CN113700013A - High-pressure jet grouting and clay core wall combined earth-rock cofferdam seepage-proofing construction method - Google Patents
High-pressure jet grouting and clay core wall combined earth-rock cofferdam seepage-proofing construction method Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
Abstract
The invention discloses an earth-rock cofferdam seepage-proofing construction method combining high-spraying seepage-proofing with a clay core wall, which is characterized by comprising the following steps: (1) filling the prop dam: filling the dike by a throwing filling method; (2) heightening the prop bank: after closure of the dike, filling a lower-layer cofferdam from two sides of the dike, and then filling a lower-layer clay core wall in the middle of the lower-layer cofferdam to form a bottom-layer structure of the earth-rock cofferdam with the thickness of 0.5-2 m for heightening the dike; (3) high-pressure jet grouting construction; (4) filling the top layer of the earth-rock cofferdam; (5) and constructing a face guard and a foot guard. The method integrates the advantages of clay core wall seepage prevention and high-pressure jet grouting seepage prevention, has simple construction process, is feasible, and ensures that the seepage prevention effect of the earth-rock cofferdam meets the requirement of dry land construction of permanent hydraulic buildings.
Description
Technical Field
The invention belongs to the field of hydraulic and hydroelectric engineering construction, and particularly relates to a construction method for performing anti-seepage treatment on an earth-rock cofferdam on a gravel covering layer.
Background
The cofferdam is a temporary water retaining hydraulic structure and is used for enclosing the construction of a permanent hydraulic structure, and dry land construction conditions are formed after the drainage of a foundation pit so as to ensure the smooth construction of the permanent structure. According to different materials of the built weir, the cofferdam can be divided into an earth-rock cofferdam, a concrete cofferdam, a steel sheet pile cofferdam, a stone masonry cofferdam, a bamboo cage cofferdam, a wood cage cofferdam, a geotechnical cloth bag cofferdam, a grass soil cofferdam and the like. The earth-rock cofferdam has the advantages of strong adaptability to the foundation, easy treatment of the cofferdam foundation, simple construction process, simpler cofferdam dismantling and the like because the earth-rock cofferdam can fully utilize local materials, and is often preferred in design.
The impervious filling of the earth-rock cofferdam can be determined according to the material source condition of the dam site, and when the permeability coefficient is less than 1 multiplied by 10 near the dam site-4The soil material of cm/s can be considered, if gravel soil material or weathered shale stone slag exists near the dam site, the permeability coefficient reaches 5 multiplied by 10 after the filling is compact-3～1×10-4And when the distance is cm/s, the cofferdam seepage-proofing requirement can be met by adopting a measure of enlarging the section of the seepage-proofing body. If no seepage-proofing soil material exists in the local area or the local area cannot be mined and filled under the influence of various conditions, the local area can be prevented from seepage in the forms of a steel sheet pile core wall, a concrete seepage-proofing wall, a high-pressure jet grouting seepage-proofing wall, an asphalt concrete seepage-proofing wall or a geomembrane core wall and the like.
In various earth-rock cofferdam seepage-proofing forms, the steel sheet pile core wall is simple to construct and can be repeatedly used, the construction height is preferably 12-15 m, the steel sheet pile core wall is suitable for sandy and soft soil foundations, and the construction difficulty in sandy gravel and rock foundations is higher; the concrete core wall, the asphalt concrete impervious wall and the geomembrane core wall are impervious and are mostly used for the water part of the weir body; the concrete diaphragm wall and the high-pressure jet grouting diaphragm wall can be used for the underwater part of the cofferdam, wherein the connection process of the concrete diaphragm wall between adjacent wall sections in the construction process is a difficult point, the poor quality of joints can often form water seepage hidden danger, the high-pressure jet grouting diaphragm wall has the advantages of high construction speed, low construction cost and good seepage prevention effect, but when the cofferdam filling material is gravel sand, the high-pressure jet grouting effect is limited because a large amount of sand materials are taken away by intercepting running water scouring.
Disclosure of Invention
In order to overcome the defect of the single seepage-proofing form in the earth-rock cofferdam taking sand gravel as filling materials, the invention provides an earth-rock cofferdam seepage-proofing construction method adopting high-pressure spraying seepage-proofing and clay core wall, which integrates the advantages of clay core wall seepage-proofing and high-pressure rotary spraying seepage-proofing, has simple and feasible construction process, and ensures that the seepage-proofing effect of the earth-rock cofferdam meets the requirement of dry construction of permanent hydraulic buildings.
