CN108385627B - Hydropower station diversion tunnel plugging construction method based on karst landform - Google Patents
Hydropower station diversion tunnel plugging construction method based on karst landform Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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Abstract
The invention provides a hydropower station diversion tunnel blocking construction method based on karst landform, which comprises the following steps: s1: designing a diversion tunnel plugging scheme, establishing a principle of mainly plugging in a tunnel and assisting in seepage prevention outside the tunnel, and adopting a plugging scheme of adding a temporary plug and a permanent plug; s2: constructing the temporary plug of the diversion tunnel: s21: building a construction channel and a scaffold working platform; s22: installing a water retaining steel plate gate; s23: mounting a stop log door; s24: manufacturing and installing a drainage steel pipe; s25: pouring concrete of the first section of the temporary plug; s26: grouting, plugging and reinforcing the first section of the temporary plug; s27: closing the butterfly valve; s28: pouring concrete of the second section of the temporary plug; s3: and (5) constructing a permanent plug. By adopting the hydropower station diversion tunnel plugging construction method, the diversion tunnel can be effectively plugged, and the safety of the dam is further ensured.
Description
Technical Field
The invention belongs to the technical field of hydraulic engineering construction, and particularly relates to a hydropower station diversion tunnel blocking construction method based on karst landform.
Background
The engineering dam site of the Wanjiakouzi hydropower station is positioned on the Chixiang river at the upper stream of the main flow of the Beichu river, is the 4 th level of the development of the main flow of the Beichu river, has large (2) engineering scale, mainly generates electricity, and has main buildings: rolled concrete arch dam, dam top overflow surface hole, energy dissipation plunge pool, dam body sand washing middle hole, water diversion system, ground factory building, switch station and the like.
The normal water level elevation 1450 m of the reservoir, the dam top elevation 1452.50m of the dam and the maximum dam height 167.5 m are the highest roller compacted concrete hyperbolic arch dam currently under construction, the total storage capacity of the reservoir is 2.793 x 108m3, the installed capacity of a power station is 180MW (2 x 90 MW), and the average power generation amount for many years is 7.1 hundred million KW.h. The diversion tunnel is positioned on the left bank, the section of the diversion tunnel is in an urban portal shape, the diameter of the tunnel is generally 4.5 multiplied by 6.0m (width multiplied by height), the maximum diameter of the plug section of the tunnel is 5.5 multiplied by 7.2m (width multiplied by height), the elevation of the inlet bottom plate is 1300.10m, the elevation of the outlet bottom plate is 1297.10m, and the total length of the tunnel body is 893.10 m.
The diversion tunnel inlet gate is switched off in 2017, 2 month and 9 days, the diversion tunnel body surrounding rock seeps water in 2 month and 11 days, 3 concentrated water gushing points appear in sections 0+ 080-0 +120, the water gushing points are positioned on the right side wall and the crown, the water gushing amount is continuously increased along with the rise of the reservoir water level, and the maximum flow is about 14.1m in 23 months and 3 months3The average flow velocity is about 0.895m/s, and the water leakage amount is 13-14.1 m after that along with the fluctuation of the upstream reservoir water level3Between the position of the water/s, the depth of the water in the tunnel is about 3m, and the water level elevation at the outlet is about 1300 m. The water depth in the diversion tunnel is rapid, the construction surface is narrow, great potential safety construction hazards exist in the end cap plugging, a great deal of construction problems such as material transportation, temporary drainage, concrete pouring, end cap structural stability and the like are faced simultaneously, and the plugging is extremely difficult.
Disclosure of Invention
In the face of severe situations that potential safety hazards of diversion tunnel plugging are prominent, construction period is short, and construction difficulty is high, after the overall stability problem of the diversion tunnel and the flow rate change rule in the tunnel are deeply analyzed, the principle that 'plugging in the tunnel is taken as a main mode and seepage prevention outside the tunnel is taken as an auxiliary mode' is formulated, a plugging scheme of adopting a temporary plug and a permanent plug is determined, the temporary plug is the most critical ring in the whole plugging work, and the construction scheme of the temporary plug is mainly researched. By adopting the hydropower station diversion tunnel plugging construction method, the diversion tunnel can be effectively plugged, and the safety of the dam is further ensured.
In order to achieve the technical features, the invention is realized as follows: a hydropower station diversion tunnel blocking construction method based on karst landform comprises the following steps:
s1: designing a diversion tunnel plugging scheme, establishing a principle of mainly plugging in a tunnel and assisting in seepage prevention outside the tunnel, and adopting a plugging scheme of adding a temporary plug and a permanent plug;
s2: constructing the temporary plug of the diversion tunnel:
s21: building a construction channel and a scaffold working platform;
s22: installing a water retaining steel plate gate;
s23: mounting a stop log door;
s24: manufacturing and installing a drainage steel pipe;
s25: pouring concrete of the first section of the temporary plug;
s26: grouting, plugging and reinforcing the first section of the temporary plug;
s27: closing the butterfly valve;
s28: pouring concrete of the second section of the temporary plug;
s3: and (5) constructing a permanent plug.
The temporary plug section in the S1 is located at the position of a pile number of 0+ 384.5-0 +408.5, the permanent plug adopts a permanent curtain grouting plug and is located at the position of the pile number of 0+ 408.5-0 + 438.5;
the water retaining standard of the temporary plug is calculated according to the flood frequency of at least 100 years, the temporary water retaining maximum water level is 1436.47m, the temporary plug is composed of an upstream water retaining steel plate gate, a stop log door, a drainage steel pipe and a plug body, and the temporary plug is longitudinally divided into two sections for construction, including a first section of the temporary plug and a second section of the temporary plug;
the maximum water inflow flow in the diversion tunnel is 14.1m3The method comprises the following steps that (1) drainage steel pipes are adopted for drainage, the drainage steel pipes are arranged in a multi-layer mode, each outlet of the upper layer 1 of drainage steel pipes is provided with one butterfly valve, and each outlet of the lower layer of drainage steel pipes is provided with at least two butterfly valves;
the water retaining standard of the stop log door is calculated according to a water head with the maximum retaining value of 70m, the temporary water retaining maximum water level is 1370m, the flood control requirement in the dry period is met, the stop log door is arranged at a position 0+384.5, the position is a division between a lining section and a non-lining section of a diversion tunnel, a concrete lining is protruded to form a ridge, a plurality of I-shaped steel is vertically arranged at the ridge to serve as stand columns, and the I-shaped steel is transversely overlaid and welded in front of the stand columns to form a closed I-shaped steel wall;
and a series of anti-seepage auxiliary measures including throwing covering, plugging of underwater infiltration points and curtain of the river side of the diversion tunnel are taken from the inlet of the diversion tunnel to the bank slope of the dam section.
