CN111188320A - A kind of anti-seepage flexible step spillway and construction method thereof - Google Patents
A kind of anti-seepage flexible step spillway and construction method thereof Download PDFInfo
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- CN111188320A CN111188320A CN202010119784.5A CN202010119784A CN111188320A CN 111188320 A CN111188320 A CN 111188320A CN 202010119784 A CN202010119784 A CN 202010119784A CN 111188320 A CN111188320 A CN 111188320A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
- E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
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- 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
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- 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
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Abstract
本发明公开了一种防渗柔性台阶溢洪道及其施工方法，涉及水利技术领域，本发明将原有的土工袋垒砌的直立式边坡，调整设计为溢洪道斜边坡和溢洪道边坡阶梯的组合结构，能够更好引导流水，更加高效的溢洪；CDASS土工袋内的回填土、溢洪道斜边坡和溢洪道边坡阶梯的成型回填土均为混合有石灰、水泥和土料的胶结土，能够更好的保证土料的溢洪道的抗冲刷性、抗侵蚀性和边坡与泄槽的稳定性；整个溢洪道的露出部分均进行了防渗处理，有效预防了水流对坝体的侵蚀、渗透和冲刷破坏，保证了坝体及溢洪道的完整性和可靠性；将原有光滑式U型钉更换为具有螺纹结构的T型钉，增加了锚固的效果，该防渗柔性台阶溢洪道施工效率高，使用材料少。
The invention discloses an anti-seepage flexible stepped spillway and a construction method thereof, and relates to the technical field of water conservancy. In the present invention, the original vertical slope built with geotechnical bags is adjusted and designed as a spillway inclined slope and a spillway slope ladder. The combined structure can better guide flowing water and more efficiently spill; the backfill in the CDASS geobag, the formed backfill of the spillway slope and the spillway slope steps are all cemented soil mixed with lime, cement and soil. It can better ensure the erosion resistance and erosion resistance of the soil spillway and the stability of the slope and the chute; the exposed part of the entire spillway has been treated with anti-seepage, which effectively prevents the erosion and penetration of the water flow to the dam body. The integrity and reliability of the dam body and the spillway are guaranteed; the original smooth U-shaped nails are replaced with T-shaped nails with a threaded structure, which increases the anchoring effect. The anti-seepage flexible step spillway has high construction efficiency , using less material.
Description
Technical Field
The invention relates to the technical field of water conservancy, in particular to an anti-seepage flexible step spillway and a construction method thereof.
Background
Traditional silt ground dam spillway adopts the geotechnological bag that does not have the impermeable performance to build and forms, its spillway side slope then is formed by the geotechnological bag lining, because in actual work progress, original geotechnological bag is bulky, lead to its self weight multiplication, the subsoil geotechnological bag that makes bears huge weight, it is inside that moisture infiltration when the spillway discharge, it is inside to lead to spillway overall structure to take place to warp and the structure is impaired, and the inside soil material of filling of geotechnological bag is original state soil, if the soil material is sandy soil, its cohesion is zero, can't reach the strength requirement of spillway through ramming. The anchoring nail of the traditional spillway is a smooth U-shaped nail, and the anchoring effect is relatively poor. Meanwhile, the traditional spillway is a non-seepage-proofing spillway, the erosion effect and the permeability of water flow are continuously enhanced along with the rise of water level when the spillway is drained, the integral structure of the spillway is damaged, and the spillway is complex in construction process, high in construction difficulty, long in construction period and the like.
Disclosure of Invention
The invention aims to provide an anti-seepage flexible step spillway and a construction method thereof, which can alleviate the problems.
In order to alleviate the above problems, the technical scheme adopted by the invention is as follows:
in a first aspect, the invention provides an anti-seepage flexible step spillway, which comprises a dam body, wherein the dam body is provided with a spillway chute, a plurality of spillway steps are arranged in the spillway chute, a plurality of CDASS geobags are paved on the spillway steps, the CDASS geobags are fixed through anchoring nails,
the left slope and the right slope of the spillway chute are of the same structure and respectively comprise spillway slope steps and spillway slope steps, the spillway slope steps on the same side are connected with the back slope surface of the dam body through the spillway slope steps on the same side, and the spillway slope steps on the two sides form an inverted splayed structure;
the exposed part of the whole spillway is fixedly covered with a flexible impermeable geotechnical composite layer through an anchoring nail which is a T-shaped nail with a threaded anchoring part;
the CDASS geotextile bag is filled with cemented soil mixed with lime, cement and soil, and the spillway slope ladder are formed by backfilling the cemented soil.
