Diversion structure for excavation of underwater stilling pool near area not suitable for disturbance

Abstract

A diversion structure for excavation of an underwater stilling pool near an area not suitable for disturbance comprises a diversion channel arranged outside an excavation area of the stilling pool, a bank slope intercepting ditch is arranged on the edge of the diversion channel, and a riding track drainage ditch is arranged on a platform at the bottom of each excavation slope of the diversion channel; a sprayed concrete side slope is further arranged on the excavation side slope of the diversion channel; a downstream temporary cofferdam is arranged at the downstream of the stilling pool excavation area, and an upstream temporary cofferdam is arranged at the upstream of the stilling pool excavation area; the downstream temporary cofferdam and the upstream temporary cofferdam comprise closure embankments located at the positions, close to the upstream faces, of the temporary cofferdams, and small-particle-size rock ballast filling areas are arranged on the sides, close to the non-upstream faces, of the closure embankments. The excavation diversion structure for the underwater stilling pool near the unsuitable disturbance area can overcome the defects of insufficient environmental adaptability, high cost and complex construction, and is stable, durable, economical, efficient, safe, reliable, complete in function, environmentally friendly and capable of draining water and preventing seepage.

Description

TECHNICAL FIELD

[0001] The utility model belongs to the field of water conservancy and hydropower engineering construction, especially a kind of underwater stilling basin excavation diversion structure near not suitable disturbance area. BACKGROUND

[0002] In actual construction, underwater excavation usually adopts underwater blasting and then transports spoil by dredger, and the construction method has high process requirement, large construction risk and high construction cost. The open channel and cofferdam diversion mode can be converted into dry construction, but due to the randomness of upstream river flow and the complexity of the surrounding environment, the existing stilling basin excavation diversion structure mainly has the following defects in actual application:

[0003] 1. Complex underwater excavation process and high cost

[0004] The process of underwater blasting combined with dredger transportation of spoil has strict technical requirements, and requires professional equipment and personnel operation, with great construction difficulty.

[0005] There are safety risks in blasting operation (such as blind shot and vibration impact on surrounding structures), and the operation efficiency of dredger is limited by hydrological conditions such as water depth and flow rate, with long construction period and significantly increased cost.

[0006] 2. Insufficient environmental adaptability

[0007] When the surrounding environment is complex (such as adjacent sensitive ecological area or existing building), blasting vibration or cofferdam flow blocking may cause ecological damage or structural disturbance, and the environmental protection compliance pressure is large.

[0008] Traditional diversion structure (such as earth-rock cofferdam) has poor stability in strong permeability or severe erosion stratum, and additional anti-seepage reinforcement measures are needed, further increasing the cost. SUMMARY

[0009] The utility model solves the technical problems of providing a underwater stilling basin excavation diversion structure near not suitable disturbance area, which can solve the problems of insufficient environmental adaptability, high cost and complex construction, and has the advantages of stability, durability, economy, efficiency, safety, reliability, perfect function, environmental friendliness, drainage and anti-seepage, erosion and permeation resistance, resource saving, construction convenience and strong adaptability.

[0010] The technical scheme adopted by the utility model is as follows:

[0011] A underwater stilling basin excavation diversion structure near not suitable disturbance area, comprising a diversion open channel arranged outside the stilling basin excavation area, a bank slope water intercepting ditch arranged at the edge of the diversion open channel, and a horse path drainage ditch arranged at the bottom platform of each excavation slope of the diversion open channel.

[0012] A shotcrete slope is further arranged on the excavation slope of the diversion open channel.

[0013] The downstream of the excavation area of the stilling basin is provided with a downstream temporary cofferdam, and the upstream of the excavation area of the stilling basin is provided with an upstream temporary cofferdam;

[0014] The downstream temporary cofferdam and the upstream temporary cofferdam comprise a cut-off dike located at the water-facing side of the temporary cofferdam, a small-grain stone filling area is arranged at the non-water-facing side of the cut-off dike, a concrete anti-seepage wall is embedded in the small-grain stone filling area, and a cofferdam ordinary stone filling layer is arranged on the small-grain stone filling area.

