: fixing an expansion bolt and a pressing sheet;
firstly, placing perforated stainless steel pressing sheets 4.4 (which are commercially available products) which accord with the designed spacing on a polyurea composite tire base cloth coating cover plate 4.3 for positioning;
secondly, positioning an anchoring point by using a hole on the pressing sheet, drilling a straight hole at the anchoring point to the depth required by the design, and cleaning the ash in the hole by using a blower;
drilling holes on the steel bars to be avoided, wherein the distance between the drilled holes and the edge of the structure is larger than 10 cm;
fourthly, according to the construction process requirement of a finished product expansion bolt 4.5 (which is a commercial product), the expansion bolt 4.5 is put in and screwed tightly, and the pressing strip is ensured to firmly fix the polyurea composite tire base cloth coating cover plate 4.3;
s37: sealing edges of the coating cover plate of the polyurea composite tire base cloth;
and (3) sealing all edges of the adhered polyurea composite tire base cloth coating cover plate 4.3 by using an elastic sealing agent, wherein the sealing is required to be compact and firm in adhesion (as shown in figure 6).
In order to more clearly illustrate the advantages of the construction method of the novel joint type of the gravity dam and the panel dam according to the present invention compared with the prior art, the two technical solutions are compared, and the comparison results are as follows:
as can be seen from the above table, compared with the prior art, the construction method of the novel joint type of the gravity dam and the panel dam has the advantages of small concrete work amount, short construction period, good durability and good seepage-proofing performance.
Other parts not described belong to the prior art.
Examples
The invention will be described in detail by taking the embodiment of the invention applied to the connection between the gravity dam and the panel dam of a certain project as an example, and the invention also has a guiding function on the connection between the gravity dam and the panel dam of other projects.
The connection joint applied to the gravity dam and the panel dam of a certain project comprises a side wall and a stabbed wall connecting section, a special cushion layer and composite flexible water stop,
the side wall and the barbed wall connecting section in the embodiment are composed of a side wall along the dam axis direction and a barbed wall perpendicular to the dam axis direction.
The mixed dam connecting section is poured by concrete, the side wall along the axial direction of the dam is a vertical retaining wall, and the section size is larger than that of a panel dam so as to maintain the stability of filling dam materials. The top elevation of the side wall is the same as that of the panel dam, so that smooth connection between the side wall and the panel dam is guaranteed. In order to ensure the stability of the side wall and save the concrete engineering quantity, three stabbed walls are arranged in the direction perpendicular to the axis of the dam. The stabbing walls are vertical retaining walls and have trapezoidal sections. The stabbing walls extend into the face dam at an interval of 25m to ensure that earth and stone between the two stabbing walls can be rolled compactly.
In the embodiment, the slope ratio of the side wall 1 is 1:2, the height is 50m, the length of the lower bottom edge is 190m, the length of the upper bottom edge is 10m, and the width is 20 m; the panel 5 has a slope ratio of 1:1.4, a height of 50m and a length of 142.4 m;
in the embodiment, the height of the barbed wall positioned in the middle part is 45m, the width is 5m, and the length is 24 m; the barbed walls on both sides have a height of 30m, a width of 5m and a length of 24 m. The rockfill region 6 has a length of 16m and a width of 35 m.
The toe plate 7 is located below the face plate 5, and the length of the toe plate 7 is 16 m.
The length of the special shim 3 in this example is 67.4 m.
In this embodiment, a special cushion layer with a width of 5m is additionally arranged along the joint between the side wall and the panel, and two stabbed walls close to the upstream side are inserted into the special cushion layer. The special cushion layer is non-plastic and well-graded artificially prepared material, the maximum grain diameter is not more than 40mm, and the permeability coefficient after compaction is 1 multiplied by 10-3cm/s～1×10-4cm/s。
During construction, the compacted special cushion layer is tightly combined with the side wall and the stabbed wall so as to improve the seepage-proofing performance of the joint.
In the embodiment, the design of the joint of the mixed dam needs to ensure that the joint part has enough anti-seepage performance, so that the composite flexible water stop is distributed at the joint of the side wall and the panel. The composite flexible water stop in the embodiment is additionally provided with a polyurea composite tire base cloth coating cover plate on the basis of the traditional flexible water stop, the coating thickness is 6mm, and two layers of tire base cloth are compounded inside the coating. The method specifically comprises the following steps: and filling plastic fillers in seams at the seams, covering the fillers by using an impermeable cover plate of the traditional flexible water stop after the fillers are bulged, covering the fillers by using a polyurea composite tire base cloth coating cover plate, and using stainless steel bars for pressing edges and using stainless steel expansion bolts for anchoring at two edges.