The technical effect of the technical scheme is as follows: the original vertical side slope built by the geotextile bags is adjusted and designed into a combined structure of the spillway slope and the spillway slope ladder, so that flowing water can be guided better, and spillway flood can be conducted more efficiently; the backfill soil in the CDASS geotextile bag, the molding backfill soil of the spillway slope and the spillway slope ladder are cemented soil mixed with lime, cement and soil, so that the scouring resistance and the erosion resistance of the spillway of the soil and the stability of the slope and the chute can be better ensured; the exposed part of the whole spillway is subjected to anti-seepage treatment, so that erosion, permeation and scouring damage of water flow to the dam body are effectively prevented, and the integrity and reliability of the dam body and the spillway are ensured; the anchoring method and the anchoring material are readjusted and designed, and the original smooth U-shaped nail is replaced by a T-shaped nail with a thread structure, so that the anchoring effect is improved.
In a second aspect, the invention provides a construction method of an anti-seepage flexible step spillway, which comprises the following steps:
s1, digging spillway discharge grooves along the upper plane, the backwater slope surface and the backwater lower plane of the dam body, wherein the spillway discharge grooves are through grooves;
s2, constructing spillway steps on the inclined surface of the spillway chute;
s3, preparing cemented soil;
s4, backfilling left and right backfilling areas in the spillway chute by using cemented soil, and reinforcing left and right side walls of the spillway chute;
s5, constructing a spillway slope and spillway slope steps on backfill parts at the left side and the right side of a spillway chute;
s6, laying CDASS geobags on the steps of the spillway, filling cemented soil in the CDASS geobags, anchoring the CDASS geobags by adopting T-shaped nails, sewing the openings of the CDASS geobags, and coating cyanogen condensation on the surfaces of the CDASS geobags;
s7, when the cyanogen coagulation coated on the surface of the CDASS geobag is changed into a viscous state from a liquid state or has a wire-drawing characteristic, laying a flexible impermeable geopolymer layer on the exposed part of the current spillway, and anchoring the flexible impermeable geopolymer layer through a T-shaped nail;
s8, coating 3 times of cyanogen condensation on the surface of the laid flexible impermeable geotechnical composite layer, wherein the coating interval time is 12-24 hours;
and S9, digging boundary fixing soil grooves on the slope surfaces of the backwater slopes on the left side and the right side of the current spillway, and pressing and fixing the left side and the right side of the flexible impermeable geotechnical composite layer in the boundary fixing soil grooves on the two sides through backfilling soil and T-shaped nails to complete the construction of the spillway.
The technical effect of the technical scheme is as follows: the material usage amount is one third of the material usage amount of the traditional spillway, the construction process is simpler, more convenient and faster in the construction process, the construction period is greatly reduced and is only one fourth of the original construction period, and the construction cost is greatly reduced.
Further, in step S2, during the construction of the spillway steps, the uneven portions of the spillway steps need to be trimmed.
The technical effect of the technical scheme is as follows: the step size of the spillway after excavation is better ensured to be consistent with the design size.
Further, the step S4 specifically includes: the left and right side templates are built in the spillway chute, and a backfill area is respectively formed between the left and right side templates and the left and right side walls of the spillway chute; backfilling the cemented soil layer by layer to a left backfilling area and a right backfilling area; and (3) tamping the cemented soil of the current layer by adopting a tamper every time one layer of cemented soil is backfilled, wherein the tamping standard is determined according to a compaction test of the cemented soil, and the compaction density of the cemented soil is not less than 0.98 times of the maximum dry density.
Further, in the step S6, the cemented soil is filled into the CDASS geobag by using a layered compaction method, wherein the mouth of the CDASS geobag is located at the top of the CDASS geobag, and the mouth of the CDASS geobag is sewn by using a hand-held sewing machine.
Further, the CDASS geobags have a width greater than the width of the spillway steps, with an overlap between adjacent CDASS geobags.
