CN110820700A - Hydropower station diaphragm wall and construction method thereof - Google Patents
Hydropower station diaphragm wall and construction method thereof Download PDFInfo
- Publication number
- CN110820700A CN110820700A CN201911124850.1A CN201911124850A CN110820700A CN 110820700 A CN110820700 A CN 110820700A CN 201911124850 A CN201911124850 A CN 201911124850A CN 110820700 A CN110820700 A CN 110820700A
- Authority
- CN
- China
- Prior art keywords
- stage
- groove
- concrete
- joint
- lap joint
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B9/00—Water-power plants; Layout, construction or equipment, methods of, or apparatus for, making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention discloses a hydropower station diaphragm wall and a construction method thereof. The invention also provides a construction method of the hydropower station diaphragm wall, which comprises the following steps: excavating a first-stage slotted hole; arranging joint pipes at two ends of the primary slotted hole, and arranging at least one embedded part at the lap joint of the two ends of the primary slotted hole; pouring concrete into the first-stage slot; pulling up the joint pipe and the embedded part after the concrete is initially set to form a first-stage groove section with joint holes at two ends and a groove at a lap joint; completing the construction of all first-stage groove sections according to the interval distance; excavating second-stage slot holes at two ends of the first-stage slot section; and pouring concrete into the second-stage slot holes, so that the concrete is poured into the grooves at the lap joint part to form a continuous wall body. The joint seam of the invention is not a straight channel, so that the permeation resistance is increased, and the purpose of preventing the leakage of the joint of the groove plate type groove section is achieved.
Description
Technical Field
The invention relates to an anti-seepage project for building a hydropower station, in particular to an anti-seepage wall of the hydropower station and a construction method thereof.
Background
With the rapid development of economic construction, available hydraulic resources are gradually reduced, and the utilization rate of water resources needs to be improved, so that the hydraulic and hydroelectric engineering needs to be vigorously developed. The anti-seepage treatment is particularly critical in the construction engineering of water conservancy and hydropower, and poor anti-seepage treatment can cause water seepage, not only waste water resources, but also influence the stability and safety of the water conservancy and hydropower engineering, and can threaten the life and property safety of people under severe conditions.
The anti-seepage treatment of modern water conservancy and hydropower engineering generally uses an anti-seepage wall technology. The impervious wall is a continuous wall built underground and used for solving the leakage problem of a reservoir dam. The impervious walls in the water conservancy and hydropower engineering are divided into pile column type concrete impervious walls, slab pile cast-in-place concrete impervious walls and mud trough impervious walls. The cross section of the groove plate type concrete impervious wall is generally in a groove shape, the traditional pile column type impervious wall structure is optimized, and the unit grooves are connected in a lap joint mode and a linkage mode to complete structural connection. In the construction, the technical personnel connect the grouting pile holes by means of the groove plates, so that the structural strength of the wall body is improved, and the number of seams in the wall body structure is reduced. The slot plate type concrete construction technology is used in part of water conservancy and hydropower engineering with special construction environment, a large-scale impact drill is used during construction, a grab bucket is used for excavating a slot hole, then slurry is poured into the slot hole, the slot hole is reinforced, the strength of the slot hole is detected after the reinforcement, concrete is backfilled into the slot hole after the slot hole is qualified to form a part of the impervious wall, each slot hole of the impervious wall has a certain length, and the slot holes with a plurality of lengths are connected to form the continuous impervious wall.
The existing slot plate type concrete impervious wall has the defect that leakage is easy to occur at the overlapping position, namely the position where slot holes are connected.
Disclosure of Invention
The invention provides a construction method of a hydropower station diaphragm wall with a groove hole joint not easy to leak, aiming at solving the defects in the prior art.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the invention provides a hydropower station diaphragm wall which comprises a first-stage groove section and a second-stage groove section which are alternately arranged, wherein the joints of the first-stage groove section and the adjacent second-stage groove section are connected in an inserting manner, at least one groove is arranged at the end part of the first-stage groove section, and a bulge placed in the groove is arranged at the end part of the second-stage groove section.
The first-stage groove section and the second-stage groove section are connected in an inserting mode; the lap joint wall body is connected with the second-stage groove section in an inserting mode, or the lap joint wall body and the second-stage groove section are of an integral pouring structure.