[0015] A block stone slope protection is arranged at the water-facing side of the cut-off dike.

[0016] Preferably, a slope drainage pipe is arranged at a position above the flow elevation of the diversion open channel.

[0017] Preferably, a plurality of slope anchor rods are embedded at a position of a slope steeper than a 1:1.5 slope on the excavation slope of the diversion open channel.

[0018] Preferably, a steel mesh is further arranged in the shotcrete in the anchor rod area where the plurality of slope anchor rods are embedded.

[0019] Preferably, a clay core wall is arranged at the top of the concrete anti-seepage wall, and a filter layer is arranged on both sides of the clay core wall.

[0020] Preferably, the block stone slope protection is formed as a whole through a self-compacting concrete pouring layer.

[0021] Preferably, the center line of the inlet of the diversion open channel coincides with the jet flow line of the ecological flow hole, and the corner is a circular arc with a radius greater than 3 times the bottom width of the open channel.

[0022] Preferably, the bank slope water interception ditch and the horse trail drainage ditch are made of reinforced concrete structures.

[0023] The underwater stilling basin excavation diversion structure provided by the utility model has the following beneficial effects:

[0024] 1. The upstream temporary cofferdam and the downstream temporary cofferdam are filled with excavation spoil, so that resource recycling is realized and the cost is reduced.

[0025] 2. The structure design is reasonable, the construction process is simple, the construction of the diversion open channel and the temporary cofferdam can be quickly completed, and the construction time is saved.

[0026] 3. The bank slope water interception ditch, the horse trail drainage ditch and the slope drainage pipe are arranged to form multiple drainage measures, so that water and soil loss is effectively prevented and the construction safety is ensured.

[0027] 4. The anti-seepage structure composed of the concrete anti-seepage wall, the filter layer and the clay core wall effectively prevents seepage and ensures the safety of the project.

[0028] 5. The diversion channel is rationally designed with good diversion function, effectively guiding water flow and ensuring smooth construction. It is suitable for diversion during the excavation of underwater stilling basins near areas where disturbance is not advisable, and has strong engineering adaptability.

[0029] It can solve the shortcomings of insufficient environmental adaptability, high cost and complex construction. It is sturdy and durable, economical and efficient, safe and reliable, fully functional, environmentally friendly, drainage and seepage prevention, erosion and seepage resistance, resource saving, convenient construction and strong adaptability. Attached Figure Description

[0030] The present invention will be further described below with reference to the accompanying drawings and embodiments:

[0031] Fig. 1 This is a schematic diagram of the structure of this utility model;

[0032] Fig. 2 This is a schematic diagram of the upstream and downstream temporary cofferdams of this utility model;

[0033] Fig. 3 This is a schematic diagram of the diversion channel of this utility model. Detailed Implementation

[0034] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present utility model. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present utility model without creative effort are within the protection scope of the present utility model.

[0035] like Figs. 1-3 As shown, an underwater stilling basin excavation diversion structure near a undisturbed area includes a diversion channel 1 set outside the stilling basin excavation area, a bank slope intercepting ditch 2 set at the edge of the diversion channel 1, and a horse path drainage ditch 3 set at the bottom platform of each excavation slope of the diversion channel.

[0036] The excavated slope of the diversion channel 1 is also equipped with a shotcrete slope 5;

[0037] A downstream temporary cofferdam 7 is provided downstream of the stilling basin excavation area, and an upstream temporary cofferdam 8 is provided upstream of the stilling basin excavation area;

[0038] The downstream temporary cofferdam 7 and the upstream temporary cofferdam 8 include a diversion dam 9 located near the water-facing side of the temporary cofferdam. A small-diameter stone slag filling area 10 is set up on the non-water-facing side of the diversion dam 9. A concrete anti-seepage wall 11 is buried in the small-diameter stone slag filling area. A cofferdam ordinary stone slag filling layer 16 is set on the small-diameter stone slag filling area 10.