The technical effect of the technical scheme is as follows: the adjacent CDASS geobags are supported in an overlapping mode, and the laying stability of the CDASS geobags is guaranteed.
Further, the lap seams of all the T-shaped nails, the lap seams between the flexible anti-seepage geocomposite layer and the CDASS geobags are subjected to anti-seepage treatment.
And further, after the current CDASS geobag is subjected to cyanogen condensation coating, and the cyanogen condensation coated on the surface of the CDASS geobag is changed from liquid state to viscous state or has wire drawing-like characteristic, the next CDASS geobag is laid.
The technical effect of the technical scheme is as follows: the construction efficiency is high, and the construction quality is ensured.
Further, cement mortar is poured into the anchoring gaps around the T-shaped nails.
The technical effect of the technical scheme is as follows: the anchoring effect of the T-shaped nail is improved.
Further, the flexible anti-seepage geotechnical composite layer is formed by connecting a plurality of small parts.
The technical effect of the technical scheme is as follows: is convenient for manufacturing and laying.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a schematic diagram showing a first state in the process of constructing a spillway in an embodiment;
FIG. 2 is a schematic diagram showing a second state of the spillway construction process in the embodiment;
FIG. 3 is a schematic diagram showing a third state in the process of constructing the spillway in the embodiment;
FIG. 4 is a schematic diagram showing a fourth state in the process of constructing the spillway according to the embodiment;
FIG. 5 is a schematic diagram showing a fifth state in the process of constructing the spillway according to the embodiment;
FIG. 6 is a schematic diagram showing the construction of the spillway according to the embodiment;
FIG. 7 is a schematic side sectional view of the spillway after completion of construction in the example;
in the figure: 1-dam body, 2-backwater slope surface, 3-spillway chute, 4-spillway step, 5-backwater lower plane of dam body, 6-upper plane of dam body, 7-spillway chute backfill portion, 8-spillway slope, 9-spillway slope step, 10-CDASS geobag, 11-T-shaped nail, 12-flexible impermeable geocomposite layer, 13-boundary fixed soil groove and 14-geobag overlap portion.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. 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 to 7, the embodiment provides an impermeable flexible step spillway, which includes a dam body 1, the dam body 1 is provided with a spillway chute 3, a plurality of spillway steps 4 are arranged in the spillway chute 3, a plurality of CDASS geobags 10 are laid on the spillway steps 4, the CDASS geobags 10 are fixed by anchoring nails, the left and right side slopes of the spillway chute 3 have the same structure and both include spillway slope steps 8 and spillway slope steps 9, the spillway slope steps 9 on the same side are connected with the back water slope surface 2 of the dam body through the spillway slope steps 8 on the side, and the spillway slope steps 8 on both sides form an inverted-eight-shaped structure; the exposed part of the whole spillway is fixedly covered with a flexible impermeable geotechnical composite layer 12 through an anchoring nail which is a T-shaped nail 11 with a thread on an anchoring part; the CDASS geobags 10 are filled with cemented soil mixed with lime, cement and soil, and the spillway slope slopes 8 and the spillway slope steps 9 are formed by backfilling the cemented soil.
In this embodiment, the cdass (check dam spill) geobag is sewn using PET cloth and geocloth in an overlapping alignment; the flexible impermeable geotechnical composite layer 12 is formed by overlapping, aligning and bonding three materials, namely PET cloth, a high-strength geomembrane and geotechnical cloth by a hot melt adhesive method.
In this embodiment, parameters such as the mesh density, the weaving gram weight per unit area, the weaving thickness, the bonding strength, and the like of the PET cloth, the high-strength geomembrane, and the geotextile are determined according to the influence factors such as the gradation of the protected soil, the permeability requirement, and the like.
In this embodiment, the spillway slope 8 has two inclined directions, the first inclined direction is a front-back inclined direction, and the second inclined direction is a left-right inclined direction.