The specific construction method of S21 is that the temporary plug is 550m away from the diversion tunnel outlet, and the construction road is determined by comprehensively considering the factors of equipment material transportation, pipeline laying and safe evacuation channels; the equipment materials needed in the hole are carried manually, and the pedestrian passage and the main transportation passage are arranged separately; erecting a full steel pipe support from the hole to the temporary plug, taking the left side as a transportation channel, wherein the channel is at least 50cm higher than the water surface, and paving a steel template on the whole line to ensure that heavy material equipment such as steel pipes and profile steel can be transported by adopting a trolley; the bamboo pedal is fully paved on the right side, an air supply pipe and a pump pipe are arranged in a certain range of the width close to the side wall, and the middle part of the bamboo pedal is used as a pedestrian passage;
scaffold work platform arranges and leads 0+379 ~ 0+420 hole section, sets up three-layer scaffold construction platform: the first layer of platform is used as drainage steel pipe assembly platform, and the platform face is higher than the surface of water by at least 0.5m, and the second layer is used as concrete warehousing platform, and the platform face is higher than the first layer of platform face by at least 1.5m, and the third layer is as consolidating the platform.
The specific construction method of the S22 comprises the following steps:
s221: mounting limiting channel steel, and erecting two channel steel on two side walls at the position of 0+383.5 to serve as guide rails of the water retaining steel plate gate;
s222: a fixed pulley is installed and fixed, the fixed pulley is installed in the middle of a cross beam at the position of 0+383.5, a steel wire rope of the pulley is isolated and protected by a steel pipe, a small valve is arranged at the downstream outlet of the steel pipe, the steel pipe penetrates through the first section of the temporary plug, and the downstream end of the steel pipe is fixed on the right side wall;
s223: the water retaining steel plate gate is manufactured and installed by adopting steel plate sectional materials, cross reinforcing ribs are arranged on one side of each steel plate sectional material, and the top of each steel plate sectional material is fixedly welded with a triangular hanging bracket and is connected with a lifting hook of the fixed pulley.
The specific construction method of the S23 comprises the following steps:
firstly, a door type steel frame is installed, a hoist is hung on a cross beam, a plurality of middle upright posts and transverse cushion pipe section steel are welded into a whole, the hoist is manually matched to be in place, stop section steel of a stop log door is welded at a certain height away from the water surface, the stop section steel is assembled above the stop section steel, the stop log door is manufactured in an upper portion and a lower portion, the two portions are respectively stacked by a plurality of section steel, and a section steel seam is fully welded; after the drainage steel pipe is in place, a first part of the stop log door at the upstream is firstly placed by a hoist, the stop log door is tightly attached to the section steel upright column at the top of the drainage steel pipe under the action of water thrust and manual assistance, the stop log door is welded and reinforced, a second part of the stop log door at the downstream is placed, the two parts are welded into a whole, and finally the rest vacant positions are stacked to the top of the tunnel by section steel.
The specific construction method of the S24 comprises the following steps:
s241: building an assembly platform of the drainage steel pipes, adopting full supports, accurately positioning the vertical pipes according to the intervals of the drainage steel pipes, vertically dividing the bent pipes into three layers, welding the bent pipes with the insertion ribs of the side walls at two sides, and fully paving steel templates to serve as the assembly platform of the drainage steel pipes;
s242: the drainage steel pipes are assembled in two layers, and are assembled according to the designed underwater position when being assembled, so that the situation that the position cannot be moved after the assembly is finished is avoided, the upstream ends of the upper layer and the lower layer are 0+383.7, the downstream end of the lower layer is 0+399.1, and the downstream end of the upper layer is 0+ 396.1; the upstream and downstream of the drainage steel pipe are respectively provided with a water stop steel plate, and the flange joint is welded with a reinforcing rib;
s243: hoisting in place, wherein three hoisting gantries are arranged at the upper part, the middle part and the lower part before hoisting, the upper parts are longitudinally connected by a plurality of section steels, and three section steels are transversely placed on a bottom plate to support a drainage steel pipe, so that the upper part and the lower part of the bottom of the drainage steel pipe are on a horizontal line;
s244: and after the drainage steel pipes are assembled, welding the drainage steel pipes into a whole by using section steel, integrally hoisting by using a hoist, and putting the drainage steel pipes into water in place after the cross rods of the platform are completely removed.