The invention also provides a construction method of the hydropower station diaphragm wall, which comprises the following steps:
(1) excavating a first-stage slotted hole;
(2) arranging joint pipes at two ends of the primary slotted hole, and arranging at least one embedded part at the lap joint of the two ends of the primary slotted hole;
(3) pouring concrete into the first-stage slot;
(4) pulling up the joint pipe and the embedded part after the concrete is initially set to form a first-stage groove section with joint holes at two ends and a groove at a lap joint;
(5) completing the construction of all first-stage groove sections according to the interval distance in the steps (1) to (4);
(6) excavating second-stage slot holes at two ends of the first-stage slot section;
(7) and pouring concrete into the second-stage slot holes, so that the concrete is poured into the grooves at the lap joint part to form a continuous wall body.
The construction method comprises the following steps that a lap joint wall body is further arranged, before a second-stage slotted hole is excavated, a lap joint groove is excavated on one side of the joint of the first-stage slotted hole and the second-stage slotted hole, the lap joint groove extends towards two sides at the joint of the first-stage slotted hole and the second-stage slotted hole, an embedded part is arranged on one side, connected with the lap joint groove, of the first-stage slotted hole before concrete is poured, the embedded part is pulled up after the concrete of the first-stage groove section is initially set, and the concrete is poured into a groove of the first-stage groove section when the lap joint groove is poured.
Concrete is poured into the lap joint groove and the second-stage groove hole simultaneously, and the formed lap joint wall body and the second-stage groove section are of an integral structure.
Before the second-stage slotted hole is used for pouring concrete, an embedded part is arranged on one side, connected with the overlapping groove, of the second-stage slotted hole at an interval distance, the embedded part is pulled up after the concrete of the second-stage groove section is initially set, and the concrete is poured into the groove of the second-stage groove section when the overlapping groove is poured.
The modified concrete is poured into the lap joint groove.
And the primary slot hole and the secondary slot hole are filled with common concrete.
Ordinary concrete is poured into the first-stage slot; the second-stage slot holes are filled with modified concrete.
The excavating of the first-stage slot hole comprises:
grabbing a covering layer at one end of the first-stage slotted hole by using a grab bucket, and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
grabbing a covering layer at the other end of the first-stage slotted hole by using a grab bucket and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
grabbing a covering layer in the middle of the first-stage slotted hole by using a grab bucket and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
and cleaning the first-stage slotted holes.
Excavating the second-stage slotted hole comprises:
grabbing a covering layer of the second-stage slotted hole by using a grab bucket, and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
and cleaning the second-stage slotted holes.
Compared with the prior art, the invention has the beneficial effects that:
according to the invention, at the connection position of the groove plate type groove sections, an inserting connection mode is used, a first-stage groove hole at the connection position forms a plurality of continuously arranged grooves when concrete is poured, a second-stage groove hole at the overlapping position forms a plurality of continuously arranged bulges when the concrete is poured, and the second-stage groove hole bulges are correspondingly positioned in the grooves of the first-stage groove hole; so that the joint seam is not a straight channel, the infiltration resistance is increased, and the purpose of preventing the leakage of the joint of the groove plate type groove section is achieved.
Drawings
Fig. 1 is a schematic structural diagram of a first hydropower station diaphragm wall provided by an embodiment of the invention;
fig. 2 is a schematic structural diagram of a second hydropower station diaphragm wall provided by the embodiment of the invention;
fig. 3 is a schematic structural diagram of a third hydropower station diaphragm wall provided by the embodiment of the invention;
fig. 4 is an enlarged view at I in fig. 3.
In the figure: the structure comprises a first-stage groove section 1, a second-stage groove section 2, a lap joint wall body 3, a groove 4, a bulge 5, a first-stage groove hole 6, a joint 7, a second-stage groove hole 8 and a lap joint groove 9.
Detailed Description
The invention will be further described with reference to the accompanying drawings, but is not intended to be limited thereto.
Referring to fig. 1, the diaphragm wall of the hydropower station comprises a first-stage groove section 1 and a second-stage groove section 2 which are alternately arranged, and the joints of the first-stage groove section 1 and the adjacent second-stage groove section 2 are connected in an inserting manner.