Example 2
Referring to fig. 1 to 7, the present embodiment provides a construction method of an impermeable flexible step spillway in embodiment 1, which includes the following steps:
s1, digging a spillway chute 3 along the upper plane 6, the backwater slope 2 and the backwater lower plane 5 of the dam body, wherein the spillway chute 3 is a through groove;
s2, constructing spillway steps 4 on the inclined surface of the spillway chute 3;
s3, preparing cemented soil;
s4, backfilling left and right backfilling areas in the spillway chute 3 by using cemented soil, and reinforcing left and right side walls of the spillway chute 3;
s5, constructing a spillway slope 8 and spillway slope steps 9 on backfill parts on the left side and the right side of the spillway chute 3;
s6, paving the CDASS geotextile bags 10 on the spillway steps 4, filling cemented soil in the CDASS geotextile bags 10, anchoring the CDASS geotextile bags 10 by adopting T-shaped nails 11, sewing the openings of the CDASS geotextile bags 10, and painting cyanogen coagulation on the surfaces of the CDASS geotextile bags 10;
s7, when the cyanogen coagulation coated on the surface of the CDASS geotextile bag 10 changes from liquid state to viscous state or has wiredrawing-like characteristics, laying a flexible impermeable geotextile composite layer 12 on the exposed part of the current spillway, and fixing the flexible impermeable geotextile composite layer by a T-shaped nail 11;
s8, coating cyanogen coagulation for 3 times on the surface of the laid flexible impermeable geotechnical composite layer 12, wherein the coating interval time is 12-24 hours;
s9, digging boundary fixing soil grooves 13 on the back water slope surfaces 2 on the left side and the right side of the current spillway, and pressing and fixing the left side and the right side of the flexible anti-seepage geotechnical composite layer 12 in the boundary fixing soil grooves 13 on the two sides through backfilling soil and T-shaped nails to complete the construction of the spillway.
In the embodiment, the left flexible impermeable geotechnical composite layer 12 and the CDASS geotechnical bags 10 are resistant to high-speed water flow scouring and are not damaged at 5.5 m/s; the product is frozen for 6 days under the severe cold condition of minus 40 ℃ and the radiation intensity of illumination is 550 w/square meter, the tensile strength is more than 95 percent when the product is continuously illuminated for 150 hours, and the product has excellent aging resistance and freezing resistance; and the material meets the excellent technical indexes that the bidirectional tension of the monofilament is more than 0.19 KN/root, the double-sided broad width tension strength is more than 80KN/m and the CBR bursting strength is more than or equal to 6 KN.
In this embodiment, the mixing ratio of lime, cement and soil in the cemented soil is determined according to the slope stability, the soil grading and the slope strength requirement of the spillway, and is stirred to be uniform, so as to ensure the slope 8 strength of the spillway and the CDASS geotextile bag 10 strength requirement.
In this embodiment, the CDASS geobags 10 have a width greater than the width of the spillway steps 4, with an overlap 14 between adjacent CDASS geobags 10. In the process of constructing the spillway steps 4, the uneven parts of the spillway steps 4 need to be trimmed, the sizes of the spillway steps 4 and the CDASS geobags 10 matched with the spillway steps are determined according to the flow velocity, the flow rate and the flow state of water flow in the spillway, the acting force on the steps and the energy dissipation rate, and the arrangement density of T-shaped nails 11 used when the CDASS geobags 10 are fixed and the overlapping length of the adjacent CDASS geobags 10 are determined.
In this embodiment, when constructing the slope 8 and the slope step 9 of the spillway for the two side spillway chute backfill portions 7, the slope ratio of the slope 8 of the spillway and the width of the slope step 9 of the spillway are determined according to the requirement of the slope strength and the requirement of the slope stability of the spillway.
In this embodiment, a layer of cyanogen gel is coated at the lap joint of adjacent CDASS geobags 10 for seepage control, after the first layer of cyanogen gel is air-dried, a second layer of cyanogen gel is coated, then the CDASS geobags 10 or the flexible seepage-control geocomposite layer 12 is laid, the second layer of cyanogen gel has seepage control and bonding functions, after bonding is completed, the second layer of cyanogen gel is fixed by using a T-shaped nail 11, and after the fixing is completed, the glass cement is used for carrying out secondary seepage control treatment on the fine gap. The lap seams of all the T-shaped nails 11 and the lap seams between the flexible impermeable geocomposite layer 12 and the CDASS geobag 10 are subjected to impermeable treatment. The coating interval of each layer of cyanic acid condensate in the anti-seepage engineering needs to be determined by factors such as air temperature, humidity and the like, the interval time is preferably 12-24 hours generally, and the next step is carried out when the cyanic acid condensate layer with the bonding function is in a sticky state or has a wire-drawing-like characteristic.