The specific construction method of the S25 comprises the following steps:
s251: the foundation surface is treated, the surface of the lining concrete above the water surface is manually roughened by an electric hammer before the concrete is poured, and the lining concrete keeps clean and has no dirt, accumulated water or running water;
s252: stopping water and installing a template, wherein a stop log door is used as a cofferdam at the upstream end, membrane bags are used for grouting and blocking the interval between the drainage steel pipes and two side faces, grouting is performed by using paste slurry as grouting materials, grouting is finished after the grouting pressure of the membrane bags reaches 0.3MP, then geotextile and cotton wool are used for plugging seams, the template at the downstream end adopts a combined steel template, membrane bags are installed at the interval between the drainage steel pipes in front of the template, the seams are plugged by using the cotton wool, geotextile is used for paving the seams, bagged cement is stacked to be used as the downstream cofferdam, and graded broken stones are filled in front of the cofferdam in order to prevent the slurry from losing too;
s253: grouting pipelines are pre-buried, backfill grouting and joint grouting pipelines are pre-buried at the periphery of the tunnel wall, the pipelines are fixed to the tunnel wall by anchor bars, a plurality of backfill grouting pipes are uniformly distributed along a crown contour line, a branch pipe is arranged at a certain interval, the branch pipe is inserted into a rock body, a main pipe is at a certain distance from the crown and is fixed by the anchor bars, and contact grouting pipelines are pre-buried in triangular areas between a bottom plate and upper and lower drainage steel pipes;
s254: pouring concrete, after checking and accepting the foundation surface, the water stop and the template and the embedded grouting pipe, performing concrete pouring, adopting primary micro-expansion pump to pour the concrete, pouring the underwater concrete by using a guide pipe, wherein the guide pipe is a steel pipe, the lower part of the guide pipe is a certain distance away from the bottom plate surface, the upper part of the guide pipe is connected with an aggregate funnel, and the concrete on the water is directly pumped into a bin; when pouring, the concrete is pushed from the downstream to the upstream to ensure that a relatively still water environment is formed as soon as possible, a proper amount of accelerating agent is added into the underwater concrete at the position of the aggregate bin, the underwater concrete is automatically and compactly placed in a bin after being mixed at the opening of the guide pipe, and the water part is vibrated and compactly placed in the bin after being pumped.
The specific construction method of the S26 comprises the following steps:
after the first pouring section of the temporary plug is finished, backfilling and contact grouting treatment are carried out, grouting reinforcement treatment is carried out on part of underwater concrete, inclined holes are drilled among the drainage steel pipes at intervals, the depth of each inclined hole is based on entering of bottom plate concrete, the reinforcement range covers all areas of the lower portion of the drainage steel pipe, and the friction force between the plug concrete and the bottom plate and the grip force of the drainage steel pipe are guaranteed to meet design requirements; pouring the first section of the temporary plug, specially processing a leakage point, and then carrying out coring and water pressing tests.
The specific construction method of the S27 comprises the following steps:
s271: the preparation work is carried out, the exhaust holes of the diversion tunnel, the pulley steel ropes, the drainage steel pipes, the valves, other accessories and safety facilities are checked and accepted, and the relevant design requirements are met;
s272: closing the water retaining steel gate, wherein the water level in the tunnel is raised to the top after the water retaining steel gate is closed for about ten minutes by calculation, the water retaining steel gate is communicated with an upstream reservoir, the butterfly valve bears a water head of nearly 70m, and the butterfly valve closed at last bears the maximum water pressure under the condition that all the butterfly valves cannot be closed simultaneously, so that the butterfly valve cannot be closed, the upstream water retaining steel gate is closed first, and the water retaining steel gate is exposed out of the water surface after the water leakage is reduced and then is closed quickly;
s273: and closing the butterfly valve of the drainage steel pipe, cutting off the steel wire rope of the pulley, sliding the water retaining steel plate gate along the guide rail, isolating most of water flow, rapidly reducing the downstream water quantity, exposing the butterfly valve of the drainage steel pipe at the lower layer out of the water, and closing the butterfly valves at the upper layer and the lower layer.
The specific construction method of the S28 comprises the following steps:
closing a drainage steel pipe butterfly valve, after grouting and water plugging treatment, adopting drainage measures to form a small amount of leakage water at the first section of the temporary plug, forming two small cofferdams in a bin, forming a water collection cavity above an upstream cofferdam, mounting a section steel frame in the water collection cavity, manufacturing a pipe shed, laying a bottom template, mounting a drainage pipe in the bin, pumping by a submersible pump, discharging the leakage water of the water collection cavity, pouring concrete through the bin, pouring from downstream to upstream, and pouring concrete by adopting a one-level micro-expansion pump;
and after the concrete strength meets the requirement, top simultaneous filling grouting and contact grouting treatment are firstly carried out, then the drainage steel pipe gate is closed, the water collection cavity is backfilled and grouted, and the temporary plug construction is completely finished.
The construction of the permanent plug in the step S3 is specifically performed by the following steps that after the construction of the temporary plug is completed, dry-land construction conditions are provided, and the concrete engineering of the permanent plug is performed according to the following procedures: the method comprises the following steps of bed rock surface treatment, steel bar manufacturing and installation, template installation, embedded part installation, cooling water pipe laying, concrete pouring, maintenance, grouting gallery formation, curtain grouting solidification, gallery concrete backfilling, water cooling and joint grouting, wherein the concrete is poured by adopting primary-level micro-expansion pumping concrete.
The invention has the following beneficial effects:
1. wanjiakouzi hydropower stationThe temporary plug construction risk of the diversion tunnel is very high, the characteristics of topography, geology and hydrological conditions of the diversion tunnel of the multi-family hydropower station are combined, the temporary plug construction scheme is researched, and the maximum flow is about 14.1m3The construction scheme of the temporary plug is researched under the conditions that the average flow velocity is about 0.895m/s and the water depth is about 3m, the water retaining steel gate is closed by matching with a butterfly valve, the section steel stoplog door is used as safety guarantee, and the temporary plug is also used for water stopping, template and underwater concrete pouring, so that the successful plugging of the temporary plug is ensured, dry land conditions are created for permanent plug construction, the plugging engineering of the diversion tunnel is completely finished at present, and the plugging effect is good.
2. Based on the characteristics of the karst landform, the construction method for plugging the diversion tunnel of the hydropower station adapting to the landform is researched and made, the construction safety is ensured, and good technical guidance is provided for subsequent plugging of the diversion tunnel.
3. The diversion tunnel plugging construction method is low in construction cost, short in construction period and high in safety.
Drawings
The invention is further illustrated by the following figures and examples.
Fig. 1 is a schematic structural view of the temporary plug of the present invention.
FIG. 2 is a schematic structural view of the water retaining steel gate of the present invention.
Figure 3 is a schematic view of a stop log door structure according to the present invention.