[0039] The block stone revetment 14 is arranged on the water side of the intercepting dike 9.

[0040] The slope drainage pipe 6 is arranged on the part above the flow elevation of the diversion open channel 1.

[0041] The slope anchor rods 4 are embedded on the slope with a slope steeper than 1:1.5 slope of the excavation of the diversion open channel 1.

[0042] The slope anchor rods 4 and the shotcrete revetment 5 on the diversion open channel 1 jointly play a role, guarantee the stability of the slope and increase the anti-scouring capacity of the slope, further, the steel mesh is arranged in the shotcrete in the anchor rod area where the slope anchor rods 4 are embedded, and the integrity of the shotcrete and the combination with the anchor rods are enhanced.

[0043] The clay core wall 13 is arranged on the top of the concrete cutoff wall 11, and the inverse filter layer 12 is arranged on the two sides of the clay core wall 13.

[0044] The block stone revetment 14 is formed as a whole through the self-compacting concrete pouring layer 15.

[0045] The center line 17 of the inlet of the diversion open channel 1 is coincident with the jet flow line of the ecological flow hole, and the corner is a circular arc with a radius greater than 3 times the bottom width of the open channel.

[0046] The bank slope intercepting ditch 2 and the trail drainage ditch 3 are made of reinforced concrete structure, have strong anti-scouring capacity, can quickly drain the slope and external water of the area, and guarantee the stability of the slope of the open channel.

[0047] Preferably, the bottom width and the slope of the diversion open channel 1 are selected in combination with the discharge capacity and the excavation engineering quantity and the space requirement of the excavation slope, the discharge capacity is calculated and analyzed based on the Manning formula and the Chezy coefficient, and the diversion capacity of the open channel in construction is fully guaranteed.

[0048] The top elevations of the downstream temporary cofferdam 7 and the upstream temporary cofferdam 8 consider the relationship between the historical water level and the flow of the river, wherein the top elevation of the downstream temporary cofferdam 7 is mainly determined by considering the natural flow state of the downstream river, a safety superhigh and a wave height, the top elevation of the upstream temporary cofferdam 8 is determined after the maximum discharge flow of the ecological flow hole, the Manning formula and the Chezy coefficient are calculated, and a safety superhigh and a wave height are added, which guarantees the operation safety of the cofferdam and saves the engineering quantity to the maximum extent.

[0049] The downstream temporary cofferdam 7 and the upstream temporary cofferdam 8 are constructed and play a role during the operation of the ecological flow hole, the random incoming water quantity of the upstream uncontrollable water is optimized into the controllable ecological flow hole discharge flow of the maximum discharge flow, the construction safety is guaranteed to the maximum extent, the excavation of the stilling basin is changed from underwater excavation to dry land construction, and the construction cost and the construction risk are significantly reduced.

[0050] The construction process of the utility model is as follows:

[0051] During construction, first, the diversion open channel 1 is excavated, and according to the site topography, the water intercepting ditch 2 and the drainage ditch 3 of the road are excavated in the diversion open channel 1 excavation;

[0052] The diversion open channel 1 is not excavated at both ends of the open channel entrance and exit temporarily before the early excavation, as a water retaining dike, to provide dry operation conditions for the open channel slope excavation support.

[0053] The open channel entrance and exit water retaining dike is finally demolished after the completion of the open channel, and the excavation support of the open channel should be completed before the operation of the low-level ecological tunnel. After the operation of the low-level ecological tunnel, the maximum water inflow is the maximum design discharge of the low-level ecological tunnel;

[0054] At this time, the filling of the upstream temporary cofferdam 7 and the downstream temporary cofferdam 8 of the stilling basin can be started: the cofferdam embankment 9 is simultaneously advanced, after the closure is completed, the small particle size stone slag filling area 10 close to the embankment is constructed, then the ordinary stone slag filling 16 of the cofferdam is constructed, after filling to the safety elevation, the concrete cutoff wall 11 is constructed on the small particle size stone slag filling area 10, after the construction of the concrete cutoff wall 11 is completed, the clay core wall 13 is constructed on it and connected with it, the anti-filtration layer 12 on both sides is simultaneously constructed, and the cofferdam top is filled according to the design in turn.