The invention is realized by the following technical scheme.
The earth-rock cofferdam seepage-proofing construction method combining high-spraying seepage-proofing with clay core walls is characterized by comprising the following steps:
(1) filling the prop dam: filling the dike by a throwing filling method;
(2) heightening the prop bank: after closure of the dike, filling a lower-layer cofferdam from two sides of the dike, and then filling a lower-layer clay core wall in the middle of the lower-layer cofferdam to form a bottom-layer structure of the earth-rock cofferdam with the thickness of 0.5-2 m for heightening the dike;
(3) high-pressure jet grouting construction: after the prop dyke is heightened, drilling holes in the axis of the cofferdam, wherein the drilled holes sequentially penetrate through the lower-layer clay core wall, the prop dyke and the sandy gravel covering layer until the drilled holes penetrate into a rock stratum below the sandy gravel covering layer by 0.5-1 m, and then performing high-pressure jet grouting construction by adopting a conventional method;
(4) and (3) filling the top layer of the earth-rock cofferdam: firstly cleaning the floating slurry on the top surface of the high spray irrigation slurry, then constructing an anti-seepage adhesive tape on the surface of a lower-layer clay core wall in the bottom structure of the earth-rock cofferdam, and then continuously filling an upper-layer clay core wall and an upper-layer cofferdam on the bottom structure of the earth-rock cofferdam (namely continuously filling an upper-layer clay core wall above the lower-layer clay core wall so as to form an inverted trapezoidal clay core wall integral structure;
(5) and constructing a face guard and a foot guard.
As a specific technical scheme, in the step (1), the throwing filling method comprises a double dike construction mode of directly throwing filling from two ends of a river channel to the middle into water and a single dike construction mode of advancing from one end to the other end.
As a specific technical scheme, in the step (4), the construction steps of the anti-seepage adhesive tape are as follows: and cutting longitudinal grooves on the surface of the lower-layer clay core wall at intervals of 0.3-0.5 m, performing roughening treatment on the inner surfaces of the grooves of the longitudinal grooves, filling the grooves with thick clay slurry, and brushing the surface of the lower-layer clay core wall with thick clay slurry with the thickness of 3-5 mm.
According to the specific technical scheme, the section of the longitudinal groove is V-shaped, the width of the top surface of the longitudinal groove is 15-25 cm, and the depth of the top surface of the longitudinal groove is 20-30 cm;
as a specific technical scheme, the preparation method of the slurry comprises the following steps: adding soil into water according to the solid-liquid mass ratio of 1: 0.8-1, soaking for 6-10 h, then uniformly stirring, filtering by using a screen, and collecting undersize to obtain the required slurry; the specific gravity of the slurry is controlled to be 1.43-1.52 g/cm3。
As a specific technical scheme, in the step (2) and the step (4), the lower cofferdam and the upper cofferdam are filled with sand and gravel materials.
According to a specific technical scheme, in the step (2) and the step (4), filling raw materials of the upper layer clay core wall and the lower layer clay core wall comprise cohesive soil, gravelly soil, weathered materials and admixtures.
According to the specific technical scheme, in the step (2) and the step (4), filling raw materials of the upper layer of clay core wall and the lower layer of clay core wall are paved along the axis direction of the dam, and a dump truck is used for discharging materials and a bulldozer is used for leveling materials.
According to the specific technical scheme, in the step (2) and the step (4), after the filling materials of the upper layer clay core wall and the lower layer clay core wall are paved, rolling is carried out along the axis direction of the dam, the lapping width of the sectional rolling trace is not less than 0.3-0.5 m in the vertical rolling direction, the lapping width is 1.0-1.5 m in the rolling direction, and the rolling speed is generally 2-3 km/h and is not more than 4 km/h.
As a specific technical scheme, in the step (2) and the step (4), when an upper clay core wall and an upper cofferdam are filled, or a lower clay core wall and a lower cofferdam are filled, the clay core wall and the sand-gravel materials of the upper and lower cofferdams are filled synchronously, and the steps are rolled across seams.
The invention has the beneficial effects that:
(1) the invention is characterized in that a clay core wall and high-pressure jet grouting seepage prevention are combined to provide a seepage prevention construction method which is located on a sand-gravel covering layer and is used in an earth-rock cofferdam taking sand-gravel as main filling.