In the figure: the water-retaining steel plate gate comprises a water-retaining steel plate gate 1, a stoplog gate 2, a drainage steel pipe 3, a stand column 4, a temporary plug first section 5, a temporary plug second section 6, a permanent plug 7, a pulley steel wire rope 8, an original concrete lining 9, an empty-web template 10, reserved cavity backfill grouting 11, a submersible pump 12, a drain pipe 13, a stacking bag 14, a diversion hole body 15 and a butterfly valve 16;
the device comprises a limiting channel steel 101, a fixed pulley 102, a steel plate profile 103, a crossed reinforcing rib 104 and a triangular hanger 105.
Detailed Description
Embodiments of the present invention will be further described with reference to the accompanying drawings.
Referring to fig. 1 to 3, the hydropower station diversion tunnel blocking construction method based on the karst landform comprises the following steps:
s1: design of diversion tunnel plugging scheme
In the face of severe situations that potential safety hazards of diversion tunnel plugging are prominent, construction period is short, and construction difficulty is high, after the overall stability problem of the diversion tunnel and the flow rate change rule in the tunnel are deeply analyzed, the principle that 'plugging in the tunnel is taken as a main mode and seepage prevention outside the tunnel is taken as an auxiliary mode' is formulated, a plugging scheme of adopting a temporary plug and a permanent plug is determined, the temporary plug is the most critical ring in the whole plugging work, and the construction scheme of the temporary plug is mainly researched. The temporary plug section is located at the position with the pile number of 0+ 384.5-0 +408.5 and is 24m long; the permanent curtain grouting plug section is located at the position with the pile number of 0+ 408.5-0 +438.5 and the length of 30m, as shown in figure 1.
The water retaining standard of the temporary plug is calculated according to the flood frequency of 100 years, the highest water retaining level of the temporary plug is 1436.47m, the temporary plug is composed of an upstream water retaining steel gate 1, a stop log door 2, a drainage steel pipe 3 and a plug body, the temporary plug is longitudinally divided into two sections for construction, the pouring length of the first section 5 of the temporary plug is 10m, and the pouring length of the second section 6 of the temporary plug is 14 m.
The water gushing flow in the hole is about 14.1m at most3And/s, adopting 3 drainage steel pipes for drainage, arranging 8 drainage steel pipes with the diameter of 800mm according to the calculation of submerged outflow, and arranging the drainage steel pipes in two layers, wherein each layer is four, the length of the lower drainage steel pipe is 15.4m, the length of the upper drainage steel pipe is 12.4m, the wall thickness of the drainage steel pipe is 10mm, each outlet of the upper drainage steel pipe is provided with a butterfly valve 16, each outlet of the lower drainage steel pipe is provided with 2 butterfly valves, and the nominal pressure of the butterfly valves is 1.6 MPa.
The water retaining standard of the stop log gate 2 is calculated according to a water head of 70m, the temporary water retaining highest water level is 1370m, the flood control requirement in the dry season is met, the stop log gate is arranged at a position 0+384.5, the position is a division between a lining section and a non-lining section of a diversion tunnel, a concrete lining protrudes to form a ridge, 5 worker 32 steels are vertically arranged at the ridge to serve as an upright post 4, and a worker 32 steel is transversely overlaid in front of the upright post to form a sealed worker steel wall.
The steel plate gate is arranged at 0+383.5, and before the drainage steel pipe valve needs to be closed, the steel plate gate is put down, so that the flow in the drainage steel pipe is reduced, and the problem that 12 underwater butterfly valves are difficult to close is solved.
In order to reduce the water leakage amount in the diversion tunnel, reduce the flow velocity and create safe construction conditions, a series of anti-seepage auxiliary measures such as throwing covering, plugging of underwater infiltration points, and curtain on the river-side of the diversion tunnel are taken from the inlet of the diversion tunnel to the bank slope of the dam section.
S2: temporary plug construction of diversion tunnel
S21: construction channel and scaffold working platform
The distance between the temporary plug and the outlet of the diversion tunnel is about 550m, and the temporary plug is determined by comprehensively considering factors such as equipment material transportation, pipeline laying, safe evacuation channels and the like for quickly reaching a working face.
Required equipment materials in the hole are carried by manpower, and the pedestrian passage and the main transportation passage are arranged separately, so that the working efficiency is improved. Erecting a full steel pipe support from the hole to the temporary plug, taking the left width as a transportation channel, the width of the transportation channel is 1.5m, the bridge floor is about 50cm higher than the water surface, and steel templates are laid on the whole line, so that a trolley can conveniently carry steel pipes, profile steel and other heavy material equipment; the width of the right side is about 3m, the bamboo pedal is fully paved, an air supply pipe and a pump pipe are arranged in the range of 1.5m wide close to the side wall, and the middle part of the bamboo pedal is used as a pedestrian passageway.
Scaffold work platform arranges and leads 0+379 ~ 0+420 hole section, sets up three-layer scaffold construction platform: the first layer of platform is used as drainage steel pipe assembly platform, and the platform face exceeds the surface of water by 0.5m, and the second layer is used as concrete warehousing platform, and the platform face exceeds first layer of platform face by 1.5m, and the third layer is as consolidating the platform.
S22: install manger plate gate 1
S221: and installing a limiting channel steel. Two No. 10 channel steel are erected on two side walls at the position of 0+383.5, the height of the channel steel is 6m, and the channel steel is used as a steel plate gate guide rail.
S222: and (4) mounting and fixing the fixed pulley. A fixed pulley is arranged in the middle of the cross beam at the position of 0+383.5, a steel wire rope of the fixed pulley is isolated and protected by a steel pipe, a small valve is arranged at the downstream outlet of the steel pipe, the steel pipe penetrates through the first section of temporary plug, and the downstream end of the steel pipe is fixed on the right side wall.
S223: and (5) manufacturing and installing a steel plate gate. The specification of the steel plate gate is 5.4m multiplied by 2.1m, a cross reinforcing rib is manufactured, a triangular hanging bracket is manufactured at the top of the steel plate gate, the fixed pulley is convenient to hook, and the initial position of the steel plate gate is 3.0m away from the water surface, which is shown in figure 2.
