Double-line pressing plate anchoring construction method for non-stop river channel inflatable rubber dam

Abstract

The invention discloses a double-line pressing plate anchoring construction method for an inflatable rubber dam of a non-stop river channel. The method comprises the following steps: preparing for construction; performing staged diversion construction; a temporary cofferdam; excavating a foundation trench; foundation treatment; constructing a main body structure, namely binding reinforcing steel bars, arranging embedded parts, erecting a template and a bracket, and pouring and vibrating concrete; a stone filling apron section protection bottom and a riprap scour prevention groove are formed; rubber dam bag installation; control room mechanical and electrical installation; the inflation test comprises segmented pressure test, overall pressure maintaining and linkage test; constructing a fishway; and carrying out project acceptance, and carrying out a dam bag filling test and a water retaining test. The method has the advantages of being high in construction quality, good in safety, short in construction time and the like, anchor bolts are accurate in positioning and not prone to disturbance, the construction quality of the rubber dam is improved, the operation and maintenance problems are reduced, meanwhile, the consumption of concrete and steel is reduced, construction noise is avoided in the process, and energy conservation and environment protection are achieved.

Description

Technical Field

[0001] The invention relates to the technical field of rubber dam construction, and in particular to a double-line pressure plate anchoring construction method for an inflatable rubber dam in a continuous-flow river channel. Background Art

[0002] With the acceleration of urbanization and the deepening of ecological governance concepts, river landscape projects have gradually become an important carrier for improving urban quality and living environment. Traditional rigid dams are difficult to meet the needs of modern river comprehensive management due to their limitations such as strong ecological barrier and poor landscape coordination. In this context, rubber dam technology has become an ideal choice for river water storage, flood control and landscape creation with its significant advantages such as flexibility, adjustability, eco-friendliness and high landscape integration.

[0003] The rubber dam is made of high-strength synthetic rubber and skeleton materials. The dam body can be raised and lowered by filling with air or water. The water level can be flexibly adjusted, and it has multiple functions such as water storage, flood discharge, and ecological protection. Compared with traditional concrete dams, the construction period is short, the overall cost is low, and it can effectively reduce the damage to the natural form of the river, providing convenient conditions for fish migration and water exchange. In addition, the rubber dam can be combined with landscape elements such as greening and lighting to form an ecological landscape belt for waterside interaction, significantly enhancing the aesthetic value of the urban waterfront space.

[0004] As a type of rubber dam, inflatable rubber dam has the advantages of general rubber dams, as well as unique advantages such as simple inflation system and not easily affected by freezing. When anchoring the rubber dam bag, compared with wedge squeeze anchoring and capsule water-filled anchoring, double-line bolt pressure plate anchoring has the advantages of accurate design data, uniform force on the dam body, high safety performance, simple construction, convenient maintenance, minimum anchoring length, and reduced tape usage. However, there are still some shortcomings in the existing rubber dam construction methods, such as in terms of anchoring technology, the calculation of anchors is not ideal for fitting the actual working conditions, the anti-corrosion measures are not perfect, the anchor groove construction is defective, and the leakage treatment on the double anchor line is difficult. At the same time, rubber dams have high requirements for environmental adaptability. Under different geographical environments and climatic conditions, the dam body materials must have strong resistance to weathering, UV rays and temperature changes. During the installation process, the inflation and deflation of the dam body and the position, height and shape must be accurately controlled to ensure good sealing of the connection parts to avoid air leakage. In addition, during long-term maintenance, rubber materials are prone to aging and machinery is prone to damage, and parts need to be checked and replaced regularly. The inflation system also needs regular maintenance to ensure its normal operation. Summary of the invention

[0005] The purpose of the present invention is to provide a double-line pressure plate anchoring construction method for an inflatable rubber dam in a continuous-flow river. The dam bag made of a nylon and rubber composite is inflated to form a water retaining height, and collapses after exhausting to restore the flow capacity of the river. The double-line pressure plate perforated anchoring construction adopts upper and lower double-layer stainless steel pressure plates. Through high-strength bolts pre-buried in the concrete bottom plate, the reserved holes on the edge of the dam bag are precisely aligned and clamped with the pressure plate to form a continuous stress belt. A chloroprene rubber sealing strip is filled between the pressure plate and the dam bag, which can release stress through flexible contact and slight deformation under the impact of dynamic water flow, and can also resist high water pressure penetration. This method significantly improves the anchoring reliability through the technical combination of "double force + dynamic adaptation + three-dimensional sealing", and is particularly suitable for river projects with frequent water level adjustments, high flow rates or complex geological conditions. It has the comprehensive advantages of high construction precision, strong tear resistance, and convenient maintenance.

[0006] The technical solution to achieve the above purpose is:

[0007] A double-line pressure plate anchoring construction method for an inflatable rubber dam in a continuous-flow river channel, comprising:

[0008] Step S1, construction preparation, including geological survey review, site preparation, and personnel organization and safety training;

[0009] Step S2, phased diversion construction, including phased diversion layout and foundation pit drainage;

[0010] Step S3, temporary cofferdam, including clearing the riverbed and bagging soil cofferdam;

[0011] Step S4, excavation of foundation trench, including pumping out river water, data measurement and earth excavation;

[0012] Step S5, foundation treatment, including foundation trench, upstream covering, dam body bottom plate and energy dissipation pool foundation treatment;

[0013] Step S6, main structure construction, including steel bar binding, arranging embedded parts, setting up formwork and brackets, and concrete pouring and vibrating;

[0014] Step S7, pouring stone seabed section bottom protection and riprap anti-scouring groove, including gravel paving, stone filling, supporting wooden formwork and pouring cement mortar;

[0015] Step S8, installation of rubber dam bags, including on-site inspection of dam bags, setting out in place, drilling, anchoring installation, and boundary treatment and sealing;

[0016] Step S9, control room electromechanical installation, including equipment foundation installation, line and pipeline laying and system debugging;

[0017] Step S10, inflation test, including segmented pressure test, overall pressure maintenance and linkage test;

[0018] Step S11: Conduct fishway construction using a composite structure of gabion piers and concrete waterproof walls.

[0019] Step S12: Conduct project acceptance, including performing a dam bag filling test and a water retaining test.

[0020] Preferably, in Step S1, for geological survey and review, a light dynamic penetrometer is used to detect the foundation bearing capacity, and a ground penetrating radar is used to scan to confirm that there are no voids and cracks in the hidden structure of the river channel.