The first-stage groove section 1 and the adjacent second-stage groove section 2 are connected in an inserting mode, so that a joint seam is not a straight line, a curve is formed, the leakage resistance is increased, and the leakage is prevented.
Preferably, the end part of the first-stage groove section 1 is provided with at least one groove 4, the end part of the second-stage groove section 2 is provided with a bulge 5 embedded in the groove 4, and the groove 4 and the bulge 5 are matched in shape to realize close combination; preferably, the cross section of the inner concave surface of the groove 4 is an inner concave arc shape, and the cross section of the outer convex surface of the protrusion 5 is an outer convex arc shape matched with the inner concave arc shape; as another preference, the cross section of the inner concave surface of the groove 4 is a concave rectangle, and the cross section of the outer convex surface of the protrusion 5 is a convex rectangle matching with the concave rectangle. The splicing mode is a connection mode with the matched groove and the matched protrusion, the combination of the groove and the protrusion is convenient for construction, and the leakage of the lap joint is effectively prevented.
Referring to fig. 2, further, the diaphragm wall of the hydropower station is further provided with a lap joint wall body 3, the lap joint wall body 3 is arranged at a joint 7 of the first-stage groove section 1 and the second-stage groove section 2 and extends to two sides along the joint 7, and the lap joint wall body 3 is connected with the first-stage groove section 1 in an inserting manner; the lap joint wall body 3 is connected with the second-stage groove section 2 in an inserting mode. The first-stage groove section 1 is positioned on one side connected with the lap joint wall 3, a plurality of grooves 4 are arranged on the first-stage groove section 1 at intervals, the lap joint wall 3 positioned on one side of the first-stage groove section 1 is provided with bulges 5 with the number corresponding to that of the grooves 4, and the bulges 5 are embedded in the grooves 4; the two-stage groove section 2 is positioned on one side connected with the lap joint wall 3, a plurality of grooves 4 are arranged on the two-stage groove section 2 at intervals, a plurality of bulges 5 with the number corresponding to that of the grooves 4 are arranged on the lap joint wall 3 positioned on one side of the two-stage groove section 2, and the bulges 5 on the two-stage groove section 2 are positioned in the grooves 4 of the corresponding lap joint wall 3. Through the connection mode that sets up a plurality of recesses and arch and combine together, further increased the contact of joint department 7 and long-pending to increase the resistance of seepage, more effective prevention the seepage of joint department.
The invention also provides a construction method of the hydropower station diaphragm wall, which comprises the following steps:
(1) excavating a first-stage slot hole 6;
(2) arranging joint pipes at two ends of the first-stage slotted hole 6, and arranging at least one embedded part at the lap joint of the two ends of the first-stage slotted hole 6;
(3) pouring concrete into the first-stage slotted hole 6;
(4) after the concrete is initially set, pulling up the joint pipe and the embedded part to form a first-stage groove section 1 with joint holes at two ends and grooves at lap joints;
(5) completing the construction of all first-stage groove sections 1 according to the distance intervals in the steps (1) - (4);
(6) excavating second-stage slotted holes 8 at two ends or one end of the first-stage slotted section 1;
(7) and pouring concrete into the second-stage slotted hole 8, so that the concrete is poured into the grooves at the lap joint part to form a continuous wall body.
Referring to fig. 1, the invention is a slot plate type concrete impervious wall, when a first-stage slot 6 is filled with concrete, a groove 4 needs to be reserved at a joint 7, and when a second-stage slot 8 is filled with concrete, the groove at the joint of the first-stage slot 6 is filled with concrete, so that a gap at the joint is not a straight channel, the seepage resistance is increased, and the seepage is prevented.
The width of the first-stage groove section 1 and the second-stage groove section 2 is 1-1.2 meters, the preferred width is 1 meter, 2 grooves 4 are arranged at the end part of the first-stage groove section 1 with the width of 1 meter at intervals of 20cm, the grooves 4 can be semicircles with the diameter of 20cm, the embedded parts are semicircular pipes with the diameter of 20cm, the length of the grooves 4 can also be 30-50cm, the width is square with the width of 20cm, and the distance from the inner wall of each groove 4 close to the edge of the first-stage groove section 1 is 20 cm. The anti-seepage resistance is increased while the strength is ensured.