(2) According to the invention, the clay core wall and the cofferdam are constructed in a layered manner, before the high-pressure spray grouting construction, the lower layer clay core wall and the lower layer cofferdam are constructed firstly, and the bottom layer structure of the earth-rock cofferdam is formed to heighten the dike first, so that the high-pressure spray grouting and the lower layer clay core wall can be effectively lapped, and the seepage-proofing effect is improved; in addition, the anti-seepage binding belt is constructed on the lower-layer clay core wall, the V-shaped longitudinal grooves can be beneficial to filling of the filling materials of the upper-layer clay core wall, filling pores are not easy to occur, and the contact area of the upper-layer clay core wall and the lower-layer clay core wall is increased; at the same time, the surfaces of the longitudinal grooves and the lower layer of clay core walls are subjected to roughening treatment, and thick clay slurry is respectively filled and coated, so that the upper layer of clay core wall and the lower layer of clay core wall can be effectively lapped, and the anti-seepage effect is further improved.
(3) The method of the invention combines the clay core wall with the high-pressure jet grouting impervious wall, can greatly shorten the construction period, save construction materials, be more beneficial to protecting the environment and have the advantages of wide adaptability and good impervious effect on the premise of keeping the impervious effect unchanged.
Drawings
FIG. 1 is a structural form diagram of a high spray wall;
FIG. 2 is a schematic illustration of the method of the present invention;
FIG. 3 is a schematic diagram of the construction of a longitudinal trench and a thick clay slurry in the method of the present invention;
the meanings of the marks in the above figures are as follows: 1-clay core wall, 101-lower layer clay core wall, 102-upper layer clay core wall, 2-cofferdam, 201-lower layer cofferdam, 202-upper layer cofferdam, 3-earth rock cofferdam bottom structure, 4-dike, 5-sandy gravel covering layer, 6-rock stratum, 7-drilling hole, 8-protective surface, 9-water surface, 10-protective foot, 11-earth rock cofferdam top structure, 12-longitudinal groove and 13-thick clay slurry.
Detailed Description
The embodiments of the present invention will be described in detail below with reference to the accompanying drawings, and it is to be understood that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1
Referring to fig. 1, the construction method of earth-rock cofferdam for high-spraying anti-seepage combined with clay core wall includes the following steps:
1) dam filling
Filling the dike 4 by adopting a throwing filling method; the throwing filling method comprises a double dike construction mode of directly throwing filling from two ends of the river to the middle into water and a single dike construction mode of advancing from one end to the other end;
2) heightening prop dam
After closure of the dike 4, firstly filling a lower cofferdam 201 from two sides of the dike 4 by adopting sand gravel materials, then filling a lower clay core wall 101 in the middle, and forming a bottom structure 3 of the earth-rock cofferdam with the thickness of 0.5-2 m by filling to heighten the dike 4;
3) high pressure jet grouting construction
Drilling holes on the axis of the cofferdam after the dike 4 is heightened, wherein the drilled holes sequentially penetrate through the lower-layer clay core wall 101, the dike 4 and the sandy gravel covering layer 5 until the drilled holes penetrate into a rock stratum below the sandy gravel covering layer 5 by 0.5-1 m, and then performing high-pressure jet grouting construction by adopting a conventional method;
common arrangement forms of high-pressure jet grouting include top jet, rotary jet and swing jet, and each form can adopt a single-pipe method, a two-pipe method and a three-pipe method; the structure of the high spray wall can adopt the following forms:
a. single, double and three rows of rotary spray sockets, as shown in fig. 1 (a);
b. the rotary spraying swing spraying and the rotary spraying top spraying lap joint are shown in figure 1 (b);
c. swinging, spraying, butting and folding-jointing, as shown in figure 1 (c);
d. top-spraying folding joint, as shown in fig. 1 (d);
the applicable conditions of various forms of high-pressure spray walls are as follows:
a. the large-angle (30-90 degrees) swing spraying and the rotary spraying are suitable for bottom layers with high content of clay particles such as mucky soil, silty clay and the like and soft to medium compact bottom layers with less than 50 percent of content of silty soil, sandy soil and gravel; the fixed-spraying and small-angle (15-30 degrees) swing-spraying is suitable for soft strata such as silt, sandy soil and the like;
b. when the depth is less than 20m, the fixed spraying folding joint, the swinging spraying butt joint or the folding joint mode can be adopted; when the depth is 20 m-30 m, a single-row or double-row rotary spraying sleeving and rotary swing lapping mode can be adopted; when the depth is more than 30m, a two-row or three-row rotary spraying sleeving form is adopted;
c. the high-spraying wall with a small water head or a short operation period can adopt a swinging spraying butt joint or a folding joint or a fixed spraying folding joint form;
during construction, the construction method is determined through field tests or engineering analogy according to engineering requirements on the high-pressure jet wall, stratum conditions, adopted structural forms and construction parameters; when multiple rows of high spraying work are carried out, firstly, the rows on the back side are constructed, then the rows on the upstream side are constructed, and then the middle rows are constructed; generally, the high-sprinkling irrigation slurry holes in the same row are suitable to be constructed in two sequences. During construction, environmental protection measures are made, and the treatment or recovery work of waste water and waste slurry is well done; the high-pressure spray grouting slurry is suitable for cement slurry, and the variety and the strength of the used cement are determined according to engineering requirements. Ordinary portland cement is preferably adopted, and the water cement ratio can be 1.5: 1-0.6: 1; when special requirements are met, bentonite, fly ash and clay with plasticity index not less than 14 can be added; adding an accelerator, a water reducer and other additives into the cement slurry according to the requirement; drilling the high-pressure spray grouting by adopting a drilling machine to pre-drill holes, and forming holes by adopting a drilling and spraying integrated machine; when the drilling machine is used for pre-hole injection grouting, the hole-sequence construction can be carried out. The drilling and spraying integrated construction can be continuously carried out without dividing the hole sequence; the high-pressure spray grouting drilling can adopt methods such as rotary drilling, impact root canal drilling, vibration drilling, water jet drilling and the like, and can adopt slurry to protect the wall when necessary; during drilling construction, a measure for preventing hole inclination is adopted; the verticality deviation of the drill rod or the jet pipe should not exceed 0.5%, hole inclination measurement should be carried out under certain conditions, and the hole inclination deviation should not exceed 1% when the hole depth is less than 30 m; the high-pressure spray grouting is carried out after the drilling inspection is qualified; an automatic recorder is often adopted for recording grouting construction parameters; grouting the whole hole from bottom to top; when the jet pipe is disassembled midway, the overlap joint section is subjected to secondary spraying, and the overlap joint length is not less than 0.2 m; the repeated spraying measure can be adopted at the position where the local spray range needs to be enlarged or the compactness of the condensation body needs to be improved; the quality inspection of the anti-seepage performance of the high-spraying wall can be carried out by selecting a surrounding well, a drilling hole or other methods according to the structural form and the depth of the wall. Selecting a part with complex stratum, serious slurry leakage and possible quality defects and a randomly-extracted part; the high-spraying wall with larger thickness and smaller depth can be selected by a drilling inspection method, and drilling is carried out after the high-spraying grout on the part is finished for 28 d; the inspection method of the surrounding well can be applied to various types of high-spraying walls, and is carried out 7d after the high-spraying is finished, and if excavation or sampling is needed, the inspection method is carried out 14d later.