So far, the present embodiment forms a new type of joint for connecting a side wall and a stabbed wall to a gravity dam and a panel dam, laying a special cushion, and compounding flexible water stop between the side wall and the panel.
The embodiment of the connection joint applied to the gravity dam and the panel dam of a certain project, which is described in the embodiment, comprises the following steps,
the method comprises the following steps: construction of side wall and thorn wall connecting section
The construction process flow of the connecting section of the side wall and the thorn wall is as follows: foundation treatment → side wall formwork erection and pouring → thorn wall formwork erection and pouring; the side wall and the thorn wall connecting section are poured by concrete, and the concrete is marked as C30; when pouring, firstly, pouring the side wall along the axis direction of the dam, and then pouring the stabbing wall vertical to the axis direction of the dam;
s11: treating a foundation;
before the side wall and thorn wall connecting section is poured, a base building surface is cleaned, geological sketch is carried out on cracks, and the foundation is processed according to actual conditions so as to meet the pouring requirements of the side wall and the thorn wall;
s12: erecting and pouring a side wall;
erecting a side wall template according to the size of the side wall 1, and coating a release agent on the contact surface of the side wall template and the concrete; pouring concrete after the side wall formwork is erected, vibrating to be compact, and dismantling the side wall formwork after the concrete is cured for 28 days;
s13: erecting and pouring the barbed wall;
erecting a barbed wall template according to the size of the barbed wall 2, and coating a release agent on the contact surface of the barbed wall template and the concrete; pouring concrete after the barbed wall template is erected, vibrating to be compact, and removing the barbed wall template after the concrete is cured for 28 days;
three stabbed walls are arranged in the direction vertical to the axis of the dam, and the distance is 25m, so that the earthwork between the two stabbed walls can be rolled and compacted;
step two: special bedding paving
Paving a special cushion layer 3 with the width of 5m under the side wall 1 and the panel 5 along the joint; the special cushion layer 3 is paved in layers, the special cushion layer is paved approximately horizontally when the special cushion layer is paved, separation is prevented, or large pores are prevented from being formed, and the paving thickness of each layer is 20 cm; horizontally rolling the special cushion layer materials 3 by adopting 200kN vibration flat rolling, wherein the vibration rolling times of each layer of special cushion layer 3 are more than or equal to 13 times (as shown in figures 1-5);
step three: composite flexible water stop construction
The flexible water stop construction process flow comprises the following steps: base surface treatment → SR matching primer coating → SR-2 filler caulking → SR cover plate pasting → polyurea composite tire base cloth coating cover plate pasting → installing expansion bolts and pressing sheet fixing → edge sealing;
s31: base surface treatment;
cleaning a concrete base surface of a seam at the joint of the side wall 1 and the panel 5 by using a steel wire brush, and washing the concrete base surface by using high-pressure water or cleaning the concrete base surface by using a brush to ensure that the concrete base surface is clean;
s32: coating SR matching primer;
after the base surface is cleaned and dried, coating SR matching primer on the seam and the concrete part needing to be pasted with the SR anti-seepage cover sheet;
s33: caulking the materials;
after SR matching primer is dried, cutting SR-2 filler into a proper shape, filling the shape into a seam cavity, and tamping the shape by using a water-soaked wood stick;
forming a bulge by using an SR forming machine or directly stacking SR-2 fillers on the seam surface to form a bulge with a designed size, and pressing and tightly filling;
s34: SR cover plate pasting;
gradually unfolding an SR cover plate 4.2, tearing off anti-sticking protective paper on the surface, sticking the SR cover plate on a concrete base surface and a filler, and forcibly driving air from the middle part to two sides of the SR cover plate to ensure that the SR cover plate is tightly stuck;
SR cover sheet lapping: for the parts needing to be lapped, the lapping length is 20-30 cm, SR matching primer is coated on an SR cover sheet (rubber surface) of the lapping section, and then lapping and pasting are carried out;
s35: pasting a coating cover plate of the polyurea composite tire base cloth;
gradually unfolding the polyurea composite tire base cloth coating cover plate, tearing off anti-sticking protection paper on the surface of the polyurea composite tire base cloth coating cover plate, sticking the polyurea composite tire base cloth coating cover plate on the SR cover plate, and ensuring that the width of a polyurea coating layer, which is stuck with the concrete panel, on two sides of the filler bag is more than or equal to 30 cm;
s36: fixing the expansion bolt and the pressing sheet;
firstly, placing perforated stainless steel pressing sheets which accord with the design interval on a polyurea composite tire base cloth coating cover plate for positioning;
secondly, positioning an anchoring point by using a hole on the pressing sheet, drilling a straight hole at the anchoring point to the depth required by the design, and cleaning the ash in the hole by using a blower;
drilling holes on the steel bars to be avoided, wherein the distance between the drilled holes and the edge of the structure is larger than 10 cm;
fourthly, according to the construction process requirement of the finished expansion bolt, the expansion bolt is put in and screwed tightly, and the pressing strip is ensured to fix the polyurea composite tire base cloth coating cover plate firmly;
s37: sealing edges of a coating cover plate of the polyurea composite tire base cloth;
and (3) sealing all edges of the adhered polyurea composite tire base cloth coating cover plate by using an elastic sealing agent, wherein the sealing is required to be compact and firm in adhesion (as shown in figure 6).