S23: mounting of stop log door 2
The purpose of installing the stop log door is to create a safe environment for the manufacturing and installation of the drainage steel pipe and the concrete construction. The following protocol was implemented: the gate-type steel frame is firstly installed, the calabash is hung on the cross beam, the middle 3 upright posts and the transverse cushion tubular steel are welded into a whole, the calabash is manually matched to be in place, and the integral structure of the stop log gate is shown in figure 3. Stop profile steel of the stop log door is welded at a position 1.0m away from the water surface, the stop profile steel is assembled above the stop profile steel, and the upright post and the stop log door are made of 32# I steel. In order to improve the manufacturing efficiency and accelerate the construction progress, the stop log door is manufactured by an upper part and a lower part, the two parts are respectively stacked by 8 sections, the height is 1.02m, and the section steel seam is fully welded. After the drainage steel pipe is in place, a first part of the stop log door at the upstream is firstly placed by a hoist, the stop log door is tightly attached to the section steel upright column at the top of the drainage steel pipe under the action of water thrust and manual assistance, the stop log door is welded and reinforced, a second part of the stop log door at the downstream is placed, the two parts are welded into a whole, and finally the rest vacant positions are stacked to the top of the tunnel by section steel.
S24: manufacturing and installing the drainage steel pipe 3
S241: drainage steel pipe assembly platform. The full-framing support is adopted, the vertical pipes are accurately positioned according to the distance between the drainage steel pipes, the distance between the framed bent pipes is 1.1m multiplied by 1.1m, the three layers are vertically divided, the framed bent pipes are welded with the insertion ribs of the side walls on the two sides, and the steel templates are fully paved to serve as a drainage steel pipe splicing platform.
S242: and (5) assembling the drainage steel pipes. The drainage steel pipes are arranged in two layers, each layer is four, the pipe joint length is 1.5m, the pipe diameter is phi 800mm, the wall thickness is 10mm, the lower layer drainage steel pipe length is 15.4m, the upper layer drainage steel pipe length is 12.4m, each outlet of the upper layer drainage steel pipe is provided with a butterfly valve, each outlet of the lower layer drainage steel pipe is provided with 2 butterfly valves, and each outlet of the steel pipes is provided with a pressure gauge. When the drainage steel pipes are assembled, the drainage steel pipes are assembled according to the designed position under water, and the situation that the positions cannot be moved after the assembly is finished is avoided. The upstream end of the upper layer and the lower layer is 0+383.7, the downstream end of the lower layer pipe is 0+399.1, and the downstream end of the upper layer pipe is 0+ 396.1. The upstream and downstream of the drainage steel pipe are respectively provided with a water stop steel plate, and the flange joint is welded with a reinforcing rib.
S243: and hoisting in place. Three hoisting portal frames are arranged at the upper part, the middle part and the lower part before hoisting, the upper parts are longitudinally connected by 3 section steels, and three section steels are transversely placed on the bottom plate to support the drainage steel pipe, so that the upper part and the lower part of the bottom of the drainage steel pipe are on a horizontal line.
After the four drainage steel pipes are assembled, the four drainage steel pipes are welded into a whole by using section steel, the whole is lifted by using a hoist, and after the cross rods of the platform are completely removed, the four drainage steel pipes are integrally put into water to be in place.
S25: concrete for pouring the first section 5 of the temporary plug
S251: and (6) treating the basal plane. Before concrete pouring, the surface of the lining concrete above the water surface is manually roughened by an electric hammer, so that the lining concrete is kept clean and free of dirt, accumulated water or running water.
S252: and (5) stopping water and installing a template. The upstream end uses a stop log door as a cofferdam, the interval between the drainage steel pipes and two side surfaces are plugged by membrane bag grouting, grouting material is grouted by paste, grouting is finished after the grouting pressure of the membrane bag reaches 0.3MP, and then the joints are plugged by geotextile and cotton wool. The downstream end template adopts a combined steel template, membrane bags are arranged among the drainage steel pipes at intervals in front of the template, cotton wool is used for plugging seams, geotextile is used for paving the seams, bagged cement is stacked to form the downstream cofferdam, and graded broken stones are filled in front of the cofferdam in order to prevent the slurry loss in the concrete pouring process from being too large.
S253: and (6) embedding the grouting pipeline. And embedding backfill grouting and joint grouting pipelines at the periphery of the hole wall. The pipeline is fixed on the hole wall by anchor bars. The backfill grouting pipes are evenly distributed with 3 pipes along the contour line of the top arch, 1 branch pipe is arranged at an interval of 3.0m, the branch pipe enters the rock by 10cm, the main pipe is 10cm away from the top arch, the backfill grouting pipes are fixed by anchor bars, and contact grouting pipelines are pre-buried in triangular areas between the bottom plate and the upper and lower drainage steel pipes.
S254: and (6) pouring concrete. And (4) after checking and accepting the foundation surface, the water stop, the template and the embedded grouting pipe, pouring concrete. The concrete is poured by adopting first-stage matched C40W8 micro-expansion pumping concrete, the underwater concrete is poured by utilizing a guide pipe, the guide pipe is a phi 150 steel pipe, the lower part of the guide pipe is 0.3m away from the bottom plate surface, the upper part of the guide pipe is connected with an aggregate funnel, and the concrete on the water is directly pumped into a bin. When pouring, the concrete is pushed from the downstream to the upstream, so that a relatively still water environment is formed as soon as possible. The underwater concrete is added with a proper amount of accelerating agent at the position of the aggregate bin, the underwater concrete is automatically compacted after being mixed at the opening of the guide pipe and is compacted after being pumped into the bin at the part above the water.
S26: grouting, leaking stoppage and reinforcing treatment for first section 5 of temporary plug
After the first pouring section of the temporary plug is completed, backfilling and contact grouting treatment are carried out, grouting reinforcement treatment is carried out on part of concrete under water, inclined holes are drilled at intervals among the drainage steel pipes, the depth of each inclined hole is based on entering of bottom plate concrete, the reinforcement range covers all areas of the lower portion of the drainage steel pipe, and friction force between the plug concrete and the bottom plate and grip force of the drainage steel pipe are guaranteed to meet design requirements. Pouring the first section of the temporary plug, specially processing a leakage point, and then carrying out coring and water pressing tests.