4) Top filling of earth-rock cofferdam
Before filling the clay core wall, firstly cleaning floating slurry on the top surface of the high-pressure spray grouting slurry, and then constructing an anti-seepage adhesive tape on the surface of a lower layer clay core wall 101 in a bottom structure 3 of the earth-rock cofferdam so as to effectively lap the upper layer clay core wall and the lower layer clay core wall; then, continuously filling an upper-layer clay core wall 102 and an upper-layer cofferdam 202 on the bottom structure of the earth-rock cofferdam to form a top structure of the earth-rock cofferdam;
the construction steps of the anti-seepage bonding belt are as follows: cutting a longitudinal groove 12 on the surface of the lower layer of clay core wall at intervals of 0.3-0.5 m, performing shaving treatment on the inner surface of the longitudinal groove 12 and the surface of the lower layer of clay core wall 101, filling the longitudinal groove 12 with thick clay slurry 13, and simultaneously brushing the surface of the lower layer of clay core wall with thick clay slurry 13 with the thickness of 3-5 mm; the section of the longitudinal groove 12 is V-shaped, the width of the top surface of the longitudinal groove 12 is 15-25 cm, and the depth of the top surface of the longitudinal groove 12 is 20-30 cm; the preparation method of the slurry comprises the following steps: adding soil into water according to the solid-liquid mass ratio of 1: 0.8-1, soaking for 6-10 h, then uniformly stirring, filtering by using a screen, and collecting undersize to obtain the required slurry; the specific gravity of the slurry is controlled to be 1.43-1.52 g/cm3；
In the step 2) and the step 4), sand-gravel materials are adopted to fill an upper cofferdam 202 and a lower cofferdam 201; the filling raw materials of the lower layer clay core wall 101 and the upper layer clay core wall 102 comprise cohesive soil, gravelly soil, weathered materials and admixture; when filling, the clay core wall and the sand-gravel materials of the upper cofferdam and the lower cofferdam are filled synchronously and rolled across the seam; paving clay core wall soil materials along the axis direction of the dam, unloading by adopting a dump truck, and leveling by adopting a bulldozer; rolling is carried out along the axis direction of the dam, the lapping width of the sectional rolling trace is not less than 0.3-0.5 m in the direction vertical to the rolling direction, and the lapping width is 1.0-1.5 m in the rolling direction; the rolling travelling speed is generally 2-3 km/h and is not more than 4 km/h;
5) and constructing a face guard and a foot guard.
Example 2
In order that the invention may be better understood, the following more particular examples are set forth. In the construction method for the earth rock cofferdam with the high-spraying seepage-proofing combination clay core wall, the top width of the cofferdam is 5m, the maximum weir height is about 14m, the slope ratio of the upstream side slope is 1: 2, the slope ratio of the back side slope is 1: 1.5, the weir body filler is river bed sand gravel, and the cofferdam seepage-proofing adopts the high-spraying grouting combination with the clay core wall for seepage-proofing; the bottom of the high spray irrigation slurry enters 0.5m of weakly weathered rock, the upper part of the high spray irrigation slurry penetrates into the clay core wall by 1m, and the maximum height is about 11 m; referring to fig. 1, the construction steps of this embodiment are as follows:
1) dam filling
Filling the cofferdam, wherein the underwater part is constructed by adopting a throwing filling method, and directly throwing filling from two ends to the middle into water for advancing, so as to fill the dike 4; loading materials by a back-hoe excavator, transporting a 20t dump truck to a weir body working surface for unloading, and matching with a TY320 bulldozer to push materials into water;
2) heightening prop dam
After closure of the dike 4, firstly filling a lower cofferdam 201 from two sides of the dike 4 by adopting sand gravel materials, then filling a lower clay core wall 101 in the middle, and heightening the dike 4 by filling and forming a bottom structure 3 of the earth-rock cofferdam with the thickness of 1 m;
3) high pressure jet grouting construction
After the dike 4 is heightened, drilling holes in the axis of the cofferdam, wherein the drilled holes sequentially penetrate through the lower-layer clay core wall 101, the dike 4 and the sandy gravel covering layer 5 until the drilled holes go deep into a rock stratum below the sandy gravel covering layer 5 by 0.5-1 m, and then performing high-pressure jet grouting construction by adopting a conventional method, specifically: the overwater part of the cofferdam is filled and transported by a 20t dump truck, discharged by a retreat method, paved and rolled in layers, paved and leveled by a TY320 bulldozer, compacted in layers, and the thickness of each layer is about 0.4 m; because the cofferdam and the riverbed covering layer are all sand pebbles and the permeability coefficient is overlarge, the cofferdam and the riverbed covering layer also need to be subjected to high-spray grouting seepage-proofing treatment; the cofferdam high-pressure rotary spraying grouting is carried out in two steps by adopting a double-pipe high-pressure