[0021] Preferably, Step S3 includes:

[0022] Step S31: Remove debris on the riverbed at the bottom of the weir.

[0023] Step S32: Use bagged soil to build a cofferdam. The woven bags are stacked in a staggered manner and leveled. The longitudinal and transverse joints overlap by 1 / 3. The soil volume is between 1 / 3 and 1 / 2 of the bag capacity. The slope ratio on the water-facing side is 1:1, and the slope ratio on the backwater side is 1:1.5. The height of the cofferdam is 2m. The geomembrane uses a two-layer fabric and one-layer membrane specification, with a base fabric of 350 g / ㎡ and a polyethylene geomembrane thickness of 0.3 mm.

[0024] Step S33: After the woven bags are filled and compacted, manually tamp them.

[0025] Preferably, in Step S4, the data measurement includes measuring the excavation range, slope, and elevation position for setting out the excavation range and depth. When the mechanical excavation reaches 20 cm - 30 cm above the design elevation, small machinery is used to clean the base surface. After the excavation reaches the design elevation, the dimensions should be rechecked.

[0026] Preferably, in Step S5, the foundation treatment refers to treating the foundation of the rubber dam built on poor foundation.

[0027] Preferably, in Step S7, the stone filling includes: mechanically throwing in the stones, manually assisting in masonry to adjust the gaps between the stones, filling in layers to the design elevation, and finally inserting crushed stones to fill the pores.

[0028] Preferably, in Step S9, the system commissioning refers to: first conducting single - machine trial operation, and then conducting on - line simulation control.

[0029] Preferably, in Step S10, a safety warning area is set up throughout the test. The over - pressure automatic relief device remains in the enabled state. The test data is recorded in real - time and an acceptance report is formed. After the test, the nuts should be tightened again to strengthen the anchoring. After passing the acceptance, the anchoring groove is leveled with cement mortar of the design grade.

[0030] Preferably, in Step S11, after the fishway construction is completed, water injection is carried out to test the water flow continuity.

[0031] Preferably, it also includes environmental protection measures: establishing a three - level environmental management network of project department - work area - team, and taking dust and dust - fall reduction measures, recycling waste materials and waste water in the construction area, living area and oil - stained area.

[0032] The beneficial effects of the present invention are as follows:

[0033] The construction is efficient and convenient. The dam body adopts a flexible composite material, which can be folded for transportation, is light in weight, does not require large - scale hoisting equipment, reduces the earthwork excavation volume and complex foundation reinforcement processes, and shortens the construction period by 30% - 50%.

[0034] It is friendly to the ecological landscape. The dam body does not block the water flow, and a fishway is set up to ensure the fish migration channel and the natural sediment transport.

[0035] The cost is relatively low. The lightweight of materials reduces the transportation and installation costs, has a relatively low requirement for the bearing capacity of the foundation, greatly reduces the consumption of raw materials such as steel, cement and wood, and the unit cost saves 30% - 35% compared with the concrete dam of the same scale. The durability of the dam bag is strong, the design life can reach 20 - 30 years, local damage can be quickly repaired, and there is no need for overall replacement, and the maintenance cost is reduced by more than 40% compared with the concrete dam. It is quick to replace after reaching the service life.

[0036] The embedded bolts are accurately positioned and not easily disturbed. The steel bars are bent to form an X - shape and form a triangular structure with the horizontally arranged steel bars, and the embedded bolts and the lower pressing plate are welded and fixed, and the inner angles of the lower bolts are integrally connected by steel bars throughout the length.

[0037] The river channel does not need to be cut off during the construction process. By means of the stage cofferdam diversion measure, the normal runoff of the river channel is maintained to ensure the stability of the water ecological environment. Description of the Drawings

[0038] Figure 1 It is the flow chart of the construction method for the double - line pressing plate anchoring of the non - cut - off - flow river channel inflatable rubber dam of the present invention;

[0039] Figure 2 It is the detailed flow chart of the construction method for the double - line pressing plate anchoring of the non - cut - off - flow river channel inflatable rubber dam of the present invention;

[0040] Figure 3 It is the acceptance standard diagram of the appearance quality of the rubber dam bag of the present invention;

[0041] Figure 4 It is the installation quality standard diagram of the embedded bolts of the present invention. Specific Embodiments

[0042] The present invention will be further described below in conjunction with the drawings.

[0043] Please refer to Figure 1 and Figure 2The double-line pressure plate anchoring construction method of the continuous-flow river inflatable rubber dam of the present invention comprises the following steps:

[0044] Step S1, construction preparation, including geological survey review, site preparation, personnel organization and safety training. Details are as follows:

[0045] Step S11, geological survey review. Re-survey the current status of the river according to the survey and design drawings, determine the specific construction location, focus on checking the geological conditions of the bottom plate area (such as silt layer thickness, pebble particle size), use a light dynamic probe to detect the bearing capacity of the foundation; conduct ground penetrating radar scanning on existing river bank protection, sewage culverts and other hidden structures to confirm that there are no hidden dangers such as cavities and cracks.

[0046] Step S12, site preparation: tree roots, stones and debris on the riverbed where the dam and temporary cofferdam are to be constructed are removed, the construction site is planned, and water and electricity supply and temporary roads are ensured to be unobstructed.

[0047] Step S13: Personnel organization and safety training: Before the construction team enters the site, technical explanation and safety education are carried out to clarify the division of labor and emergency plans.

[0048] Step S2, phased diversion construction, including phased diversion layout and foundation pit drainage. The details are as follows:

[0049] Step S21, flow diversion arrangement in stages.

[0050] A phased diversion method is adopted, which is divided into two phases. The construction sequence of the first and second phases can be adjusted according to the actual situation on site. The longitudinal cofferdam is as close to the centerline of the river as possible to ensure diversion of 1 / 2 of the water-passing section. The transverse cofferdam is combined with the building layout to meet the construction requirements. The elevation of the cofferdam top is determined according to the construction flood level plus an extra height of 0.5m.

[0051] Step S22, draining the foundation pit.

[0052] A circular intercepting ditch is laid along the bottom plate excavation line, a geotextile filter layer is laid in the ditch, a collection well (1m in diameter) is set up every 50m, and 4 submersible pumps are installed for continuous pumping.

[0053] Step S3, temporary cofferdam, includes clearing the riverbed and bagging soil cofferdam. The details are as follows:

[0054] Step S31, before building the weir, tree roots, stones, debris, etc. on the riverbed at the bottom of the weir should be cleared.