S27: closing butterfly valve
S271: and (5) preparing. And checking and accepting the exhaust holes of the diversion tunnel, the pulley steel ropes, the drainage steel pipes, the valves and other accessories and safety facilities, and ensuring that the relevant design requirements are met.
S272: and closing the water retaining steel gate. Through calculation, the water level in the tunnel is up to the top when the butterfly valve of the drainage steel pipe is closed for about ten minutes, the butterfly valve is communicated with an upstream reservoir, the butterfly valve bears a water head of about 70m, and the butterfly valve closed at last bears the maximum water pressure under the condition that all the butterfly valves cannot be closed simultaneously, so that the butterfly valve cannot be closed. Therefore, the upstream water retaining steel gate is closed firstly, and the water draining steel pipe butterfly valve is exposed out of the water surface after the water leakage is reduced and then is closed quickly.
S273: and closing the butterfly valve of the drainage steel pipe. And the pulley steel wire rope is cut off, the water retaining steel plate gate slides along the guide rail to isolate most of water flow, the downstream water quantity is rapidly reduced, the lower-layer drainage steel pipe butterfly valve is exposed out of the water surface, and the upper-layer and lower-layer 8 butterfly valves are closed simultaneously.
S28: concrete for pouring the second section 5 of the temporary plug
And closing the butterfly valve of the drainage steel pipe, and taking drainage measures when a small amount of water leakage exists in the local part of the first section temporary plug after grouting water plugging treatment. Two small cofferdams are arranged in the bin, a water collecting cavity is arranged above the upper cofferdam, a steel frame is arranged in the water collecting cavity, a pipe shed is manufactured, a bottom template is laid, 2 phi 500 steel pipes are arranged in the bin, 2 diving pumps are arranged for pumping and draining water leakage of the water collecting cavity. And (3) pouring concrete through the warehouse from downstream to upstream, and pouring concrete by adopting a first-stage matched C40W8 micro-expansion pump.
And after the concrete strength meets the requirement, top simultaneous filling grouting and contact grouting treatment are firstly carried out, then the drainage steel pipe gate is closed, the water collection cavity is backfilled and grouted, and the temporary plug construction is completely finished within 35 days.
S3: construction of the permanent plug 7
After the construction of the temporary plug is finished, dry construction conditions are provided, and the concrete engineering of the permanent plug is carried out according to the following procedures: the method comprises the following steps of bed rock surface treatment, steel bar manufacturing and installation, template installation, embedded part installation, cooling water pipe laying, concrete pouring, maintenance, grouting gallery formation, curtain grouting solidification, gallery concrete backfilling, water cooling and joint grouting, wherein the concrete is poured by adopting primary C40W8 micro-expansion pumping concrete.
The above-described embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and the scope of the present invention is defined by the claims, and equivalents including technical features described in the claims. I.e., equivalent alterations and modifications within the scope hereof, are also intended to be within the scope of the invention.
Claims (6)
1. A hydropower station diversion tunnel blocking construction method based on karst landform is characterized by comprising the following steps:
s1: designing a diversion tunnel plugging scheme, establishing a principle of mainly plugging in a tunnel and assisting in seepage prevention outside the tunnel, and adopting a plugging scheme of adding a temporary plug and a permanent plug;
s2: constructing the temporary plug of the diversion tunnel:
s21: building a construction channel and a scaffold working platform;
s22: installing a water retaining steel plate gate (1);
s23: mounting a stop log door (2);
s24: manufacturing and installing a drainage steel pipe (3);
s25: pouring concrete of the first section (5) of the temporary plug;
s26: grouting, plugging and reinforcing treatment are carried out on the first section (5) of the temporary plug;
s27: closing the butterfly valve;
s28: pouring concrete of the second section (6) of the temporary plug;
s3: constructing a permanent plug (7);
the temporary plug section in the S1 is located at the position of a pile number of 0+ 384.5-0 +408.5, the permanent plug (7) adopts a permanent curtain grouting plug and is located at the position of the pile number of 0+ 408.5-0 + 438.5;
the water retaining standard of the temporary plug is calculated according to the flood frequency of at least 100 years, the highest water retaining level of the temporary plug is 1436.47m, the temporary plug is composed of an upstream water retaining steel plate gate (1), a stop log door (2), a drainage steel pipe (3) and a plug body, and the temporary plug is longitudinally divided into two sections for construction, wherein the two sections comprise a first section (5) of the temporary plug and a second section (6) of the temporary plug;
the maximum water inflow flow in the diversion tunnel is 14.1m3The method comprises the following steps that/s, drainage steel pipes (3) are adopted for drainage, the drainage steel pipes (3) are arranged in a multi-layer mode, each outlet of the upper layer of drainage steel pipes is provided with one butterfly valve (16), and each outlet of the lower layer of drainage steel pipes is provided with at least two butterfly valves;
the water retaining standard of the laminated beam door (2) is calculated according to a water head with the highest retaining height of 70m, the temporary water retaining highest water level is 1370m, flood control requirements in a dry period are met, the laminated beam door is arranged at a position with a pile number of 0+384.5, the position is a division between a diversion tunnel lining section and a non-lining section, concrete lining protrudes to form a ridge, a plurality of I-shaped steel is vertically arranged at the ridge to serve as stand columns (4), and the I-shaped steel is transversely laminated and welded in front of the stand columns (4) to form a closed I-shaped steel wall;
a series of anti-seepage auxiliary measures such as casting coverage, plugging of underwater infiltration points and construction of a curtain close to the river side of the diversion tunnel are adopted from the inlet of the diversion tunnel to the bank slope of the dam section;