In this embodiment, each time a CDASS geobag 10 is laid, cemented soil filling, anchoring by a T-shaped nail 11, sewing of a bag opening, and coating cyanogen condensation construction are performed on the currently laid CDASS geobag 10, and when the current CDASS geobag 10 is coated with cyanogen condensation and is in a viscous state or has a string-like characteristic, the next CDASS geobag 10 is laid.
In this embodiment, the flexible impermeable geocomposite layer 12 is formed by stitching several small portions.
In this embodiment, cement mortar is filled into the anchoring gap around the T-shaped nail 11, and the T-shaped nail 11 is fixed by grouting and anchoring, in which the T-shaped nail 11 is first driven into a certain depth and pulled out, the cement mortar is poured into the T-shaped nail 11, and then the T-shaped nail 11 is completely driven into the T-shaped nail for fixing.
In step S8 of the present embodiment, the specific operations are: a boundary fixing soil groove 13 is dug in parallel at a certain distance of side slopes on two sides of the spillway, the edge of the flexible anti-seepage soil-engineering composite layer 12 is placed in the boundary fixing soil groove 13 and fixed by a T-shaped nail 11, and after the fixing is finished, the boundary fixing soil groove 13 is backfilled by adopting a layered tamping method. The distance between the boundary soil fixing groove 13 and the side slope of the spillway and the specific size thereof are determined according to factors such as the drainage quantity of the spillway, the scouring and erosion force of water flow on materials and the like.
In this embodiment, step S4 specifically includes: the left and right side templates are built in the spillway chute, and a backfill area is respectively formed between the left and right side templates and the left and right side walls of the spillway chute; backfilling the cemented soil layer by layer to a left backfilling area and a right backfilling area; and (3) tamping the cemented soil of the current layer by adopting a tamper every time one layer of cemented soil is backfilled, wherein the tamping standard is determined according to a compaction test of the cemented soil, and the compaction density of the cemented soil is not less than 0.98 times of the maximum dry density.
In step S6 of the present embodiment, cemented soil is filled into the CDASS geobag 10 by using a layered compaction method, the mouth of the CDASS geobag 10 is located at the top of the CDASS geobag 10, and the mouth is sewn by using a hand-held sewing machine.
In this embodiment, the construction process at the inlet of the spillway chute is as follows: firstly, brushing a layer of cyanic acid condensate on the left and right wall surfaces of an inlet; tightly attaching the flexible impermeable geotechnical composite layer 12 to the upper surface; brushing a layer of cyanogen coagulation on the flexible impermeable geotechnical composite layer 12, then bonding a rubber strip with a certain width on the surface, brushing a layer of cyanogen coagulation on the other rubber, then bonding steel strips with the same width as the rubber together, and punching holes on the steel strips at equal intervals by using an electric drill; the expansion bolts are placed in the drilled holes and tightened to prevent water from flowing into the flexible impermeable geotechnical composite layer 12 and damaging the spillway and dam structure. Wherein, when the cyanic acid condensate is coated each time, the next work is carried out when the cyanic acid condensate is sticky or has the characteristic of wire drawing.
In this embodiment, after the construction of the spillway is completed, it is necessary to check whether the joints and seams between the flexible impermeable geocomposite layers 12 and the CDASS geocells 10, between the flexible impermeable geocomposite layers 12 and the T-shaped nails 11 are tight to prevent seepage, so as to ensure the integrity and operational reliability of the spillway with the flexible impermeable steps.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. An anti-seepage flexible step spillway, which comprises a dam body, wherein the dam body is provided with a spillway chute, a plurality of spillway steps are arranged in the spillway chute, a plurality of CDASS geobags are paved on the spillway steps, and the CDASS geobags are fixed by anchoring nails,
the left slope and the right slope of the spillway chute are of the same structure and respectively comprise spillway slope steps and spillway slope steps, the spillway slope steps on the same side are connected with the back slope surface of the dam body through the spillway slope steps on the same side, and the spillway slope steps on the two sides form an inverted splayed structure;
the exposed part of the whole spillway is fixedly covered with a flexible impermeable geotechnical composite layer through an anchoring nail which is a T-shaped nail with a threaded anchoring part;
the CDASS geotextile bag is filled with cemented soil mixed with lime, cement and soil, and the spillway slope ladder are formed by backfilling the cemented soil.