[0055] Step S32: The construction cofferdam is a bagged soil cofferdam. The slope ratio on the water-facing side is 1:1, and the slope ratio on the back water-facing side is 1:1.5. The height of the cofferdam is about 2 m. The geomembrane adopts the specification of two-layer fabric and one-layer membrane, with the base fabric being 350 g / ㎡ and the polyethylene geomembrane (type GH-1) being 0.3 mm thick. The amount of soil filled in the woven bag is 1 / 3 to 1 / 2 of the bag capacity, and the bag mouth is tied with a thin hemp rope. For the soil bags stacked in water, the upper and lower layers should be staggered with each other, and they should be stacked as densely and neatly as possible. If necessary, a excavator shall be used in cooperation to increase the stress surface on the water-facing side and tidy up the toe of the slope.

[0056] The woven bags shall be stacked flat and staggered, with a longitudinal and transverse overlapping of 1 / 3; the gaps between the bags of the woven bag cofferdam are prone to leakage. For the gap channels, two layers of woven bags are used inside and outside, and waterproof soil with a thickness of 0.5 - 1.0 m is filled in the middle. It is advisable to fill the woven bags with impermeable cohesive soil, and the amount of filled soil should be 1 / 2 to 2 / 3 of the bag capacity. The bag mouth should be sewn. If there is still seepage, loess shall be poured towards the water-facing side and the joints shall be rubbed with the excavator bucket, and then color-striped cloth shall be set up to prevent seepage.

[0057] Step S33: After the woven bags are filled and compacted and filled in layers with staggered joints, manual ramming is carried out. The soil for the cofferdam is preferably the sand and soil in the river channel, and the rest is purchased from outside and transported into the river channel near the cofferdam through the street corner park.

[0058] Step S4: Foundation trench excavation, including pumping out river water, data measurement, and earthwork excavation.

[0059] After the river channel construction diversion and the upstream and downstream temporary cofferdams are completed, the drainage and excavation of the foundation pit can be carried out. Before the foundation pit excavation, first use a large pump to pump out the river water in the cofferdam, and prepare standby pumps and power sources to ensure that there is no accumulated water in the foundation pit during the entire dam construction process.

[0060] Before the earthwork excavation, the excavation range and depth should be measured and determined. During the excavation, according to the excavation trench range, slope, and elevation position measured and set out, a backhoe excavator is used for excavation, and the excavation elevation is measured at any time. Overexcavation and disturbance of the original soil are not allowed. When the mechanical excavation reaches 20 cm - 30 cm above the design elevation, small machinery is used to clean the base surface. After the excavation reaches the design elevation, the dimensions should be rechecked.

[0061] The base surface formed by the excavation should be rolled and compacted and the next step of construction should be carried out. It should not be sun-dried for a long time, and attention should be paid to preventing water immersion. The whole process should do a good job in dewatering and drainage treatment.

[0062] During the river channel excavation process, the on-site technical personnel should strengthen the regular setting out of the excavation line, strengthen the protection of the slope, strictly prohibit overexcavation, ensure that there is a protective layer of not less than 15 cm on the slope, the excavation slope should be stable, without looseness, and should not be steeper than the design slope. If cracks and sliding signs appear, the construction should be immediately suspended, measures should be taken for reinforcement treatment, and the construction can continue after the consent of the supervising engineer.

[0063] Step S5, foundation treatment, including foundation trench, upstream impervious blanket, dam body floor slab and stilling basin foundation treatment. The rubber dam should preferably be built on natural foundation. For rubber dams built on poor foundation, foundation treatment should be carried out. Specifically as follows:

[0064] After the foundation trench excavation is completed, use a small rammer and roller to compact the foundation soil, and the detected compactness is not less than 95%, and the bearing capacity of the compacted foundation is not less than 150 kpa.

[0065] For the upstream impervious blanket foundation treatment, it should be manually corrected, leveled and rammed, and there should be no ponding on the base surface. Lay a gravel cushion layer according to the design thickness, and pour a C15 concrete cushion layer. Strictly control the top elevation of the concrete cushion layer, and no over-height phenomenon should occur. After the concrete is poured, the curing work should be done in time.

[0066] For the dam body floor slab foundation treatment, clean the surface debris and gravel and level it, then pour a C15 concrete cushion layer according to the design thickness, and do the curing work in time.

[0067] For the stilling basin foundation treatment, first clean the debris and gravel on the surface of the construction base, and carry out the leveling work. Detect the coefficient of consolidation of the soil to ensure the quality of the construction base. When the content of silt or clay particles in the underlying soil exceeds 50%, a sand layer should be laid under the geotextile to prevent the geotextile from being blocked. Lay the filter geotextile on the base, and the laying direction should be parallel to the water flow direction to ensure the continuity of the geotextile. Cut it into a suitable size according to the requirements, and require the fabric surface to face up. There must be good connection between two pieces of geotextile, and the lap length is not less than 50 cm. The exposure time of the geotextile to sunlight should not exceed one week.

[0068] Step S6, main structure erection, including steel bar binding, embedding parts arrangement, formwork and support erection, and concrete pouring and vibration. Specifically as follows:

[0069] 1) Steel bar binding.

[0070] Steel bars must be batch-accepted according to different grades, brands, specifications and manufacturers, stored separately, not mixed, and should be marked for identification. During transportation and storage, rust and pollution should be avoided.

[0071] Steel bars should have a certificate of origin or test report. Before use, tensile and cold bending tests should still be carried out. For steel bars that need to be welded, welding method tests should also be done well. Steel bars with unknown steel grades can be used after passing the tests, but cannot be used in important parts.

[0072] The surface of the steel bars must be clean and free of damage. Oil stains, rust, etc. must be removed before use. Steel bars with granular or flaky old rust cannot be used.

[0073] The steel bars should be straight and without local bends. The deviation of the center line of the steel bar from the straight line should not exceed 1% of its total length. Coiled or bent steel bars should be straightened before use. After being straightened by a straightening machine, the surface scars of the steel bars should not reduce the cross-sectional area of the steel bars by more than 5%.

[0074] The bending of steel bars and the hooks at the ends should comply with the design requirements. If not specified in the design, the ends of all tensile plain round steel bars should be made into 180° semi-circular hooks, and the inner diameter of the hooks should not be less than 2.5d. When manually bending the hooks, an appropriate straight part can be provided. The dimensions of the processed steel bars must conform to the requirements of the construction drawings, and the allowable deviations of the processed steel bars should meet the specifications.