Referring to fig. 2, in this embodiment, on the basis of the above embodiment, the overlapping wall 3 is further provided, before the second-stage slot 8 is excavated, an overlapping groove 9 is excavated on one side of a joint 7 of the first-stage slot 6 and the second-stage slot 8, the overlapping groove 9 extends towards two sides at the joint of the first-stage slot 6 and the second-stage slot 8, an embedded part is arranged on one side of the first-stage slot 6, which is connected with the overlapping groove 9, at an interval distance before concrete is poured into the first-stage slot 1, the embedded part is pulled up after the concrete of the first-stage slot 1 is initially set, and the concrete is poured into the groove of the first-stage slot 1 when the overlapping groove 9 is poured into the first-stage slot.
Through setting up overlap joint wall body 3, increase the intensity of joint department, extend the gap of joint department to both sides simultaneously, increase the resistance of seepage, prevent the seepage.
Referring to fig. 3 and 4, in this embodiment, on the basis of the above embodiments, concrete is poured into the overlapping groove 9 and the second-stage groove hole 8 at the same time, so that the formed overlapping wall 3 and the second-stage groove section 2 are of an integral structure.
The lap joint groove 9 and the second-stage groove hole 8 are simultaneously poured and can be connected into an integral structure, the lap joint wall body 3 and the second-stage groove section 2 are connected seamlessly, and leakage points are reduced.
In this embodiment, the length of the first-stage slot 6 is 9 to 11 meters, preferably 10 meters, the length of the second-stage slot 8 is 4 to 5 meters, preferably 5 meters, the length of the lap-joint wall 3 is 2 to 3 meters, preferably 3 meters, when the lap-joint wall 3 and the second-stage slot 2 are of an integral structure, the overlapping distance between the lap-joint wall 3 and the second-stage slot 2 can be shortened, and the overlapping distance between the lap-joint wall 3 and the first-stage slot 1 is correspondingly increased, and under the condition of the same length of the lap-joint wall 3, compared with the lap-joint wall 3 with the same length at the joint, the anti-seepage effect of the structure is more remarkable, the longer the overlapping length of the lap-joint wall 3 is, the larger the resistance of the joint gap is, and in the integral structure of the lap-joint wall 3 and the second-stage slot 2, only a certain thickness of the lap-joint wall 3. When the length of the lap joint wall body is 3 meters, the overlapping length of the lap joint wall body and the first-stage groove section is 2 meters, and the overlapping length of the lap joint wall body and the second-stage groove section is 1 meter.
In this embodiment, the second-stage slot 6 is provided with embedded parts at intervals on the side where the second-stage slot 6 is connected to the lap joint slot 9 before the concrete is poured, and the embedded parts are pulled up after the concrete in the second-stage slot section 2 is initially set, and the concrete is poured into the groove of the second-stage slot section 2 when the lap joint slot 9 is poured.
This embodiment is that the 9 both sides in overlap joint groove all set up bellied circumstances, through the plug-in connection mode who sets up a plurality of archs and groove combination, further increases the seepage resistance, reaches the purpose that prevents 7 seepage in joint department.
As shown in fig. 3 and 4, the present invention defines the grooves 4 as a square having a width of 25 to 35cm, a depth of 30 to 50cm, and a center-to-center distance between adjacent grooves 4 of 50 to 60 cm. The groove 4 is not too large or too small, and is not too large, so that the strength of the whole wall body is affected. When the length of the first-stage slotted hole 6 is 10 meters, the length of the second-stage slotted hole 8 is 5 meters, and the length of the lapping wall body 3 is 3 meters, the overlapping length of the lapping wall body 3 and the first-stage slotted hole 6 is 2 meters, the overlapping length of the lapping wall body and the second-stage slotted hole 6 is 1 meter, 3 square grooves 4 are arranged on the first-stage slotted hole 6, in order to guarantee certain strength and resistance, the width of each groove 4 is preferably 30cm, the depth is preferably 40cm, the center distance of adjacent grooves 4 is preferably 55cm, the grooves are arranged in such a way so as to facilitate groove preparation and forming, the size is too large, embedded parts cannot be easily pulled out, the size is too small, later-stage poured concrete cannot easily fill the grooves, and therefore, too large gaps are formed, and leakage is.