2. A construction method of the seepage-proofing flexible step spillway of claim 1, characterized by comprising the following steps:
s1, digging spillway discharge grooves along the upper plane, the backwater slope surface and the backwater lower plane of the dam body, wherein the spillway discharge grooves are through grooves;
s2, constructing spillway steps on the inclined surface of the spillway chute;
s3, preparing cemented soil;
s4, backfilling left and right backfilling areas in the spillway chute by using cemented soil, and reinforcing left and right side walls of the spillway chute;
s5, constructing a spillway slope and spillway slope steps on backfill parts at the left side and the right side of a spillway chute;
s6, laying CDASS geobags on the steps of the spillway, filling cemented soil in the CDASS geobags, anchoring the CDASS geobags by adopting T-shaped nails, sewing the openings of the CDASS geobags, and coating cyanogen condensation on the surfaces of the CDASS geobags;
s7, when the cyanogen coagulation coated on the surface of the CDASS geobag is changed into a viscous state from a liquid state or has a wire-drawing characteristic, laying a flexible impermeable geopolymer layer on the exposed part of the current spillway, and anchoring the flexible impermeable geopolymer layer through a T-shaped nail;
s8, coating 3 times of cyanogen condensation on the surface of the laid flexible impermeable geotechnical composite layer, wherein the coating interval time is 12-24 hours;
and S9, digging boundary fixing soil grooves on the slope surfaces of the backwater slopes on the left side and the right side of the current spillway, and pressing and fixing the left side and the right side of the flexible impermeable geotechnical composite layer in the boundary fixing soil grooves on the two sides through backfilling soil and T-shaped nails to complete the construction of the spillway.
3. The construction method of the seepage-proofing flexible step spillway according to claim 2, wherein in the step S2, the uneven part of the spillway step is trimmed during the construction process of the spillway step.
4. The construction method of the seepage-proofing flexible step spillway according to claim 2, wherein the step S4 specifically comprises: the left and right side templates are built in the spillway chute, and a backfill area is respectively formed between the left and right side templates and the left and right side walls of the spillway chute; backfilling the cemented soil layer by layer to a left backfilling area and a right backfilling area; and (3) tamping the cemented soil of the current layer by adopting a tamper every time one layer of cemented soil is backfilled, wherein the tamping standard is determined according to a compaction test of the cemented soil, and the compaction density of the cemented soil is not less than 0.98 times of the maximum dry density.
5. The construction method of the anti-seepage flexible step spillway according to claim 2, wherein in the step S6, cemented soil is filled into the CDASS geobag by using a layered compaction method, the mouth of the CDASS geobag is positioned on the top of the CDASS geobag, and the mouth of the CDASS geobag is sewn by using a hand-held sewing machine.
6. The method of claim 2, wherein the CDASS geobags have a width greater than the width of the spillway steps, and wherein there is an overlap between adjacent CDASS geobags.
7. The construction method of the anti-seepage flexible step spillway according to claim 2, wherein all the lap seams of the T-shaped nails, the lap seams between the flexible anti-seepage geocomposite layer and the CDASS geotextile bags are subjected to anti-seepage treatment.
8. The construction method of the anti-seepage flexible step spillway according to claim 2, wherein each time a CDASS geobag is laid, cemented soil filling, T-shaped nail anchoring, bag opening sewing and cyanogen condensation painting construction are carried out on the CDASS geobag which is currently laid, and after cyanogen condensation painting is completed on the current CDASS geobag, and cyanogen condensation painted on the surface of the CDASS geobag is changed from liquid state to viscous state or has a string-like characteristic, the next CDASS geobag is laid.
9. The construction method of the seepage-proofing flexible step spillway according to claim 2, wherein the anchoring gaps around the T-shaped nails are filled with cement mortar.
10. The method of claim 2, wherein the flexible impermeable geocomposite layer is formed by connecting a plurality of small sections.
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| CN202010119784.5A CN111188320A (en) | 2020-02-26 | 2020-02-26 | A kind of anti-seepage flexible step spillway and construction method thereof |
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| CN202010119784.5A CN111188320A (en) | 2020-02-26 | 2020-02-26 | A kind of anti-seepage flexible step spillway and construction method thereof |
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