the specific construction method of S21 is that the temporary plug is 550m away from the diversion tunnel outlet, and the construction road is determined by comprehensively considering the factors of equipment material transportation, pipeline laying and safe evacuation channels; the equipment materials needed in the hole are carried manually, and the pedestrian passage and the main transportation passage are arranged separately; erecting a full steel pipe support from the hole to the temporary plug, taking the left side as a transportation channel, wherein the transportation channel is at least 50cm higher than the water surface, and paving a steel template on the whole line to ensure that the steel pipe and material equipment with larger section steel weight can be transported by adopting a trolley; the bamboo pedal is fully paved on the right side, an air supply pipe and a pump pipe are arranged in a certain range of the width close to the side wall, and the middle part of the bamboo pedal is used as a pedestrian passage;
scaffold work platform arranges in stake number 0+379 ~ 0+420 department, sets up three-layer scaffold construction platform: the first layer of platform is used as a drainage steel pipe assembly platform, the platform surface is at least 0.5m higher than the water surface, the second layer of platform is used as a concrete warehousing platform, the platform surface is at least 1.5m higher than the first layer of platform surface, and the third layer of platform is used as a reinforcing platform;
the specific construction method of the S24 comprises the following steps:
s241: building an assembly platform of the drainage steel pipes (3), adopting full-hall supports, accurately positioning the vertical pipes according to the intervals of the drainage steel pipes, vertically dividing the bent pipes into three layers, welding the bent pipes with the side wall joint bars on two sides, and fully paving steel templates to serve as the assembly platform of the drainage steel pipes;
s242: the drainage steel pipes are assembled, the drainage steel pipes (3) are arranged in two layers, when the drainage steel pipes are assembled, the drainage steel pipes are assembled according to underwater designed positions, the situation that the positions cannot be moved after the assembly is finished is avoided, the upstream ends of the upper layer and the lower layer are positioned at the position with the pile number of 0+383.7, the downstream end of the lower layer is positioned at the position with the pile number of 0+399.1, and the downstream end of the upper layer is positioned at the position with the pile number of 0+ 396.1; the upstream and downstream of the drainage steel pipe are respectively provided with a water stop steel plate, and the flange joint is welded with a reinforcing rib;
s243: hoisting in place, wherein three hoisting gantries are arranged at the upper part, the middle part and the lower part before hoisting, the upper parts are longitudinally connected by a plurality of section steels, and three section steels are transversely placed on a bottom plate to support the drainage steel pipe (3), so that the upper part and the lower part of the bottom of the drainage steel pipe (3) are on a horizontal line;
s244: after the drainage steel pipes (3) are assembled, the drainage steel pipes are welded into a whole by profile steel, the drainage steel pipes are lifted by a hoist integrally, and after the cross rods of the platform are removed completely, the drainage steel pipes (3) are put into water integrally to be in place;
the specific construction method of the S25 comprises the following steps:
s251: the foundation surface is treated, before concrete is poured, an electric hammer is adopted to carry out manual roughening treatment on the surface of the lining concrete above the water surface, and the surface is kept clean and free of dirt, accumulated water or running water;
s252: stopping water and installing a template, wherein a stoplog door (2) is used as a cofferdam at the upstream end, the interval between the drainage steel pipes (3) and two side surfaces are plugged by membrane bag grouting firstly, grouting material is paste slurry, grouting is finished after the grouting pressure of the membrane bag reaches 0.3MP, then geotextile and cotton wool are used for plugging seams, the template at the downstream end adopts a combined steel template, membrane bags are installed at intervals between the drainage steel pipes in front of the template, the cotton wool is used for plugging seams, geotextile is used for paving the seams, bagged cement is stacked to be used as the downstream cofferdam, and graded broken stones are filled in front of the cofferdam in order to prevent the slurry from being excessively lost in the concrete pouring process;
s253: grouting pipelines are pre-buried, backfill grouting and joint grouting pipelines are pre-buried at the periphery of the tunnel wall, the pipelines are fixed to the tunnel wall by anchor bars, a plurality of backfill grouting pipes are uniformly distributed along a crown contour line, a branch pipe is arranged at a certain interval, the branch pipe is inserted into a rock body, a main pipe is at a certain distance from the crown and is fixed by the anchor bars, and contact grouting pipelines are pre-buried in triangular areas between a bottom plate and upper and lower drainage steel pipes;
s254: pouring concrete, after checking and accepting the foundation surface, the water stop and the template and the embedded grouting pipe, pouring the concrete, pumping and pouring the concrete by adopting a first-level micro-expansion concrete, pouring the underwater concrete by using a guide pipe, wherein the guide pipe is a steel pipe, the lower part of the guide pipe is a certain distance away from the bottom plate surface, the upper part of the guide pipe is connected with an aggregate funnel, and the concrete on the water is directly pumped into a bin; when pouring, the concrete is pushed from the downstream to the upstream to ensure that a relatively still water environment is formed as soon as possible, a proper amount of accelerating agent is added into the underwater concrete at the position of the aggregate bin, the underwater concrete is automatically compacted after being mixed at the opening of the guide pipe and put into the bin, and the overwater concrete is compacted after being pumped into the bin.
2. The hydropower station diversion tunnel blocking construction method based on the karst landform as claimed in claim 1, wherein the specific construction method of S22 is as follows:
s221: installing a limiting channel steel (101), and erecting two channel steels on two side walls at the position of a pile number 0+383.5 to be used as guide rails of the water retaining steel plate gate (1);
s222: a fixed pulley (102) is installed and fixed, the fixed pulley (102) is installed in the middle of a cross beam at the position of a pile number 0+383.5, a pulley steel wire rope (8) is isolated and protected by a steel pipe, a small valve is arranged at the downstream outlet of the steel pipe, the steel pipe penetrates through the first section (5) of the temporary plug, and the downstream end of the steel pipe is fixed on the right side wall;
s223: the water retaining steel plate gate (1) is manufactured and installed, the water retaining steel plate gate (1) is made of steel plate profiles (103), cross reinforcing ribs (104) are arranged on one side of each steel plate profile (103), and triangular hanging brackets (105) are fixedly welded to the tops of the steel plate profiles (103) and are connected with lifting hooks of the fixed pulleys (102).