Furthermore, the modified concrete is poured into the lap joint groove 9, the modified concrete is high-fluidity concrete with low cement consumption and more bentonite and other materials, has the characteristics of low strength, low elastic modulus, large strain and the like, belongs to a flexible material, can be well adapted to softer foundation or contact, and has good seepage-proofing performance. Because the lap joint wall body 3 plays a role in blocking a gap, and the first-stage groove section 1 and the second-stage groove section 2 are arranged on one side of the lap joint wall body, the strength of the whole impervious wall cannot be influenced by selecting the modified concrete for the lap joint wall body 3.
In this embodiment, the primary slot 6 and the secondary slot 8 are filled with common concrete.
In order to further improve the strength of the impervious wall, common concrete is poured into the first-stage groove hole and the second-stage groove hole, modified concrete is poured into the lapping groove, the cost is reduced, the strength of the impervious wall is guaranteed, and meanwhile the modified concrete of the lapping wall body 3 can be better poured into the groove 4, so that the joint is better attached to the groove, the joint is blocked, and the purpose of improving the impervious effect is achieved.
The grooves 4 are all arranged in the first-stage groove section 1, and the grooves 4 are easy to arrange because the wall body of the first-stage groove section is thicker and is constructed before the second-stage groove section 2 and the lap joint wall body 3.
In this embodiment, the first-stage slot 6 is filled with ordinary concrete; the modified concrete is poured into the second-stage slotted hole 8.
The second-stage slotted hole 8 and the lap joint groove 9 are both filled with modified concrete and are of an integral structure, the second-stage slotted hole 8 is 4-5 meters in length and is shorter than the first-stage slotted hole 6 by 9-11 meters in length, so that the influence on the overall strength of the whole impervious wall is small, and the lap joint wall body 3 and the second-stage groove section 2 have overlapping length, so that the final strength influence is small.
In this embodiment, the excavating of the first-stage slot 6 includes:
grabbing a covering layer at one end of the first-stage slotted hole 6 by using a grab bucket, and lifting a heavy hammer by using a grab bucket machine to smash underground rocks;
grabbing a covering layer at the other end of the first-stage slotted hole 6 by using a grab bucket and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
grabbing a covering layer in the middle of the first-stage slotted hole 6 by using a grab bucket and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
cleaning the first-stage slotted holes 6.
The excavation second-stage slotted hole 8 comprises:
grabbing the covering layer of the second-stage slotted hole 8 by using a grab bucket, and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
and cleaning the second-stage slotted hole 8.
Meanwhile, the modified concrete used by the invention is prepared from the following composition, wherein the composition comprises the following components in parts by mass:
cement 200-; 140 portions of bentonite and 160 portions; 400 portions of sand and 420 portions; 900 portions of gravel and 1000 portions of sand; 30-50 parts of sawdust or/and straw; water 350 and 450 portions. The straw is plant straw, preferably common plant straw which is easy to collect nearby such as reed straw, corn straw, rice straw, wheat straw and the like, and the sawdust is wood sawdust, is not limited to wood varieties, is convenient to collect and is low in price. The sawdust or the crushed plant straws are added into the concrete, so that the cracking resistance, the compression resistance and the ductility of the concrete can be improved, the deformability of the concrete can be improved, the concrete is combined with the common concrete more tightly, and the leakage-proof effect of the impervious wall is improved; meanwhile, the sawdust or the crushed plant straws are added, so that the alkali resistance of the concrete can be prevented, the corrosion resistance of the concrete is improved, and the service life of the impervious wall is prolonged. The dosage of the sawdust or/and the straw is 30-50 parts, so that the cracking resistance, the pressure resistance and the ductility of the concrete can be effectively improved, and the deformability and the corrosion resistance of the concrete can be effectively improved; tests show that if the dosage is too low, the modification effect is not obvious any more, and the corrosion resistance is also obviously reduced; if the amount is too high, the deformation is too large, and the whole strength is affected.
The components are treated and then fully mixed to prepare the modified concrete used by the invention.