[0075] The installation position, spacing, protective layer, and the sizes of various parts of the steel bars should all conform to the provisions of the design drawings. The installed steel bars should have sufficient rigidity and stability.

[0076] Mark the position lines of the steel bars. The stirrups are marked on the two diagonal main steel bars or erection bars, or on the side formwork, or on one steel bar on each of the two sides.

[0077] Use cement mortar pads to control the protective layer of the steel bars, and its thickness is equal to the designed protective layer thickness. The plane size of the pads is 30×30mm when the protective layer thickness is equal to or less than 20mm, and 50×50mm when it is greater than 20mm. When using the pads in the vertical direction, 20# iron wires can be embedded in the pads for tying to the steel bars.

[0078] After the steel bars are erected and installed, they should be properly protected in time to avoid dislocation and deformation. Before the concrete is poured after the steel bars are erected, a detailed inspection must be carried out according to the design drawings and specification standards. Only after passing the inspection can the concrete be poured. During the concrete pouring process, assign duty personnel to check the erection position of the steel bars. If any change is found, it should be corrected in time. It is strictly prohibited to move or cut the steel bars without permission for the convenience of pouring.

[0079] 2) Embedded parts of the bottom slab.

[0080] The embedded parts of the dam bottom slab generally include anchor bolts, anchor pads, condensate collection caps, condensate discharge pipes, and air charging and discharging pipes.

[0081] After the bottom slab steel bars are tied and formed, use a high-precision theodolite to find the center line of the anchor groove; use a level to determine the elevation of the anchor groove and measure the height of the bolts; for the steel bars at the anchor groove position, the upper-layer steel bars are bent and crossed into an X shape, and are set at a certain distance according to the design position of the anchor groove for supporting anchor bolts, embedded pads, anchor groove formwork, etc. To make the center lines of the bolts in a straight line, use a steel bar to weld all the bolts together at the lower part of the bolts to make the bolts firm and immovable.

[0082] The embedded bolts and the lower pressing plates are welded and fixed to the bent X-shaped steel bars, and then the fabricated wooden formwork is placed flat on the lower pressing plates. After that, the level and the theodolite are used again for precise leveling and alignment to ensure that the center line and elevation errors are within the allowable range.

[0083] 3) Formwork and supports.

[0084] For formwork erection, multi-layer wooden formwork with a thickness of 13 mm, 50×85 mm square timber backing ribs, and steel plate inclined braces are adopted. Formwork supports need to be erected for the side walls of the structure, with the step distance and longitudinal distance being 1.2 m×1 m respectively. A bottom bar is set 0.2 m above the ground. After each span of the supports is erected, the step distance, longitudinal distance, transverse distance, and the verticality of the vertical poles should be corrected.

[0085] The connection of the vertical poles is strictly prohibited from being lapped and must be connected by butt joints with fasteners. The butt joints of adjacent two vertical poles shall not be within the same step, and the vertical offset distance of the butt joints shall not be less than 500 mm, and the center distance of each joint from the main node shall not be greater than 1 / 3 of the step distance. At a height of 200 mm above the ground at the bottom of the columns, bottom bars shall be set in the longitudinal and horizontal directions with the longitudinal bar below and the horizontal bar above.

[0086] Adjustable supports are adopted at the upper part of the formwork supports. The cantilever length of the adjustable support of the support frame extending from the top horizontal bar shall not exceed 650 mm, and the exposed length of the rod shall not exceed 250 mm. The adjustable support shall be inserted into the vertical pole by not less than 150 mm. The gap between the adjustable base and the screw rod of the adjustable support inserted into the steel pipe of the support vertical pole shall not be greater than 2.5 mm.

[0087] To ensure the overall stability of the formwork, hoop ties are set at the upper, middle, and lower parts, and the hoop ties are connected to the full hall frame by fasteners. The spacing of the square timber backing ribs for columns, slab walls is 120 mm, and the spacing of the square timber backing ribs for beam slabs is 200 mm to 250 mm.

[0088] After the formwork is installed, sawdust, soil and other sundries in the formwork are cleaned, the wooden formwork is watered and moistened, and the formwork joints and holes are sealed tightly. The formwork joints shall be tight, and sponge strips shall be pasted at all formwork joints, and there shall be no leakage of mortar or misalignment. The formwork shall have sufficient strength, stiffness and stability to reliably bear the weight and side pressure of the newly poured concrete, as well as the loads generated during the construction process. During the construction process, it shall not be deformed, damaged or collapsed.

[0089] The formwork shall be coated with a release agent. The release agent for the concrete formwork of the exposed surface shall be of the same variety, and waste engine oil and other oils shall not be used, and the construction joints of the steel bars and concrete shall not be contaminated. After the formwork is installed, its plane position, top elevation, node connection and longitudinal and transverse stability shall be checked, and it can be signed and recognized before pouring concrete. During pouring, when it is found that the formwork may have a deformation value exceeding the allowable deviation, it shall be corrected in time.

[0090] To ensure the integrity of the anchorage groove and the base plate, the method of casting the anchorage groove and the base plate concrete in one go is adopted, and the embedded bolts are installed together with the anchorage groove formwork. The support of the anchorage groove formwork should be separated from the base plate steel bars and other formworks to avoid displacement during concrete pouring. The anchorage groove formwork uses standard wooden formwork, which is processed into two parts on the left and right, and the embedded bolts pass through the middle of the anchorage groove formwork.

[0091] 4) Concrete pouring and vibration.

[0092] During the concrete transportation process, the cylinder should run slowly. Before unloading, the cylinder should speed up for 20 - 30 s before unloading. The slump of the concrete transported to the site should be inspected at any time. The slump of the concrete at each pouring site should be checked at least twice per working shift. The slump should be less than or equal to 180 mm. Before pumping, first pump the clear water added to the hopper out of the pipeline to moisten and clean the pipeline, and then press in the cement mortar with a ratio of 1:2 to lubricate the pipeline and then pump the concrete. The initial pumping speed of the concrete should be slow. When the concrete comes out of the end of the pipeline, the speed can be gradually increased and transferred to the normal operating speed for continuous pumping.

[0093] The concrete pouring is from the downstream to the upstream of the river. The construction method of first far then near, first low then high, in segments and layers, pushing layer by layer, and advancing side by side is adopted. The thickness of each layer is 500 mm. The slope is the natural flowing slope of the concrete, about 1:6 - 1:7. The maximum continuous time from the concrete mixing to pouring should not be more than 100 min during the day and not more than 150 min at night. When pouring, the upper layer of concrete should be poured before the lower layer of concrete starts to set, to prevent cold joints, and the surface bleeding water should be drained in time.