rotary spraying mode, grouting holes are arranged in a single row, the hole distance is 1.0m, and the hole depth is 10-13 m; drilling and guniting flow line operation, namely constructing first-order holes and then constructing second-order holes; the main construction equipment comprises a high-pressure spraying trolley, a high-pressure grouting pump, an air compressor, a mortar stirrer, a slurry pump, a top drive follow pipe drilling machine and the like; according to the hole sites distributed along the anti-seepage axis, a top drive pipe following drilling machine is adopted for drilling, a PVC flower tube protective wall is arranged below the top drive pipe following drilling machine, and the sleeve is pulled out to form a hole; after pore forming, the spraying frame is qualified after acceptance, the spraying frame is aligned to a hole site, the pipe is arranged to a designed depth after trial spraying on the ground, the spraying direction is adjusted, required slurry and wind are fed, static spraying is carried out for 2-4 minutes to ensure effective combination of a high-spraying wall body and bedrock, then a rotary spraying trolley is started, and a spraying rod is rotated; when the specific gravity of the hole opening slurry return is more than 1.3, the hole opening slurry return can be lifted while being sprayed until the ground surface; after the injection is finished, filling and grouting the sprayed holes in time until the orifice grout does not sink any more;
4) top filling of earth-rock cofferdam
Before filling the clay core wall, firstly cleaning floating slurry on the top surface of the high-pressure spray grouting, and then constructing an anti-seepage adhesive tape on a lower layer clay core wall 101 in a bottom layer structure 3 of the earth-rock cofferdam so as to effectively lap the upper layer clay core wall and the lower layer clay core wall; then, continuously filling an upper-layer clay core wall 102 and an upper-layer cofferdam 202 on the bottom structure of the earth-rock cofferdam to form a top structure of the earth-rock cofferdam;
the construction steps of the anti-seepage bonding belt are as follows: cutting a longitudinal groove 12 on the surface of the lower layer clay core wall every 0.3m, performing shaving treatment on the inner surface of the longitudinal groove 12 and the surface of the lower layer clay core wall 101, filling the longitudinal groove 12 with thick clay slurry 13, and simultaneously filling the lower layer clay core wall with thick clay slurry 13Brushing thick clay slurry 13 with the thickness of 4mm on the surface of the core wall; the section of the longitudinal groove 12 is V-shaped, and the width of the top surface of the longitudinal groove 12 is 15cm, and the depth is 25 cm; the preparation method of the slurry comprises the following steps: adding soil into water according to the solid-liquid mass ratio of 1:1, soaking for 8h, then uniformly stirring, filtering by using a screen, and collecting undersize to obtain the required slurry; the specific gravity of the slurry is controlled to be 1.43-1.52 g/cm3；
In the step 2) and the step 4), sand-gravel materials are adopted to fill an upper cofferdam 202 and a lower cofferdam 201; the filling raw materials of the lower layer clay core wall 101 and the upper layer clay core wall 102 comprise cohesive soil, gravelly soil, weathered materials and admixture; when filling, the clay core wall and the sand-gravel materials of the upper cofferdam and the lower cofferdam are filled synchronously and rolled across the seam; generally, the construction method comprises the steps of firstly paving and filling sand-gravel materials on two sides of a weir body, then paving and filling clay materials, and then uniformly rolling and compacting; the dividing number of the cofferdam soil material filling procedures is related to factors such as the size of a filling surface, a paving mode, construction strength, construction season and the like; generally, the method comprises three procedures of spreading, compacting and quality inspection or four procedures of unloading, soil leveling, compacting and quality inspection; the three procedures of the former dividing method are suitable for the conditions that the dam face area is small and the automobile enters the occupation method for unloading; the four procedures of the latter dividing method are suitable for conditions of large dam face area, unloading by an automobile backing method, large dam face construction machinery quantity and the like; paving clay core wall soil materials along the axis direction of the dam, unloading by adopting a dump truck, and leveling by adopting a bulldozer; the material spreading method comprises a material spreading method and a material spreading method; the clay core wall soil material is compacted mostly by adopting an offset method, and when the rolling times are less, the method of pressing for enough times and turning for another time can be adopted; rolling is carried out along the axis direction of the dam, the lapping width of the sectional rolling trace is not less than 0.3-0.5 m in the direction vertical to the rolling direction, and the lapping width is 1.0-1.5 m in the rolling direction; the rolling travelling speed is generally 2-3 km/h and is not more than 4 km/h;
5) and constructing a face guard and a foot guard.