The preferable composition for preparing the modified concrete comprises the following components in parts by mass: 210 parts of cement; 150 parts of bentonite; 410 parts of sand; 950 parts of crushed stone; 40 parts of sawdust or/and straw; 400 parts of water; tests show that the modified concrete prepared by the composition has good modification in all aspects.
The invention is further illustrated by the following specific examples:
example 1
Raw materials (kg) were prepared according to the following mass:
210kg of cement; 150kg of bentonite; 410kg of sand; 950kg of crushed stones; 40kg of reed stalks; 400kg of water.
40kg of reed stalks are crushed into powder less than 0.2cm by using a stalk crusher, then the powder is stirred and mixed with 210kg of cement, 150kg of bentonite, 410kg of sand and 950kg of macadam, 400kg of water is added in the mixing process, and the mixture is uniformly stirred and poured into a second-stage slotted hole 8 and a lapping groove 9.
Because the bentonite is added in the formula of the concrete composition, the bonding and sealing performance of the concrete is improved, and the concrete composition has an obvious effect on seepage prevention of a plugging joint; on the other hand, the dam foundation is generally positioned in a place with water and reeds can grow easily, the invention can use local materials and save cost, meanwhile, the crushed reed stalks are added into the concrete, the anti-cracking performance of the concrete can be improved, and the modified concrete with the formula can effectively prevent the overlapped wall from cracking. The thickness of the lapped wall 3 is 30-40cm, preferably 35 cm. Through detection, the compression strength of the lapped wall 3 is greater than 4.1MPa, the breaking strength T is greater than 1.5MPa, and the lapped wall 3 has no defect through ultrasonic detection, good lapping, good wall homogeneity and good continuity.
Example 2
Raw materials (kg) were prepared according to the following mass:
200kg of cement; 140kg of bentonite; 420kg of sand; crushing 900kg of stones; 30kg of sawdust; 350kg of water.
200kg of cement, 140kg of bentonite, 420kg of sand, 900kg of macadam and 35kg of sawdust are stirred and mixed, 350kg of water is added in the mixing process, and the mixture is uniformly stirred and poured into an overlap joint groove.
The modified concrete of this embodiment is poured into the lap joint groove 9, can be fine and first phase groove section 1 and second phase groove section 2 fuse mutually, and the seam is inseparabler, plays the effect of antiseep. Through detection, the compression strength of the lapped wall 3 is greater than 4.3MPa, the breaking strength T is greater than 1.5MPa, and the lapped wall 3 has no defect through ultrasonic detection, good lapping, good wall homogeneity and good continuity.
Example 3
220kg of cement; 160kg of bentonite; 400kg of sand; 1000kg of crushed stone; 50kg of corn stalks; 450kg of water.
45kg of cornstalks are crushed into powder less than 0.2cm by using a straw crusher, and then the crushed powder is stirred and mixed with 220kg of cement, 160kg of bentonite, 400kg of sand and 1000kg of macadam, 450kg of water is added in the mixing process, and the mixture is uniformly stirred and poured into a second-stage slotted hole 8 and an overlapping groove 9. The modified concrete of this embodiment is poured into the lap joint groove 9, can be fine and first phase groove section 1 and second phase groove section 2 fuse mutually, and the seam is inseparabler, plays the effect of antiseep. Through detection, the compression strength of the lapped wall 3 is greater than 4.0MPa, the breaking strength T is greater than 1.5MPa, and the lapped wall 3 has no defect through ultrasonic detection, good lapping, good wall homogeneity and good continuity.
The above-described embodiment is only one of the preferred embodiments of the present invention, and general changes and substitutions by those skilled in the art within the technical scope of the present invention are included in the protection scope of the present invention.
Claims (9)
1. The utility model provides a power station cut-off wall, is including the first phase groove section and the second phase groove section that set up in turn, its characterized in that, the junction of first phase groove section and adjacent second phase groove section is connected through the form of pegging graft, the tip of first phase groove section is equipped with at least one recess, the tip of second phase groove section be equipped with inlay in the arch of recess.
2. The hydropower station diaphragm wall according to claim 1, further comprising an overlap wall body, wherein the overlap wall body extends towards two sides at the joint of the first-stage groove section and the second-stage groove section, and the overlap wall body is connected with the first-stage groove section in an inserting manner; the lap joint wall body is connected with the second-stage groove section in an inserting mode, or the lap joint wall body and the second-stage groove section are of an integral pouring structure.