[0094] When pouring concrete, attention should be paid to preventing the concrete from segregating layer by layer. The concrete is poured after being unloaded through the hopper and funnel. Its free fall height generally should not exceed 2 m. Before pouring the vertical concrete, a layer of cement mortar with a thickness of 50 - 100 mm and the same mortar composition as the concrete is laid at the bottom of the structure. During the concrete pouring process, the formwork, steel bars, supports, embedded parts and embedded holes should be frequently inspected. Once deformation or displacement is found, the pouring should be immediately stopped, and it should be corrected and repaired before the already poured concrete sets, and then new concrete is poured.

[0095] When inserting the concrete vibrator, the speed should be fast, and the extraction should be carried out slowly to reduce voids. The vibration time needs to be maintained for about 30 s. The time for each insertion and vibration is about 20 - 30 s, and it is based on the condition that the concrete no longer sinks significantly, no bubbles appear, and the slurry starts to ooze. The depth of the vibrator inserted into the lower layer of concrete is 10 cm, so as to ensure better bonding of the upper and lower layers. To ensure that the subsequent construction vibration time should not be too long. The vibration spacing needs to be about 30 - 50 cm to prevent omission.

[0096] Pour concrete at the anchor groove position. During pouring, strictly control the even feeding on both sides of the anchor groove formwork; make the concrete around the anchor groove rise evenly. The feeding method into the bin is preferably manual shoveling; for vibrating at the bottom of the formwork, it is advisable to use a small vibrating rod to prevent excessive vibration force from causing the formwork to float and the embedded parts to displace.

[0097] After the concrete is poured and vibrated, initially level it with a screed board according to the design elevation, and roll it longitudinally and transversely several times with an iron roller before the concrete begins to set to close the water shrinkage cracks on the concrete surface. Finally, cover it with a plastic film for curing. And water and cover the concrete for maintenance. The maintenance time is 14 days.

[0098] Step S7, pour the bottom protection of the rubble apron section and the riprap scour protection trough, including laying gravel bedding, filling with stones, erecting wooden formwork, and pouring cement mortar.

[0099] After excavating according to the design section, level and tamp it, lay the gravel cushion layer and compact it; mechanically throw in stones, and manually assist in masonry to adjust the gaps between the block stones, fill it in layers to the design elevation, and finally insert crushed stones to fill the pores. Erect wooden formwork according to the design requirements, pour cement mortar, and focus on controlling the grouting fullness. For the scour protection trough, pay attention to the stone grading and overall stability. After construction, conduct density detection and appearance acceptance simultaneously to ensure that the anti-scour performance meets the standards.

[0100] Step S8, install the rubber dam bag, including inspection of the dam bag upon arrival at the site, setting out and positioning, punching holes, anchor installation, and boundary treatment and sealing. Specifically as follows:

[0101] Step S81, inspect the dam bag upon arrival at the site.

[0102] Before leaving the factory, check the dimensions of the dam bag and the bottom gasket, and draw the anchor line and the anchor center line; mark the upstream and downstream signs at prominent positions.

[0103] After the dam bag and the bottom gasket are transported to the site, first recheck their dimensions and whether there is any damage during the handling process in combination with the installation in place, check the relevant parameter inspection reports, verify the quality of the dam bag, and repair or replace it when there is damage. Pay attention to checking whether the thickness of the dam bag and the bottom gasket meets the design requirements.

[0104] Step S82, set out and position the dam bag.

[0105] Use a theodolite to mark the dam axis and the center line on the bottom slab respectively. Before positioning, check the strength of the foundation bottom slab and the side wall concrete, which must reach the design requirements; use an angle grinder to polish the inner edges of the anchor groove, and conduct a detailed inspection of the anchor groove to ensure that the groove is smooth and free of debris. Check and clean the dam bag bottom slab and the two side slopes of the bank to ensure they are flat, smooth and free of debris; check whether the charging and exhaust pipelines are unobstructed to ensure that there is no debris in the pipeline; check the installation positions of the embedded bolts, washers, pressure plates, nuts, air inlet and outlet ports, exhaust holes, and overpressure overflow holes.

[0106] After the dam bag and the bottom gasket are transported to the construction site, use a crane to unload the vehicle with the assistance of workers. When placing them on the dam bottom slab, be sure to pay attention not to place them in the wrong upstream and downstream directions and protect them well without damaging the dam bag.

[0107] Use tools such as iron hooks and iron pliers with the assistance of workers to unfold and flatten the dam bag, and move the dam bag left and right until the center line of the dam bag and the anchor line coincide with the corresponding lines on the foundation bottom slab and the bottom gasket. Fix the dam bag on both sides to the bank slope with ropes to prevent the dam bag on the bank slope from sliding before installation.

[0108] Step S83, punch holes in the dam bag.

[0109] Position the bottom gasket: Spread the bottom gasket by hand; mark the center line and the anchor line on the bottom gasket; align the center of the bottom gasket with the center of the bottom slab and spread it evenly and flatly.

[0110] Dispatch a special person to conduct a detailed inspection of the bottom gasket. In case of holes and damages caused by quality, shipping, etc., repair or replace them in time to prevent leakage. Stick a layer of rubber sheet on the bottom gasket around the pipe orifices of the filling and drain pipes, piezometric pipes, and overpressure overflow pipes extending into the dam bag for reinforcement. Mark the positions of the water caps, piezometric pipes, and overpressure overflow pipes on the bottom gasket. After rechecking and confirming without errors, dig holes at each pipe orifice and fix them. After the bottom gasket is spread flat, find the specific positions of the anchor bolts and make a "cross" mark with chalk. Place the bolts on the cross mark and directly strike the bottom gasket with a hammer to make the bolts pass through the bottom gasket.

[0111] After the bottom gasket is installed, install the waterstop sponge. Place a water-swelling waterstop rubber strip on each of the upper and lower layers of the waterstop sponge, so that the waterstop effect is obvious. The water-swelling waterstop rubber strip is wound around the bolts, and the waterstop sponge is also punched and glued to the corresponding position on the bottom gasket.

[0112] Use chalk to mark the upstream, downstream, and bank slope anchor lines of the dam bag. Generally, measure a certain distance from the edge line of the dam bag inward as the bolt anchoring position and make a cross mark with chalk. Use a handheld punching machine to punch holes at the cross mark, and pass all the bolts through the bolt holes on the dam bag. Use a handheld punching machine to punch holes in the shim plate, and then place the shim plate at a suitable position.