Claims (10)
1. The earth-rock cofferdam seepage-proofing construction method combining high-spraying seepage-proofing with clay core walls is characterized by comprising the following steps:
(1) filling the prop dam: filling the dike by a throwing filling method;
(2) heightening the prop bank: after closure of the berm, filling lower layers of cofferdams from two sides of the berm, then filling lower layers of clay core walls in the middle, and heightening the berm by filling and forming a bottom layer structure of the earth-rock cofferdam with the thickness of 0.5-2 m;
(3) high-pressure jet grouting construction: after the prop dyke is heightened, drilling holes in the axis of the cofferdam, wherein the drilled holes sequentially penetrate through the lower-layer clay core wall, the prop dyke and the sandy gravel covering layer until the drilled holes penetrate into a rock stratum below the sandy gravel covering layer by 0.5-1 m, and then performing high-pressure jet grouting construction by adopting a conventional method;
(4) and (3) filling the top layer of the earth-rock cofferdam: firstly cleaning the floating slurry on the top surface of the high spray irrigation slurry, constructing an anti-seepage adhesive tape on the surface of a lower-layer clay core wall in the bottom structure of the earth-rock cofferdam, and then continuously filling an upper-layer clay core wall and an upper-layer cofferdam on the bottom structure of the earth-rock cofferdam to form a top structure of the earth-rock cofferdam;
(5) and constructing a face guard and a foot guard.
2. The method for constructing earth-rock cofferdam with high-spraying impermeable combination clay core wall as claimed in claim 1, wherein in the step (1), the throwing filling method comprises a double dike construction mode of directly throwing filling from two ends of the river to the middle into the water and a single dike construction mode of advancing from one end to the other end.
3. The earth-rock cofferdam seepage-proofing construction method of high-pressure-jetting seepage-proofing combined clay core wall as recited in claim 1, characterized in that in said step (4), the construction steps of the seepage-proofing bonding tape are as follows: and cutting longitudinal grooves on the surface of the lower-layer clay core wall at intervals of 0.3-0.5 m, performing shaving treatment on the inner surfaces of the grooves of the longitudinal grooves and the surface of the lower-layer clay core wall, filling the grooves with thick clay slurry, and brushing the thick clay slurry with the thickness of 3-5 mm on the surface of the lower-layer clay core wall.
4. The earth-rock cofferdam seepage-proofing construction method of high-pressure-jetting seepage-proofing combined clay core wall as recited in claim 3, wherein the section of said longitudinal groove is V-shaped, and the width of the top surface of said longitudinal groove is 15-25 cm, and the depth is 20-30 cm.
5. The earth-rock cofferdam seepage-proofing construction method of high-pressure-jetting seepage-proofing combined clay core wall as recited in claim 3, characterized in that the preparation method of said mud is: adding soil into water according to the solid-liquid mass ratio of 1: 0.8-1, soaking for 6-10 h, then uniformly stirring, filtering by using a screen, and collecting undersize to obtain the required slurry; the specific gravity of the slurry is controlled to be 1.43-1.52 g/cm3。
6. The anti-seepage construction method for the earth-rock cofferdam of the high-pressure anti-seepage combined clay core wall as claimed in claim 1, wherein in the step (2) and the step (4), the lower cofferdam and the upper cofferdam are both filled with cobble material.
7. The method for constructing a high-pressure impermeable earth-rock cofferdam incorporating a clay core as claimed in claim 1, wherein the filling materials of the upper and lower clay cores in the step (2) and in the step (4) comprise cohesive soil, gravelly soil, weathered materials and admixtures.
8. The method for constructing a high-pressure-jet impermeable earth-rock cofferdam incorporating a clay core as claimed in claim 1, wherein in the step (2) and in the step (4), the filling materials of the upper and lower clay cores are laid along the axial direction of the dam, and the filling materials are unloaded by a dump truck and leveled by a bulldozer.
9. The method for constructing an earth-rock cofferdam with a high-pressure-jet impermeable combination clay core as claimed in claim 1, wherein in the step (2) and the step (4), the rolling is carried out along the axial direction of the dam after the filling materials of the upper clay core and the lower clay core are laid, the lapping width of the sectional rolling trace is not less than 0.3-0.5 m in the vertical rolling direction, 1.0-1.5 m in the rolling direction, and the rolling speed is generally 2-3 km/h and not more than 4 km/h.
10. The seepage-proofing construction method for earth-rock cofferdam with high-pressure-jetting seepage-proofing clay core wall as claimed in any one of claims 1 to 9, wherein in the step (2) and the step (4), when filling the upper clay core wall and the upper cofferdam or filling the lower clay core wall and the lower cofferdam, the clay core wall and the sand-gravel material of the upper and lower cofferdams are filled synchronously and rolled across the seam.
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