And (4) conclusion: this embodiment is through the side wall of following dam axis direction and perpendicular dam axis direction's thorn wall, has both guaranteed the stability of side wall self, has reduced the pouring volume of concrete again, reduces the concrete volume, shortens concrete construction period greatly, and special bed course and compound flexible stagnant water combine to get up can effectively block the hydraulic connection of mixing the upstream and downstream of dam junction, and the reservoir water that significantly reduces is along the contact surface seepage, has reduced the risk that mixed dam junction takes place the infiltration destruction.
Claims (10)
1. A construction method of a novel joint type of a gravity dam and a panel dam is characterized in that: the construction method adopts a novel joint type of the gravity dam and the panel dam for construction, and comprises the following steps,
the method comprises the following steps: construction of side wall and thorn wall connecting section
The construction of the side wall and the thorn wall connecting section comprises foundation treatment, side wall formwork erection and pouring, thorn wall formwork erection and pouring;
the connecting sections of the side walls and the barbed walls are cast by adopting concrete, the side walls in the direction along the axis of the dam are cast firstly during casting, and then the barbed walls in the direction vertical to the axis of the dam are cast;
s11: treating a foundation;
before pouring the side wall and the thorn wall connecting section, cleaning a foundation plane, performing geological sketch on a crack, and processing the foundation according to actual conditions so as to meet the pouring requirements of the side wall and the thorn wall;
s12: erecting and pouring a side wall;
erecting a side wall template according to the size of the side wall (1), and coating a release agent on the contact surface of the side wall template and the concrete; after the side wall template is erected, pouring concrete, vibrating to be compact, and after the concrete is cured, dismantling the side wall template;
s13: erecting and pouring the barbed wall;
erecting a barbed wall template according to the size of the barbed wall (2), and coating a release agent on the contact surface of the barbed wall template and concrete; pouring concrete after the barbed wall template is erected, vibrating to be compact, and removing the barbed wall template after the concrete is cured;
three stabbed walls are arranged in the direction vertical to the axis of the dam;
step two: special bedding paving
Paving a special cushion layer (3) under the side wall (1) and the panel (5) along the joint; the special cushion layer is non-plastic and well-graded artificially prepared material, the maximum grain diameter is not more than 40mm, and the permeability coefficient after compaction is 1 multiplied by 10 -3 cm/s～1×10 -4 cm/s；
Step three: composite flexible water stop construction
And (3) filling plastic fillers in seams at joints (8) of the side walls and the panel, covering the fillers by an impermeable cover plate for flexible water stop after swelling, covering the fillers by a coating cover plate for polyurea composite tire base cloth, and pressing edges of two edges by stainless steel bars and anchoring the edges by stainless steel expansion bolts.
2. The method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 1, wherein: the novel joint type of the gravity dam and the panel dam comprises a mixed dam connecting section, a special cushion layer (3) and a composite flexible water stop structure (4);
the connecting section of the mixing dam is of a concrete pouring structure; the mixed dam connecting section is arranged between the gravity dam and the panel dam;
the special cushion layer (3) is arranged at the joint of the connecting section of the mixing dam and the panel;
the composite flexible water stopping structure (4) is arranged at the joint of the connecting section of the mixing dam and the panel.
3. The method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 2, wherein: the mixed dam connecting section comprises a side wall (1) along the dam axis direction and a stabbed wall (2) perpendicular to the dam axis direction;
the barbed wall (2) is vertically arranged on the section of the side wall (1);
the side wall (1) is a vertical retaining wall; the stabbed wall (2) is a vertical retaining wall.