3. The hydropower station diversion tunnel blocking construction method based on the karst landform as claimed in claim 1, wherein the specific construction method of S23 is as follows:
firstly, a door type steel frame is installed, a hoist is hung on a cross beam, a plurality of middle upright posts and transverse cushion pipe section steel are welded into a whole, the hoist is manually matched to be in place, stop section steel of a stop log door is welded at a certain height away from the water surface, the stop section steel is assembled above the stop section steel, the stop log door is manufactured in an upper portion and a lower portion, the two portions are respectively stacked by a plurality of section steel, and a section steel seam is fully welded; after the drainage steel pipe (3) is in place, a first part of the laminated beam door at the upstream is firstly placed by a hoist, the laminated beam door is tightly attached to the stand column at the top of the drainage steel pipe (3) under the thrust of water and the assistance of manpower for welding and reinforcing, then a second part of the laminated beam door at the downstream is placed, the two parts are welded into a whole, and finally the rest vacant position is overlapped to the top of the hole by section steel.
4. The hydropower station diversion tunnel blocking construction method based on the karst landform as claimed in claim 1, wherein the specific construction method of S26 is as follows:
after the first section of the temporary plug is poured, backfilling and contact grouting treatment are carried out, grouting reinforcement treatment is carried out on part of concrete under water, inclined holes are drilled among the drainage steel pipes at intervals, the depth of each inclined hole is based on entering of bottom plate concrete, the reinforcement range covers all areas of the lower portion of the drainage steel pipe, and the friction force between the plug concrete and the bottom plate and the grip force of the drainage steel pipe are guaranteed to meet design requirements; pouring the first section of the temporary plug, specially processing a leakage point, and then carrying out coring and water pressing tests.
5. The hydropower station diversion tunnel blocking construction method based on the karst landform as claimed in claim 1, wherein the specific construction method of S27 is as follows:
s271: the preparation work is carried out, the exhaust holes of the diversion tunnel, the pulley steel ropes, the drainage steel pipes, the valves, other accessories and safety facilities are checked and accepted, and the relevant design requirements are met;
s272: closing the water retaining steel gate, wherein the water level in the tunnel is raised to the top after the water retaining steel gate is closed for about ten minutes by calculation, the water retaining steel gate is communicated with an upstream reservoir, the butterfly valve bears a water head of nearly 70m, and the butterfly valve closed at last bears the maximum water pressure under the condition that all the butterfly valves cannot be closed simultaneously, so that the butterfly valve cannot be closed, the upstream water retaining steel gate is closed first, and the water retaining steel gate is exposed out of the water surface after the water leakage is reduced and then is closed quickly;
s273: and closing the butterfly valve of the drainage steel pipe, cutting off the steel wire rope of the pulley, sliding the water retaining steel plate gate along the guide rail, isolating most of water flow, rapidly reducing the downstream water quantity, exposing the butterfly valve of the drainage steel pipe at the lower layer out of the water, and closing the butterfly valves at the upper layer and the lower layer.
6. The hydropower station diversion tunnel blocking construction method based on the karst landform as claimed in claim 1, wherein the specific construction method of S28 is as follows:
closing a butterfly valve of a drainage steel pipe, after grouting and water plugging treatment, adopting drainage measures when a small amount of leakage water still exists in the first section (5) of the temporary plug, manufacturing two small cofferdams in a bin, manufacturing a water collecting cavity above an upstream cofferdam, mounting a steel frame in the water collecting cavity, manufacturing a pipe shed, laying a bottom template, mounting a drainage pipe (13) in the bin, pumping by a submersible pump (12), draining the water from the water collecting cavity, pouring concrete in the through bin, pouring from downstream to upstream, and pouring by adopting a one-level micro-expansion concrete pump;
after the concrete strength meets the requirement, top backfill grouting and contact grouting treatment are firstly carried out, then the water retaining steel plate gate is closed, the water collecting cavity is backfilled and grouted, and the temporary plug construction is completely finished;
the construction of the permanent plug (7) in the S3 is specifically carried out by the steps that after the construction of the temporary plug is finished, dry-land construction conditions are met, and the concrete engineering of the permanent plug is carried out according to the following procedures: the method comprises the following steps of bed rock surface treatment, steel bar manufacturing and installation, template installation, embedded part installation, cooling water pipe laying, concrete pouring, maintenance, grouting gallery formation, curtain grouting solidification, gallery concrete backfilling, water cooling and joint grouting, wherein the concrete is poured by adopting primary-level micro-expansion concrete pumping.
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| CN109235391A (en) * | 2018-11-01 | 2019-01-18 | 中国电建集团成都勘测设计研究院有限公司 | The surface grouting structure of diversion outlet closuring concrete |
| CN110863473B (en) * | 2019-11-27 | 2024-06-25 | 中国电建集团贵阳勘测设计研究院有限公司 | A combined water-blocking structure for buried pressure steel pipe |
| CN111456052B (en) * | 2020-05-26 | 2024-04-26 | 河南传衡建设工程有限公司 | River channel slope supporting corridor type rapid dismounting combined cofferdam |
| CN112709196B (en) * | 2020-12-24 | 2022-10-04 | 中交第四航务工程局有限公司 | Dry dock steel dock gate installation and leakage test method |
| CN114673125B (en) * | 2022-03-15 | 2024-06-04 | 长江岩土工程有限公司 | Hydraulic engineering diversion tunnel plugging construction method |
| CN115262499A (en) * | 2022-06-22 | 2022-11-01 | 中国水利水电第七工程局有限公司 | Diversion tunnel plugging construction method |
| CN115142892A (en) * | 2022-08-11 | 2022-10-04 | 西安森兰科贸有限责任公司 | Shunt is filled with drilling in ore deposit |
| CN115288752A (en) * | 2022-08-22 | 2022-11-04 | 重庆一三六地质队 | Method for ecological restoration, treatment and plugging of abandoned mine water and anti-pollution plugging structure |
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| CN204401563U (en) * | 2014-12-29 | 2015-06-17 | 中国电建集团贵阳勘测设计研究院有限公司 | Low water head diversion tunnel shutoff manger plate structure |
| CN204919482U (en) * | 2015-08-21 | 2015-12-30 | 浙江省水利水电勘测设计院 | Utilize steel pipe to clap quick block structure of diversion tunnel of door |
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