[0113] Step S84, dam bag anchor installation.

[0114] The dam bag anchor sequence is: first downstream, then upstream, from the middle to both sides, and finally the bank slope; when anchoring the two bank slopes, hang and flatten the dam bag and anchor it from the bottom to the top.

[0115] Before placing the pressing plate, in order to protect the dam bag and the cushioning sheet from being cut by the pressing plate, a layer of reinforcing sheet is placed. Install the nuts. First, place a nut on each bolt. After tightening, place the second nut and tighten it multiple times. When tightening the nuts, use a "T" - shaped screwdriver made of steel pipe. This is both labor - saving and can tighten the nuts firmly.

[0116] After the upstream and downstream anchoring is completed, install the side slopes on both sides. Be sure to note that the dam bag should be hung up, straightened, and leveled, and the cushioning should be even. Do not use cut - edge reinforcement treatment. And anchor from the bottom to the top. The method is the same. Use a total station and a level to correct the position and elevation of the bolts so that their positions are in a straight line and the elevation meets the design requirements. After correction, tighten all the nuts.

[0117] Step S85, boundary treatment and sealing.

[0118] After the dam bag is anchored, evenly smear the exposed threads with butter and wrap them tightly with plastic film to ensure that the threads of the bolts are not contaminated.

[0119] Step S9, installation of the control room electrical and mechanical equipment, including equipment foundation installation, laying of lines and pipelines, and system commissioning.

[0120] The foundation of the electrical and mechanical equipment is leveled by embedding channel steel, and the distribution cabinets and control cabinets are fixed with expansion bolts. The strong and weak electrical lines are laid in separate grooves, and the signal lines use shielded cables. After threading, fire - proof sealing is done at both ends of the pipeline; the main air charging and discharging pipeline is subjected to a 1.25 - fold working pressure test after welding. System commissioning: First, conduct single - machine trial operation, and then conduct on - line simulation control. Implement lightning protection, grounding, waterproofing, and moisture - proofing measures throughout the installation process to ensure the long - term stable operation of the equipment.

[0121] Step S10, inflation test, including sectional pressure test, overall pressure holding, and linkage test.

[0122] The inflation test is the core link to verify the sealing performance of the rubber dam, the reliability of the anchoring, and the effectiveness of the control system. Sectional pressure test: Inflate the dam bag to 1.2 times the design pressure, keep it stable for 30 minutes, check whether the anchoring belt is offset and whether the pressing plate bolts are loose, and use the soapy water spraying method to detect joint leakage; Overall pressure holding: Inflate the whole dam to the working pressure and hold the pressure for 24 hours, monitor the pressure drop (allowable value ≤ 5%), and simultaneously observe the uniformity of the dam bag deformation. Use an infrared thermal imager to assist in locating micro - leakage points; Linkage test: Simulate the emergency dam - collapse condition during the flood season to verify the opening and closing response time of the exhaust valve (≤ 3 minutes) and the flatness of the dam bag collapse (wrinkle height ≤ 10 cm).

[0123] Set up a safety warning area throughout the test, keep the over - pressure automatic relief device in an active state, record the test data in real - time and form an acceptance report, which will be used as the benchmark parameters for subsequent operation and maintenance.

[0124] After the air inflation test of the dam bag, individual nuts may become loose. Tighten the nuts again to strengthen the anchorage. After passing the acceptance inspection, level the anchorage groove with cement mortar of the designed grade.

[0125] Step S11: For the construction of the fishway, a composite structure of gabion piers and concrete waterproof walls is adopted.

[0126] The construction of the fishway is oriented towards ecological friendliness and adopts a composite structure of gabion piers + concrete waterproof walls.

[0127] After excavating to the designed elevation, tamp the base surface, lay a 10-cm-thick crushed stone cushion layer, and pre-embed galvanized tie bars in the foundation of the gabion piers; assemble the wire gabions, fill them with stones with a particle size of 20 - 40 cm, with a layer height ≤ 50 cm, and stack them layer by layer with staggered joints up to the designed elevation, and cover the top surface with wire; formwork is supported tightly inside the gabions, and C25 impermeable concrete (impermeability grade P6) is poured. A 2% drainage slope is set at the top of the wall, and an asphalt wood fiberboard expansion joint is set every 5 m; backfill 20 cm thick pebbles (particle size 5 - 10 cm) at the bottom, and manually lay them to form a gentle slope (longitudinal slope ≤ 8%), and fill the gaps with coarse sand to enhance stability; roughen the surface of the concrete wall to increase the attachment surface for microorganisms. After construction, conduct a water injection test to check the water flow continuity and ensure the smooth passage of the fish migration channel.

[0128] Step S12: For the project acceptance, conduct the dam bag inflation test and water retaining test.

[0129] After the dam bag is installed, a comprehensive inspection should be carried out. Under the condition of no water retaining, the dam bag inflation test should be conducted. When conditions permit, the water retaining test should also be carried out. During the whole process, the tightness of the dam bag and the installation location, the condition of the anchoring components, the appearance observation and deformation observation of the dam bag, the charging and discharging control and observation system, and the pressure drop in the inflated dam bag should be checked.

[0130] The continuous-flow river inflatable rubber dam double-line pressing plate anchoring construction method of the present invention also includes quality control measures, safety measures, and environmental protection measures. Specifically as follows:

[0131] 1. Quality control measures.

[0132] Please refer to Figure 3 and Figure 4 , during the construction period, conduct inspections in accordance with the appearance quality acceptance standard of the rubber dam bag, the installation quality standard and inspection method of the embedded bolts, give full play to the role of the quality inspectors, strictly implement the "three-inspection system", and resolutely rework those that do not meet the qualified requirements. Strictly control the quality of material procurement, and main materials such as cement and steel bars must be used after passing the inspection. The construction of the mixing piles should be monitored throughout the process, and the construction of each pile should be monitored by equipping with deep monitoring equipment. For concealed works such as embedded parts and steel bars, the next process can only be carried out after passing the acceptance by professional supervision engineers.

[0133] Before each process construction, technical disclosure should be provided to on-site operators. Key points of operation and control standards during construction should be introduced emphatically. When necessary, a test section should be constructed on-site and a construction summary meeting should be held. On-site management personnel should do a good job in on-site supervision, inspection and guidance.