4. A method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 3, wherein: the section size of the side wall (1) is larger than that of the panel dam;
the top elevation of the side wall (1) is the same as that of the panel dam.
5. The method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 4, wherein: the section of the barbed wall (2) is trapezoidal;
the three stabbed walls (2) are arranged, and the three stabbed walls (2) extend into the panel dam; the three stabbed walls (2) are arranged at intervals, and the distance between the three stabbed walls is 25 m.
6. A method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 5, wherein: the special cushion layer (3) is arranged at the joint of the connecting section of the mixing dam and the panel;
the two stabbed walls (2) on the upstream side are inserted into a special cushion (3).
7. The method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 6, wherein: paving the special cushion layer (3) layer by layer, wherein the thickness of each layer of paving material is 20 cm; and horizontally rolling the paving materials of the special cushion layers (3) by adopting vibration flat rolling, wherein the vibration rolling times of each layer of the special cushion layer (3) are more than or equal to 13 times.
8. The method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 7, wherein: the composite flexible water stopping structure (4) is arranged at a joint (8) of the side wall and the panel;
the composite flexible water stopping structure (4) comprises a flexible water stopping and polyurea composite tire base cloth coating cover plate;
the polyurea composite tire base cloth coating cover plate comprises a coating and a tire base cloth; the coating is coated on the base fabric.
9. The method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 8, wherein: the base fabric is provided with two layers;
the thickness of the coating was 6 mm.
10. A method of constructing a new joint type of a gravity dam and a panel dam as claimed in claim 9, wherein: in the third step, the composite flexible water stop construction comprises base surface treatment, SR matched primer coating, SR-2 filler caulking, SR cover plate pasting, polyurea composite tire base cloth coating cover plate pasting, expansion bolt installation, tabletting fixation and edge sealing;
the specific construction method comprises the following steps of,
s31: treating a base surface;
cleaning a concrete base surface of a seam at the joint of the side wall (1) and the panel (5) by using a steel wire brush, and washing the concrete base surface by using high-pressure water or cleaning the concrete base surface by using a brush to ensure that the concrete base surface is clean;
s32: coating SR matching primer;
after the base surface is cleaned and dried, coating SR matching primer on the seam and the concrete part needing to be pasted with the SR anti-seepage cover sheet;
s33: caulking the materials;
after SR matching primer is dried, cutting SR-2 filler into a proper shape, filling the shape into a seam cavity, and tamping the shape by using a water-soaked wood stick;
forming a bulge by using an SR forming machine or directly stacking SR-2 fillers on the seam surface to form a bulge with a designed size, and pressing and tightly filling;
s34: SR cover plate pasting;
gradually unfolding an SR cover plate, tearing off anti-sticking protective paper on the surface, sticking the SR cover plate on a concrete base surface and a filler, and driving air from the middle part to two sides of the SR cover plate to ensure that the SR cover plate is tightly stuck;
SR cover sheet lapping: for the part needing to be lapped, the lapping length is 20-30 cm, SR matching primer is coated on the SR cover sheet of the lapping section, and then lapping and pasting are carried out;
s35: pasting a coating cover plate of the polyurea composite tire base cloth;
unfolding the polyurea composite tire base cloth coating cover plate, tearing off anti-sticking protective paper on the surface of the polyurea composite tire base cloth coating cover plate, sticking the polyurea composite tire base cloth coating cover plate on the SR cover plate, and ensuring that the width of a polyurea coating layer, which is stuck with the concrete panel, on two sides of the filler bag is more than or equal to 30 cm;
s36: fixing an expansion bolt and a pressing sheet;
firstly, placing perforated stainless steel pressing sheets which accord with the design interval on a polyurea composite tire base cloth coating cover plate for positioning;
secondly, positioning an anchoring point by using a hole on the pressing sheet, drilling a straight hole at the anchoring point to the depth required by the design, and cleaning the ash in the hole by using a blower;
drilling holes on the steel bars to be avoided, wherein the distance between the drilled holes and the edge of the structure is larger than 10 cm;
fourthly, according to the construction process requirement of the finished expansion bolt, the expansion bolt is put in and screwed tightly, and the pressing strip is ensured to fix the polyurea composite tire base cloth coating cover plate firmly;
s37: sealing edges of a coating cover plate of the polyurea composite tire base cloth;
and (4) sealing all edges of the adhered polyurea composite tire base cloth coating cover plate by using an elastic edge sealing agent.
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| US9689130B1 (en) * | 2012-02-29 | 2017-06-27 | J.F. Brennan Co., Inc. | Submersible bulkhead system and method of operating system |
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