3. A construction method of a hydropower station diaphragm wall is characterized by comprising the following steps:
(1) excavating a first-stage slotted hole;
(2) arranging joint pipes at two ends of the primary slotted hole, and arranging at least one embedded part at the lap joint of the two ends of the primary slotted hole;
(3) pouring concrete into the first-stage slot;
(4) pulling up the joint pipe and the embedded part after the concrete is initially set to form a first-stage groove section with joint holes at two ends and a groove at a lap joint;
(5) completing the construction of all first-stage groove sections according to the interval distance in the steps (1) to (4);
(6) excavating second-stage slot holes at two ends or one end of the first-stage slot section;
(7) and pouring concrete into the second-stage slot holes, so that the concrete is poured into the grooves at the lap joint part to form a continuous wall body.
4. The method for constructing a diaphragm wall of a hydropower station according to claim 3, further comprising the steps of providing a lap joint wall body, excavating a lap joint groove on one side of a joint of the first-stage groove hole and the second-stage groove hole before excavating the second-stage groove hole, extending the lap joint groove to both sides at the joint of the first-stage groove hole and the second-stage groove hole, arranging pre-embedded parts at intervals on one side of the first-stage groove hole, which is connected with the lap joint groove, before pouring concrete, pulling up the pre-embedded parts after the initial setting of the concrete of the first-stage groove section, and pouring the concrete into the groove of the first-stage groove section when pouring the lap joint groove.
5. The construction method of the hydropower station diaphragm wall according to claim 4, characterized in that the lapping groove and the second-stage groove hole are simultaneously cast with concrete, and the formed lapping wall and the second-stage groove section are of an integral cast structure.
6. The method for constructing a diaphragm wall of a hydropower station according to claim 4, wherein the secondary slot hole is provided with an embedded part at a spacing distance on the side where the secondary slot hole is connected with the lap joint groove before the concrete is poured, the embedded part is pulled up after the concrete of the secondary slot section is initially set, and the concrete is poured into the groove of the secondary slot section when the lap joint groove is poured.
7. The construction method of the hydropower station diaphragm wall according to any one of claims 4 to 6, wherein modified concrete is poured into the lap joint groove; and the primary slot hole and the secondary slot hole are filled with common concrete.
8. The construction method of the hydropower station diaphragm wall according to claim 4, wherein the primary slot is filled with common concrete; modified concrete is poured into the second-stage slotted hole and the lap joint groove.
9. The construction method of the diaphragm wall of the hydropower station according to claim 4, wherein the excavating the first-stage slotted hole comprises:
grabbing a covering layer at one end of the first-stage slotted hole by using a grab bucket, and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
grabbing a covering layer at the other end of the first-stage slotted hole by using a grab bucket and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
grabbing a covering layer in the middle of the first-stage slotted hole by using a grab bucket and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
cleaning the first-stage slotted holes;
excavating the second-stage slotted hole comprises:
grabbing a covering layer of the second-stage slotted hole by using a grab bucket, and lifting a heavy hammer by using a grab bucket machine to break underground rocks;
and cleaning the second-stage slotted holes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911124850.1A CN110820700A (en) | 2019-11-18 | 2019-11-18 | Hydropower station diaphragm wall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911124850.1A CN110820700A (en) | 2019-11-18 | 2019-11-18 | Hydropower station diaphragm wall and construction method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110820700A true CN110820700A (en) | 2020-02-21 |
Family
ID=69556147
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911124850.1A Pending CN110820700A (en) | 2019-11-18 | 2019-11-18 | Hydropower station diaphragm wall and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110820700A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112609709A (en) * | 2020-12-16 | 2021-04-06 | 上海市基础工程集团有限公司 | Tenon type sleeve milling joint based on removable steel pipe and construction method |