[0134] Strengthen the technical training and quality awareness education of operators in key positions, so that they fully understand the intention and requirements of construction organization measures, and strictly operate according to the measures and specifications.

[0135] 2. Safety measures.

[0136] 1) Establish a three-level safety responsibility system, clarify the responsibilities of the project manager, technical person in charge and team leader, and implement the signing and assessment mechanism of safety production commitment letters.

[0137] 2) Implement the full-staff safety training plan. Conduct pre-construction pre-job safety operation training (theory + practical operation ≥ 8 hours). After passing the assessment, issue work permits. Personnel without work permits are prohibited from entering the operation area.

[0138] 3) Configure equipment such as anti-slip shoes, safety helmets, life jackets, etc., establish a ledger for the issuance of labor protection articles and check the compliance of wearing every day.

[0139] 4) Implement the hazardous operation permit system. When high-altitude, water and hot work operations are involved, a special plan needs to be submitted 24 hours in advance and a full-time safety officer should be set up to monitor the whole process.

[0140] 5) Implement dynamic safety disclosure. For high-risk processes such as scaffold erection and dam bag hoisting, adopt a combination mode of BIM visual disclosure and on-site demonstration, and retain the disclosure records and signature documents.

[0141] 6) Implement a dual-circuit lighting system for night construction (illuminance ≥ 50 Lux). Set up solar warning lights in the living area and the main construction road, and add explosion-proof searchlights in the operation area of large equipment.

[0142] 7) Implement the "three checks and three verifications" system for mechanical and electrical equipment: check the grounding resistance (≤ 4Ω), check the insulation performance (≥ 1MΩ), and check the integrity of the protection device before work; verify the operation records, verify the troubleshooting, and verify the maintenance status after work.

[0143] 8) Divide the hot work operation area and the non-fire prevention area. Remove flammable materials within a 10m radius of the welding operation. Configure dry powder fire extinguishers (4 sets / 100㎡) and fire sand boxes, and check the validity period of the equipment every shift.

[0144] 9) Start the anti-overturning plan during the typhoon warning period: temporarily reinforce the cofferdam (the anchor pile spacing is encrypted to 2m), remove the high-altitude signs, cut off the non-essential power supply, and form a 20-person emergency rescue team to be on standby 24 hours a day.

[0145] 10) Implement a cyclic mechanism of "hazard prediction before work shift - safety officer inspection during work shift - summary and rectification after work shift", and apply the intelligent construction site system to monitor risk indicators such as slope displacement (warning value: 3mm / 8h) and gas concentration in real time.

[0146] 3. Environmental protection measures.

[0147] 1) Establish a three - level environmental management network (project department - work area - team), incorporate environmental protection into the compulsory pre - job training for all employees (theoretical class hours ≥ 4 hours), and implement an assessment mechanism that links environmental protection performance with salary. Set up ecological protection publicity boards at the construction site, and dynamically update key information such as environmental protection regulations and construction noise reduction indicators (daytime ≤ 70dB, nighttime ≤ 55dB).

[0148] 2) Implement fog cannon dust suppression on construction access roads, install enclosed devices on transport vehicles, and set up automatic car - washing platforms at the entrances and exits. Prioritize the selection of low - noise equipment (such as silent generators), and install sound insulation covers on high - noise source equipment.

[0149] 3) Set up a standardized waste sorting station (including metal, plastic, and hazardous waste recycling areas). When the daily output of steel bar waste exceeds 100kg, start special transportation, and hand over hazardous waste such as welding rod heads to licensed units for treatment.

[0150] 4) Build a three - level sedimentation tank in the living area. After the construction wastewater is adjusted by pH + flocculation sedimentation, it is reused for dust suppression; set up an oil interception ditch + oil - absorbing cotton double protection in the oil - contaminated area.

[0151] 5) Strip the topsoil within the construction red line, stack it centrally and cover it with dust - proof nets, which will be used for ecological restoration later. Lay vegetation blankets within 48 hours after slope excavation, and add ecological bag retaining walls in areas with slopes > 45°.

[0152] 6) Implement property management in the living area, configure oil - water separators in the canteen, collect domestic waste in biodegradable bags by classification, and transport it to the designated municipal sites every day.

[0153] 7) Demolish temporary facilities within 7 days after completion, use metal detectors to search for underground residues, and backfill the broken hardened ground to create a terrain.

[0154] 8) Connect to the environmental monitoring IoT platform to display data such as PM2.5 and noise in real time, and automatically trigger the spray dust suppression system when exceeding the standard. Entrust a third - party to conduct water quality testing every month and keep the test reports for future reference.

[0155] In addition, the present invention has the following application examples:

[0156] 1. Rubber dams No. 1 and No. 2 of the construction project of the main stream of Guanlan River Greenway (Phase I)

[0157] The No. 1 and No. 2 rubber dams of the Construction Project of the Main Stream of Guanlan River Green Corridor (Phase I) are located in Guanhu Sub-district, Longhua District, Shenzhen. The Guanlan River is a rain-fed river and the main flood discharge channel during the flood season. It starts from East Ring Road No. 1 in the south and ends at the regulating pond at the boundary between Qiping and Shenzhen-Dongguan in the north, involving a total length of about 12.9 kilometers of the main stream of the Guanlan River. According to the overall plan, a cruise ship terminal will be built in the ancient charm section of the Guanlan River. For this reason, 1 old rubber dam will be renovated. The renovation project of the No. 1 rubber dam was completed in October 2023. 1 new No. 2 rubber dam was built. The water storage level is 33.8m, the average elevation of the river bottom is 31.6m, the river width is about 28m, and the base soil is gravel sand of layer ②6. The elevation of the rubber dam bottom slab is 32.5m, 0.9m higher than the river bed, and the length in the direction of the water flow is 4.5m; a reinforced concrete blanket is set upstream, with a length of 4.0m; a stilling basin is set downstream, with a length of 8.0m and a depth of 0.5m. A grouted rubble apron and an erosion protection trench are set behind the stilling basin.

[0158] Based on the above conditions, and at the same time to ensure the normal water flow in the river during the project construction, this construction method is adopted for the rubber dam construction. The new construction project of the No. 2 rubber dam started in October 2024 and was completed by December 2024. During the implementation period, by studying and summarizing relevant technical parameters and operation key points, problems such as high water level at the site, complex surrounding environment, high risk of water surface operation, high cost, and tight construction period were overcome. Compared with other construction methods, the rubber dam project of this project saved about 220,000 yuan, and also achieved good benefits in terms of quality, safety, and social response.

[0159] 2. The No. 3 rubber dam of the Construction Project of the Main Stream of Guanlan River Green Corridor (Phase I)

[0160] The No. 3 rubber dam of the Construction Project of the Main Stream of Guanlan River Green Corridor (Phase I) is located in Guanhu Sub-district, Longhua District, Shenzhen. It is a new rubber dam project, and the water storage level is 32.00m. The average elevation of the river bottom at this place is 29.30m, the river width is about 36m, and the base soil is gravel sand of layer ②6. The elevation of the rubber dam bottom slab is 29.5m, 0.2m higher than the river bed, and the length in the direction of the water flow is 8.0m; a reinforced concrete blanket is set upstream, with a length of 6.0m; a stilling basin is set downstream, with a length of 12.0m and a depth of 0.5m. A grouted rubble apron and an erosion protection trench are set behind the stilling basin.

[0161] To ensure the normal water flow in the river during the project construction, this construction method is adopted for the rubber dam construction. The new construction project of the No. 3 rubber dam started in October 2024 and has been completed by March 2025. During the implementation period, affected by the flood season, the water level at the site was high and the construction period was tight. The double-line pressing plate anchoring construction was adopted on site, realizing the rapid installation of the dam bag, and the construction was completed before the spring flood season. Compared with other construction methods, the rubber dam project of this project saved about 310,000 yuan, and also achieved good benefits in terms of quality, safety, and social response.

[0162] The above embodiments are only for illustrating the present invention and not for limiting the present invention. Those skilled in the relevant technical field can also make various changes or modifications without departing from the spirit and scope of the present invention. Therefore, all equivalent technical solutions should also fall within the scope of the present invention and should be defined by each claim.

Claims

1. A construction method for double-line pressing plate anchoring of an air-filled rubber dam in a non-flowing river channel, characterized in that Including: Step S1, construction preparation, including geological survey review, site preparation, and personnel organization and safety training; Step S2, staged diversion construction, including staged diversion layout and foundation pit drainage; Step S3, temporary cofferdam, including riverbed cleaning and soil-filled bag cofferdam; Step S4, foundation trench excavation, including pumping out river water, data measurement, and earthwork excavation; Step S5, foundation treatment, including foundation trench, upstream blanket, dam body floor slab, and stilling basin foundation treatment; Step S6, main structure erection, including steel bar binding, embedded part arrangement, formwork and support erection, and concrete pouring and vibration; Step S7, rubble masonry apron protection and riprap scour protection trench, including gravel bedding, stone filling, wooden formwork erection, and cement mortar pouring; Step S8, installation of rubber dam bag, including in-site inspection of the dam bag, layout and positioning, punching, anchoring installation, and boundary treatment and sealing; Step S9, installation of mechanical and electrical equipment in the control room, including equipment foundation installation, line and pipeline laying, and system commissioning; Step S10, inflation test, including sectional pressure test, overall pressure holding, and linkage test; Step S11, fishway construction, using a composite structure of gabion piers and concrete waterproof walls; Step S12, project acceptance, conducting dam bag filling test and water retaining test.

2. The construction method of double-line pressing plate anchoring for an air-filled rubber dam in a non-stop-flow river channel according to claim 1, characterized in that In Step S1, the geological survey review uses a light dynamic penetrometer to detect the foundation bearing capacity and a ground penetrating radar scan to confirm that there are no cavities and cracks in the hidden structure of the river channel.

3. A double-line pressing plate anchoring construction method for an inflatable rubber dam in a non-stop-flow river channel according to claim 1, characterized in that, The said Step S3 includes: Step S31, removing debris on the riverbed at the bottom of the cofferdam; Step S32, using a soil-filled bag cofferdam, with the woven bags stacked in a staggered pattern and leveled, the longitudinal and transverse joints overlapping by 1 / 3, the soil volume being between 1 / 3 and 1 / 2 of the bag capacity, the slope ratio on the water-facing side being 1:1, the slope ratio on the backwater side being 1:1.5, the height of the cofferdam being 2m, the geomembrane using a two-layer fabric and one-layer membrane specification, the base fabric being 350g / ㎡, and the polyethylene geomembrane being 0.3mm thick; Step S33, after the woven bags are filled and compacted, manually tamp them.

4. A construction method for double-line pressing plate anchoring of an air-filled rubber dam in a non-flowing river channel according to claim 1, characterized in that, In Step S4, the said data measurement includes measuring the excavation range of the excavation trench, slope, and elevation position for determining the excavation range and depth, and in the earthwork excavation, when the mechanical excavation reaches 20cm - 30cm above the design elevation, small machinery is used to clean the base surface, and after reaching the design elevation, dimension review should be carried out.

5. A construction method for double-line pressing plate anchoring of an air-filled rubber dam in a non-stop-flow river channel according to claim 1, characterized in that, In Step S5, the said foundation treatment refers to: carrying out foundation treatment on the rubber dam built on poor foundation.

6. The construction method of double-line pressing plate anchoring for an air-filled rubber dam in a non-stop-flow river channel according to claim 1, characterized in that, In Step S7, the said stone filling includes: mechanically throwing in the stones, manually assisting in masonry adjustment of the gaps between the stones, filling in layers to the design elevation, and finally inserting crushed stones to fill the pores.

7. A construction method for double-line pressing plate anchoring of an inflatable rubber dam in a non-stop-flow river channel according to claim 1, characterized in that, In Step S9, the said system commissioning refers to: first conducting single-machine trial operation, and then on-line simulation control.

8. A construction method for double-line pressing plate anchoring of an inflatable rubber dam in a non-stop-flow river channel according to claim 1, characterized in that In Step S10, a safety warning area is set up throughout the test, the overpressure automatic relief device remains in an enabled state, the test data is recorded in real time and an acceptance report is formed, after the test, the nuts should be tightened again for enhanced anchoring, and after passing the acceptance, the anchoring groove is leveled with cement mortar of the design grade.

9. The construction method of double-line pressing plate anchoring for an air-filled rubber dam in a non-flowing river channel according to claim 1, characterized in that, In Step S11, after the fishway construction is completed, water injection test is carried out to test the water flow continuity.

10. A construction method for double-line pressing plate anchoring of an air-filled rubber dam in a non-stop-flow river channel according to claim 1, characterized in that, It also includes environmental protection measures: establishing a three-level environmental management network of project department - work area - team, and taking dust prevention and reduction measures, as well as recycling waste materials and wastewater in the construction area, living area and oil pollution area.

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