[0055] After the cofferdam filling is completed, the block stone slope protection 14 is constructed on the water side of the cofferdam, and the self-compacting concrete pouring layer 15 is constructed on the block stone slope protection 14; at this time, the diversion structure construction of the stilling basin is completed, and the dry operation area for the construction of the stilling basin is formed between the upstream temporary cofferdam 7 and the downstream temporary cofferdam 8 and the diversion open channel 1.

[0056] The above-mentioned embodiments are only preferred technical solutions of the present application, and should not be regarded as limiting the present application. The embodiments in the application and the features in the embodiments can be combined with each other as long as they do not conflict. The protection scope of the present application should be based on the technical solutions claimed in the claims, including the equivalent replacement solutions of the technical features in the claimed technical solutions. That is, the equivalent replacement improvement within this range is also within the protection scope of the present application.

Claims

1. A diversion structure for excavating an underwater stilling basin near a undisturbed zone, comprising a diversion channel (1) located outside the stilling basin excavation area, characterized in that: The diversion channel (1) has a bank slope intercepting ditch (2) at its edge, and a horse path drainage ditch (3) is set at the bottom platform of each excavated slope of the diversion channel. The excavated slope of the diversion channel (1) is also equipped with a shotcrete slope (5). A downstream temporary cofferdam (7) is provided downstream of the stilling basin excavation area, and an upstream temporary cofferdam (8) is provided upstream of the stilling basin excavation area. The downstream temporary cofferdam (7) and the upstream temporary cofferdam (8) include a diversion dam (9) located near the water-facing side of the temporary cofferdam. A small-diameter stone slag filling area (10) is set up on the non-water-facing side of the diversion dam (9). A concrete anti-seepage wall (11) is buried in the small-diameter stone slag filling area. A cofferdam ordinary stone slag filling layer (16) is set up on the small-diameter stone slag filling area (10). A riprap slope (14) is provided on the water-facing side of the diversion dam (9).

2. The underwater stilling basin excavation and diversion structure near the undisturbed zone according to claim 1, characterized in that: A slope drainage pipe (6) is installed above the overflow elevation of the diversion channel (1).

3. The underwater stilling basin excavation and diversion structure near the undisturbed zone according to claim 1 or 2, characterized in that: Multiple slope anchors (4) are buried on the excavated slope of the diversion channel (1) where the slope is steeper than 1:1.

5.

4. The underwater stilling basin excavation and diversion structure near the undisturbed zone according to claim 3, characterized in that: A steel mesh is also installed in the shotcrete of the anchor area where multiple slope anchors (4) are buried.

5. The underwater stilling basin excavation and diversion structure near the undisturbed zone according to claim 1 or 2, characterized in that: The top of the concrete anti-seepage wall (11) is provided with a clay core wall (13), and the sides of the clay core wall (13) are provided with a filter layer (12).

6. The underwater stilling basin excavation and diversion structure near the undisturbed zone according to claim 1 or 2, characterized in that: The riprap slope protection (14) is formed as a whole by a self-compacting concrete grouting layer (15).

7. The underwater stilling basin excavation and diversion structure near the undisturbed zone according to claim 1 or 2, characterized in that: The inlet centerline (17) of the diversion channel (1) coincides with the ecological flow tunnel jet line, and its turning point is an arc with a radius greater than 3 times the width of the channel bottom.

8. The underwater stilling basin excavation and diversion structure near the undisturbed zone according to claim 1 or 2, characterized in that: The bank slope intercepting ditch (2) and the horse path drainage ditch (3) are reinforced concrete structures.

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