| CN114482107A (en) * | 2022-01-21 | 2022-05-13 | 广东南方建设集团有限公司 | Construction method of impervious wall |
| CN114508093A (en) * | 2022-02-11 | 2022-05-17 | 中冶华南建设工程有限公司 | Construction process of ultra-deep underground diaphragm wall |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101041962A (en) * | 2007-04-13 | 2007-09-26 | 中铁一局集团有限公司 | Underground continuous wall milling joint and construction technique thereof |
| CN103774690A (en) * | 2012-10-19 | 2014-05-07 | 上海建工集团股份有限公司 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
| CN206916753U (en) * | 2017-07-14 | 2018-01-23 | 浙江之江工程项目管理有限公司 | A kind of water sealing structure of diaphram wall and its seam crossing |
| KR101925598B1 (en) * | 2018-02-06 | 2019-02-20 | 주식회사 유탑엔지니어링건축사사무소 | Underground continuous wall grouting waterproofing method |
-
2019
- 2019-11-18 CN CN201911124850.1A patent/CN110820700A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101041962A (en) * | 2007-04-13 | 2007-09-26 | 中铁一局集团有限公司 | Underground continuous wall milling joint and construction technique thereof |
| CN103774690A (en) * | 2012-10-19 | 2014-05-07 | 上海建工集团股份有限公司 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
| CN206916753U (en) * | 2017-07-14 | 2018-01-23 | 浙江之江工程项目管理有限公司 | A kind of water sealing structure of diaphram wall and its seam crossing |
| KR101925598B1 (en) * | 2018-02-06 | 2019-02-20 | 주식회사 유탑엔지니어링건축사사무소 | Underground continuous wall grouting waterproofing method |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112609709A (en) * | 2020-12-16 | 2021-04-06 | 上海市基础工程集团有限公司 | Tenon type sleeve milling joint based on removable steel pipe and construction method |
| CN114482107A (en) * | 2022-01-21 | 2022-05-13 | 广东南方建设集团有限公司 | Construction method of impervious wall |
| CN114508093A (en) * | 2022-02-11 | 2022-05-17 | 中冶华南建设工程有限公司 | Construction process of ultra-deep underground diaphragm wall |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103643656B (en) | High rock-fill dam membrane anti-seepage body on deep coverage layer and construction method of high rock-fill dam membrane anti-seepage body | |
| CN110820700A (en) | Hydropower station diaphragm wall and construction method thereof | |
| CN105134248B (en) | The antidetonation and shock-dampening method of a kind of shield tunnel and vertical shaft connecting portion | |
| CN110094213A (en) | The spaces union supporting construction and method for protecting support in a kind of rich water broken formation tunnel | |
| CN110939104A (en) | Mixed seepage-proofing dam | |
| CN207295729U (en) | Annular pile supporting construction | |
| CN105421497A (en) | Water-proof construction method for connected nodes of foundation slab and ground wall in composite surround system | |
| CN112627162A (en) | Drainage stiffening core composite pile based on geopolymer grouting and construction method thereof | |
| CN111365036A (en) | I-steel-corrugated steel (GB) combined supporting structure for soft rock large-deformation tunnel | |
| CN204919546U (en) | But recovery type soil nail | |
| CN104214454B (en) | Fixed-end forces field percolate discharge guiding pipe and dam-through pipe attachment structure and construction method | |
| CN1065940C (en) | Anti-leakage water-tight structure used for water conservancy and water power engineering | |
| CN111979982A (en) | Full-material dam | |
| CN104695455B (en) | High-flow and high-head antiscour and anti-seepage overflow cofferdam structure and construction method thereof | |
| CN107503357A (en) | Annular pile supporting construction | |
| CN201598983U (en) | Spiral drilling machine and spiral drilling tool thereof | |
| CN205714225U (en) | A kind of railway culvert, tunnel defect wavy metal culvert pipe liner bracing means | |
| CN113494065A (en) | Soft rock rigid environment-friendly dam | |
| CN213143069U (en) | Pouring type impervious core earth-rock dam structure | |
| CN210636386U (en) | Reservoir seepage prevention structure for dam face of rock-fill dam and backfill reservoir bottom of soil and stone materials | |
| CN209722944U (en) | A kind of karst sinkhole plugging structure | |
| CN113123301A (en) | Partition structure of gravel soil core wall dam | |
| CN209585030U (en) | A kind of assembled retaining wall | |
| CN108589661B (en) | Core wall rock-fill dam | |
| CN217104952U (en) | Soft rock rigid environment-friendly dam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |