CN219826919U - Permanent-temporary-combination sewage discharge precipitation structure in water-rich mountain tunnel excavation construction - Google Patents
Permanent-temporary-combination sewage discharge precipitation structure in water-rich mountain tunnel excavation construction Download PDFInfo
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Abstract
The utility model provides a sewage discharge sedimentation structure which is permanently combined in the excavation construction of a water-rich mountain tunnel, comprising a temporary left side ditch, a temporary right side ditch, gabion reverse filtration facilities arranged in the temporary left side ditch and the temporary right side ditch, a clean water straight-line sedimentation tank, a clean water drainage ditch, a clean water straight-line ditch and a waste water drainage ditch which are arranged outside the tunnel, a temporary partition wall arranged in a water culvert, a temporary cofferdam arranged in the water culvert and positioned at the downstream position of the temporary partition wall, and an overflow port arranged close to the upper end position of the temporary partition wall. By means of the permanent engineering entity structure and the temporary construction structure existing inside and outside the tunnel, the utility model can not only avoid the cutting of the operation site by the conventional tunnel wastewater treatment, but also realize the low-cost, high-efficiency and safe treatment of the sewage in the water-rich tunnel excavation support under the condition of large water flow rate and flow velocity.
Description
Technical Field
The utility model belongs to the technical field of tunnel construction environmental protection, and particularly relates to a sewage discharge sedimentation structure which is permanently combined in water-rich mountain tunnel excavation construction.
Background
Environmental protection and water and soil conservation of water-rich mountain tunnels are common problems in the field of highway engineering construction. The research result shows that the main pollutants in the road tunnel construction wastewater are oils, solid suspended particles in water and the pH value is alkaline as shown by monitoring. According to the national requirements of integrated wastewater discharge Standard (GB 8978-1996), the tunnel construction wastewater is mainly suspended matters exceeding standards. The pH is alkaline mainly because tricalcium silicate, dicalcium silicate, calcium hydroxide and the like generated by the hydrolysis of cement product materials such as concrete and the like are alkaline, and the substances are dissolved in water to raise the pH, but most of the substances are within the allowable emission index. The oil is generally provided with an oil separation tank. The suspended solid particles in the water are generally discharged after being naturally precipitated by arranging a precipitation tank.
In the process of tunnel excavation construction, water burst phenomenon can often occur in the water-rich tunnel. If the water flowing out of the mountain underground is not treated, the water is allowed to meet the production sewage in the construction process in the tunnel, and the concentration of solid suspended matters in the water body flowing out of the tunnel hole is too high. The untreated water is directly discharged to the external environment, and particularly when the construction site is close to a water source protection site and a drinking water taking point, the environmental influence caused by direct discharge of sewage is worse. As it will cause a large amount of solid sediment to be deposited at the bottom of the river bed, causing a number of problems related to the bed bottom mud. Long-term deposition accumulation can bring immeasurable influence on survival and reproduction of aquatic benthos. Meanwhile, the wastewater contains a large amount of inorganic matters, so that the quality of organic matters of a surrounding water source can be reduced, and the yield of crops, particularly rice, is affected. The construction wastewater is discharged into a large amount of nearby water areas, and besides the ecological image caused to the water quality, the landscape of the water body can be imaged, so that ecological damage is caused.
At present, in engineering construction, common sewage treatment methods comprise three types of medicament sedimentation, mechanical treatment and natural sedimentation. Wherein, the medicament sedimentation mainly adopts a mode of adding flocculating agent into construction wastewater, and sedimentation separation treatment is carried out in a sedimentation tank, and three flocculating agents mainly comprise inorganic, organic and microorganism. The inorganic flocculant has the advantages of economy, simple use, large consumption, more residues and higher cost than the natural sedimentation method. Although the organic polymeric flocculant has the advantages of small dosage, low scum yield, strong flocculation capability, easy separation of flocs and good effects of removing oil and suspended matters, the residual monomer of the polymer has a three-cause effect (teratogenesis, carcinogenesis and mutagenesis), and when the dosage control is inaccurate, the due precipitation effect can not be achieved or secondary pollution is caused, so that the application range of the polymer is limited; although the microbial flocculant has no secondary pollution, the use is convenient, but the microbial flocculant needs higher production cost, the current fermentation production process has a lot of parts to be improved, and the components and flocculation effect of the flocculant are not enough to have certain stability, so that the development of the microbial flocculant is limited. In general, the medicament sedimentation method requires a separate sewage storage tank system, and the required occupied area is large. Factors influencing the coagulation effect (adding amount of the agent) in the water treatment process are complex, wherein the factors comprise water temperature, pH value and alkalinity, nature and concentration of impurities in water, external water conservancy conditions and the like, so that the agent adding amount test is often carried out before the agent is added, and the agent additive is often required to be added, so that the cost is high, the management difficulty is high, and the method is not suitable for sewage treatment in the tunnel excavation construction process.
Mechanical treatment is to treat sludge in a pond using measures of mechanical dewatering, such as purchasing a sludge dewatering machine, but it has the following drawbacks: (1) The disposable investment is large, a certain number of mechanical equipment is purchased according to the water flow, and the machinery is required to be arranged in a closed space, so that a special protective shed or a small-sized factory building is required to be erected; and a certain size of water collection tank is needed for storing sewage for centralized treatment, otherwise, the mechanical efficiency cannot be exerted. (2) the land is not well arranged, which is not beneficial to the land resource utilization; (3) The continuous water flushing of the tunnel for 24 hours in the whole day needs the sludge dehydrator to be kept in a state capable of running at any time, so that the water flushing treatment method and corresponding mechanical running management measures in a power failure state must be considered; (4) The noise is large in the running process of the dehydrator, and the noise control requirement is not met for the position close to villages; (5) The water content of the dehydrated sludge is still high, and the sludge is not easy to separate when the density difference of the solid and the liquid is small; (6) If the sludge contains gravel, the centrifugal liquid loss equipment is easy to grind, the power cost is continuously generated in the using process, and the later maintenance cost is relatively high. For the above reasons, the application of mechanical treatment in sewage treatment in tunnel excavation construction is limited.
The principle of natural sedimentation is that other measures such as medicaments are not used, but the wastewater is naturally settled in a pool, and the method is generally used because the required economic cost is low. After the suspended matters are fully precipitated in the sedimentation tank, the national comprehensive sewage discharge standard can be completely reached. In the actual construction process, it is common practice to independently set up a three-stage sedimentation tank at the tunnel portal. In order to ensure the sedimentation effect, the sewage in the sedimentation tank needs to pass through at a slow flow rate, so that the suspended solid particles in the sewage have enough time to sediment. However, for tunnels with larger water inflow, the sewage flow and the flow velocity are correspondingly larger, and the required floor area and volume of the sedimentation tank are also larger, otherwise, a good sedimentation effect cannot be achieved. The larger foundation pit or water pool is arranged in the tunnel portal range, so that certain potential safety hazards exist, and the construction and use of the sedimentation tank with large area can influence the passing of the travelling crane, so that the site construction is not facilitated. In addition, the excavation of the pit and the long-term soaking have adverse effects on the stability of surrounding strata, particularly tunnel portal strata. In summary, the volume, the occupied area and the precipitation efficiency of the precipitation tank are in positive correlation, and the larger the precipitation tank is, the better the precipitation effect is, but the larger the precipitation tank is, the larger negative effects on arrangement, cost investment, potential safety hazard and stratum stability are all larger. In the practical construction process, in order to avoid the negative problems, the three-stage sedimentation tank is generally small, but does not have good sedimentation effect. Therefore, merely setting a sedimentation tank through natural sedimentation cannot solve the sewage treatment problem of tunnel construction.
Disclosure of Invention
Aiming at the problems, the utility model provides a permanently combined sewage discharge precipitation structure in the tunnel excavation construction of the water-rich mountain, and the utility model can not only avoid the cutting of the operation site by the conventional tunnel wastewater treatment, but also realize the low-cost, high-efficiency and safe treatment of sewage in the tunnel excavation construction of the water-rich tunnel under the condition of larger water flow rate and flow velocity by means of the diversion and the cleaning of the sewage source of the tunnel by the permanent engineering entity structure and the temporary construction structure existing inside and outside the tunnel.
The utility model is realized by the following technical scheme.
The utility model provides a sewage discharge sediment structure that faces combination forever in rich water mountain tunnel excavation construction, includes central ditch and the central ditch inspection shaft that sets up in the tunnel hole, is close to tunnel face setting, is used for collecting the lower pilot tunnel of all sewage of tunnel interior upper reaches, adjacent tunnel portal's water culvert, its characterized in that still includes:
the temporary left side ditch and the temporary right side ditch are respectively arranged at the left side and the right side in the tunnel hole, gabion reverse filtration facilities are arranged in the temporary left side ditch and the temporary right side ditch, the clean water direct drainage sedimentation tank, the clean water drainage ditch, the clean water direct drainage ditch and the waste water drainage ditch are arranged outside the tunnel, the temporary partition wall is arranged in the water culvert, the temporary cofferdam is arranged in the water culvert and positioned at the downstream position of the temporary partition wall, and the overflow port is arranged close to the top position of the temporary partition wall;
the temporary right ditch and drainage Kong Jieying in the secondary lining of the tunnel are used for draining purified water flowing out of the mountain body above the secondary lining of the tunnel; the temporary left side ditch is connected with the lower pilot pit and used for discharging sewage collected in the lower pilot pit; one end of the purified water drainage ditch is connected with a water outlet of a temporary right ditch in the tunnel hole, and the other end of the purified water drainage ditch is connected with a purified water direct-drainage sedimentation tank; one end of the waste water drainage ditch is connected with a temporary left ditch in the tunnel hole and a water outlet of the central ditch, and the other end of the waste water drainage ditch is connected with a water passing culvert on the upstream of the temporary partition wall; the water outlet end of the purified water straight-line sedimentation tank is connected with a water passing culvert at the downstream of the temporary cofferdam through a purified water straight-line ditch;
in the structure, the central ditch inspection well, the lower pilot pit and the water passing culvert are permanent engineering entity structures which are arranged inside and outside the tunnel or are required to be constructed by themselves; the temporary left side ditch, the temporary right side ditch, the gabion reverse filtration facility, the clean water direct drainage sedimentation tank, the clean water drainage ditch, the clean water direct drainage ditch and the waste water drainage ditch, the temporary partition wall and the overflow port are of temporary construction structures, and can be removed or changed into be used after the tunnel excavation construction is finished and a large amount of waste water is not generated.
As a specific technical scheme, the gabion reverse filtration facilities arranged in the temporary left side ditch are arranged at intervals of 50 m-100 m, and the gabion reverse filtration facilities arranged in the temporary right side ditch are arranged at intervals of 150 m-200 m.
As a specific technical scheme, the gabion reverse filtration facility comprises a plurality of gabion gabions stacked in a trapezoid shape, and sand bags are arranged at the downstream positions of the gabion gabions in a stacking manner Yu Gebin.
As a specific technical scheme, the gabion reverse filtering facility is arranged at the position of the temporary left side ditch and the temporary right side ditch, is adjacent to the central ditch inspection well and is positioned at the upstream of the central ditch inspection well.
As a specific technical scheme, the water purification drainage ditch comprises a water purification transverse blind ditch communicated with a temporary right ditch in a left tunnel and a right tunnel, one end of the water purification transverse blind ditch is communicated with a water outlet end of the water purification transverse blind ditch, and the other end of the water purification transverse blind ditch is connected with a water purification drainage open ditch of a water purification direct-drainage sedimentation tank; the waste water drainage ditch comprises a waste water transverse blind ditch communicated with a temporary left ditch and a central ditch in the same tunnel, one end of the waste water transverse blind ditch is communicated with the water outlet end of the waste water transverse blind ditch, and the other end of the waste water transverse blind ditch is connected with the waste water drainage open ditch of the water culvert at the upstream of the temporary partition wall.
As a specific technical scheme, a layer of reinforcing mesh is arranged in the overflow port, and the height of the overflow port from the bottom of the temporary partition wall is determined by the maximum water inflow in the tunnel and the water storage capacity allowed by the bearing capacity of the water passing culvert.
As a specific technical scheme, the structure of the gabion reverse filtration device also comprises a water collecting tank which is arranged on the drainage line of the temporary right side ditch and is positioned at the upstream of the gabion reverse filtration device, and a water suction pump is arranged in the water collecting tank.
As a specific technical scheme, a sewage pump is arranged in the lower pilot pit, and the water outlet end of the sewage pump is connected into the temporary left ditch through a sewage discharge pipe.
As a specific technical scheme, the structure of the utility model further comprises a tunnel top drainage ditch arranged at the top of the tunnel portal, and the water outlet end of the tunnel top drainage ditch is connected into the water purification drainage ditch.
As a specific technical scheme, the utility model also comprises a waste water pool hidden drain and a drop table; one end of the waste water entering the pool hidden drain is buried in a hidden way and is connected with the waste water drainage open drain, and the other end of the waste water extending into the water passing culvert is connected with the drop platform.
The utility model has the following beneficial effects:
1) In the construction of the tunnel excavation of the rich water mountain, due to the very compact construction operation site, the utility model can reduce the cutting of tunnel wastewater treatment measures to the operation site by means of the permanent engineering entity structures such as the central ditch, the central ditch inspection well, the lower pilot pit, the water culvert and the like and the temporary construction structures such as the temporary left ditch, the temporary right ditch, the gabion inverted filter facility, the clean water direct drainage sedimentation tank, the clean water drainage ditch, the clean water direct drainage ditch, the waste water drainage ditch, the temporary partition wall and the like, so as to ensure that the construction condition and the site layout of the tunnel excavation construction site are not influenced.
2) According to the utility model, the temporary left side ditch, the temporary right side ditch and the gabion reverse filtration facility are arranged in the space-limited water-rich tunnel, so that the diversion of purified water and sewage in the tunnel is realized, and meanwhile, the water body can be filtered; in addition, the utility model uses the water passing culvert which is adjacent to the outside of the tunnel as a carrier, and a temporary structure is built to form a secondary wastewater sedimentation tank outside the tunnel, so that the purposes of water outlet in the tunnel, water filtering in the tunnel, water collecting outside the tunnel, precipitation outside the tunnel and water in the tunnel are realized by diversion and filtration from the source in the tunnel and then sedimentation and recycling outside the tunnel, namely the diversion and gradual purification of the water from the inside of the tunnel to the outside of the tunnel are completed, the tunnel water is connected into a whole, the existing water resource is effectively utilized, the construction water cost is saved to the maximum, and the operation efficiency is improved.
3) According to the utility model, the tunnel is utilized, namely, the adjacent water passing culvert is arranged outside the tunnel to replace a newly-built sewage sedimentation tank, so that the construction cost generated by the newly-built sedimentation tank can be reduced, the problem of large occupied area of the traditional sedimentation tank can be solved, and meanwhile, the problem that sewage in the tunnel cannot be treated with low cost, high efficiency and safety due to large water inflow and flow rate in the water-rich mountain tunnel excavation construction is solved.
Drawings
FIG. 1 is a schematic diagram of the structure of the drainage sediment in the hole in the sewage drainage sediment structure of the utility model;
FIG. 2 is a schematic diagram of the structure of the off-hole drainage sediment in the sewage drainage sediment system of the utility model;
FIG. 3 is a schematic diagram of the gabion reverse filtration plant in the structure of the present utility model;
FIG. 4 is a schematic view of the installation of gabion in the structure of the present utility model;
FIG. 5 is a schematic view of a water culvert in the structure of the present utility model;
FIG. 6 is a cross-sectional view at A-A in FIG. 5;
FIG. 7 is a schematic illustration of a temporary right side trench and a temporary left side trench in accordance with the present utility model;
the meaning of each mark in the above figures is: temporary left side ditch 1, temporary right side ditch 2, central ditch 3, central ditch inspection shaft 4, water culvert 5, gabion reverse filtering facility 6, gabion 601, sandbag 602, clean water straight sedimentation tank 7, clean water drainage ditch 8, clean water lateral blind ditch 801, clean water drainage open ditch 802, waste water drainage ditch 9, waste water lateral blind ditch 901, waste water drainage open ditch 902, clean water straight drainage ditch 10, temporary partition wall 11, overflow port 12, lower guide pit 13, water collecting tank 14, sewage pump 15, drain hole 16, tunnel top drain ditch 17, drop table 18, waste water entrance tank blind drain ditch 19, tunnel secondary lining 20, left tunnel 21, right tunnel 22, tunnel face 23, temporary cofferdam 24, road surface leveling layer 25, inverted arch filling layer 26.
Detailed Description
The following description of the embodiments of the present utility model will be made apparent and fully in view of the accompanying drawings, in which some, but not all embodiments of the utility model are shown. All other embodiments, which can be made by those skilled in the art based on the embodiments of the utility model without making any inventive effort, are intended to be within the scope of the utility model.
In the description of the present utility model, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present utility model and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present utility model. Furthermore, the terms "first," "second," "third," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
Example 1
Referring to fig. 1 to 3, a sewage discharge sedimentation structure which is permanently combined in the construction of the tunnel excavation of the waterrich mountain is disclosed, and comprises a central ditch 3 and a central ditch inspection well 4 which are arranged in a tunnel hole, a lower guide pit 13 which is arranged close to a tunnel face 23 and is used for collecting all sewage at the upstream in the tunnel, a water passing culvert 5 which is adjacent to a tunnel hole, a temporary left ditch 1 and a temporary right ditch 2 which are respectively arranged at the left side and the right side in the tunnel hole, gabion reverse filtration facilities 6 which are arranged in the temporary left ditch 1 and the temporary right ditch 2, a clean water straight-drainage sedimentation tank 7, a clean water drainage ditch 8, a clean water straight-drainage ditch 10 and a waste water drainage ditch 9 which are arranged outside the tunnel, a water filtering partition wall 11 which is arranged in the water passing culvert 5, a temporary cofferdam 24 which is arranged in the water filtering partition wall 11 and is arranged at the downstream position, and an overflow port 12 which is arranged close to the top position of the temporary partition wall 11;
the temporary right side ditch 2 is connected with a drain hole 16 in the secondary lining of the tunnel and is used for discharging purified water flowing out of the mountain body above the secondary lining of the tunnel; the temporary left side ditch 1 is connected with the lower pilot pit 13 for discharging sewage collected in the lower pilot pit 13; one end of the clean water drainage ditch 8 is connected with a water outlet of the temporary right ditch 2 in the tunnel hole, and the other end of the clean water drainage ditch is connected with the clean water direct-drainage sedimentation tank 7; one end of the waste water drainage ditch 9 is connected with the water outlets of the temporary left ditch 1 and the central ditch 3 in the tunnel hole, and the other end of the waste water drainage ditch is connected with the water passing culvert 5 at the upstream of the temporary partition wall 11; the water outlet end of the clean water straight-line sedimentation tank 7 is connected with the water passing culvert 5 at the downstream of the temporary cofferdam 24 through the clean water straight-line ditch 10;
in the tunnel excavation construction process, water in a tunnel is mainly sourced from water gushes generated by a tunnel face when the tunnel passes through a poor geological section; secondly, bedrock fracture water mainly flows out of the secondary lining drainage holes, and the water is usually relatively clear; thirdly, waste water generated during construction of a drilling machine; fourthly, the waste water generated by dust fall after tunnel blasting; fifthly, before the tunnel sprays concrete, cleaning the waste water on the rock surface and the mountain self-seepage water; sixth, the waste water produced while spraying concrete and grouting; in the utility model, the sewage collected by the lower pilot tunnel mainly has water burst generated by the tunnel face when the tunnel passes through a poor geological section, waste water generated by the construction of a drilling machine, waste water generated by dust fall after the tunnel blasting, and waste water generated by concrete injection and grouting; in the structure, the sewage collected by the lower pilot pit is discharged outside the hole through the temporary left side ditch 1, and the purified water flowing out of the mountain body above the secondary lining of the tunnel is discharged outside the hole through the temporary right side ditch 2, so that the sewage is cleaned and split-flow discharged through the left side ditch and the right side ditch, and the secondary pollution of the available water body caused by water body intersection can be avoided; the temporary left side ditch and the temporary right side ditch are internally provided with gabion reverse filtration facilities 6, and the water bodies in the temporary left side ditch 1 and the temporary right side ditch 2 can be subjected to preliminary filtration through the gabion reverse filtration facilities 6, so that the water bodies do not contain large-particle-size sand and mud before flowing out of the holes; after the waste water of the temporary left side ditch 1 in the tunnel is discharged outside the tunnel, the waste water is collected with the water discharged by the central ditch 3 and is discharged into the water culvert through the waste water drainage ditch; because the temporary partition wall 11 and the temporary cofferdam 24 are sequentially arranged in the water passing culvert, two sedimentation tanks can be respectively formed in front of and behind the temporary partition wall, and meanwhile, an overflow port 12 is arranged at a position close to the upper end of the temporary partition wall, so that water flow can slowly pass through the temporary partition wall 11, the water flow enters the next sedimentation tank after being fully precipitated in the upper-stage tank, and finally, the sedimentation and purification of the water body are finished and the water flows out through the temporary cofferdam 24; in the process of wastewater precipitation, whether other coagulation measures are adopted or not can be determined according to the situation, for example, a coagulation precipitation method is adopted, namely, a flocculating agent is added into water to destroy the stability of sol, so that colloid and suspended particles in the water are flocculated into larger flocculating bodies so as to be separated from the water, and the aim of purifying the water quality is fulfilled; the excessive sediment can reduce the wastewater capacity of the sedimentation tank, so after the sedimentation tank is used for a period of time, mechanical means such as an excavator, a forklift and the like can be used for properly cleaning the sediment at the bottom of the sedimentation tank so as to ensure the normal use of the sedimentation tank; meanwhile, clear water in the temporary right side ditch in the tunnel is discharged outside the tunnel and then is discharged into the clear water direct-discharge sedimentation tank through the clear water drainage ditch, and is discharged into the water culvert at the downstream of the temporary cofferdam after being precipitated and purified by the clear water direct-discharge sedimentation tank; finally, the purified water and sewage discharged in a split way in the tunnel are collected at the water passing culvert at the downstream of the temporary cofferdam after being subjected to precipitation and purification treatment by the structure of the utility model, and can be still used as other water for construction production, dust fall cleaning, structure maintenance and the like in the tunnel.
Further, in a preferred embodiment, referring to fig. 1, 3 and 4, since the temporary left side ditch 1 is discharged sewage and the temporary right side ditch 2 is discharged clean water, the gabion reverse filtration apparatus 6 provided in the temporary left side ditch 1 is provided at intervals of 50m to 100m, and the gabion reverse filtration apparatus 6 provided in the temporary right side ditch 2 is provided at intervals of 150m to 200 m; the gabion reverse filtration facility 6 comprises a plurality of gabion gabions 601 stacked in a trapezoid shape, and sand bags 602 are placed in a position, which is close to the downstream position of the gabion 601, of the gabion 601; preferably, the gabion is filled with stone blocks which are compact, gaps of the stone blocks are filled with graded broken stone, and the height of the filled stone is 2cm higher than that of the net cage; the sand bags are stacked layer by layer, so that the tidy and beautiful appearance is ensured; the sand bag is filled with sand with good water permeability and low mud and powder content; in the practical application process, the reversed filtering facility of the gabion is used for arranging and manually cleaning according to the thickness of the filtered sediment in time, and removing the settled mud to the bottom of the side ditch; the unilateral sand bag is arranged to prevent the overflow of water in the side ditch of the hole caused by untimely reverse filtration due to overlarge water inflow.
Further, in a preferred embodiment, referring to fig. 1, the gabion reverse filtration facility 6 is disposed adjacent to the central trench manhole 4 at the position of the temporary left trench 1 and the temporary right trench 2 and upstream of the central trench manhole 4, so that when water overflows from both side trenches and overflows onto the leveling layer, the overflow can be introduced into the central trench by temporarily disposing a channel water blocking ridge.
Further, in a preferred embodiment, referring to fig. 2 and 5, the water purification drainage ditch 8 includes a water purification transverse blind ditch 801 connected to the temporary right ditch 2 in the left and right tunnels, one end of the water purification transverse blind ditch 801 is connected to the water outlet end of the water purification transverse blind ditch 801, and the other end of the water purification transverse blind ditch is connected to the water purification drainage open ditch 802 of the water purification in-line sedimentation tank 7; the waste water drainage ditch 9 comprises a waste water transverse blind ditch 901 which is communicated with a temporary left ditch 1 and a central ditch 3 in the same tunnel, one end of the waste water transverse blind ditch 901 is communicated with the water outlet end of the waste water transverse blind ditch, and the other end of the waste water transverse blind ditch is connected to a waste water drainage open ditch 902 of the water passing culvert 5 at the upstream of the temporary partition wall 11; the water purifying transverse blind ditch 801 and the waste water transverse blind ditch 901 adopt a form of blind ditches so as not to influence the traffic of vehicles or personnel at the tunnel portal, and the water purifying transverse blind ditches are buried on the waste water transverse blind ditches in a hidden manner; the water purification drainage open ditch and the wastewater drainage open ditch are arranged outside the enclosing wall of the hole site, a brick structure is adopted, and cement mortar is smeared outside; when the flow rate of natural rainwater and mountain running water is large, the size of the open ditch can be increased, but the open ditch range is ensured not to exceed the construction red line range, and when the rainwater and sewage in the outer field of the tunnel are converged, the discharged wastewater or purified water in the tunnel can not overflow; and the open trench should be arranged and cleaned manually in time according to the thickness of the mud; in the utility model, the construction cost of the open trench is lower, and the sediment is convenient to clean, and the wastewater, natural rainwater and mountain running water after the road cleaning of the site can be collected into the open trench for treatment; in addition, the direction along which the water purification transverse blind ditch and the wastewater transverse blind ditch are converged is not certain, and the water purification transverse blind ditch and the wastewater transverse blind ditch can be combined according to the elevation height difference direction of the left and right openings of the tunnel, the gradient direction of the transverse slope of the tunnel design and the drainage direction of the water passing culvert, so that water flow can be guaranteed to collect water from high to low.
Further, in a preferred embodiment, referring to fig. 2, the present utility model further includes a waste water pool blind drain 19 and a drop table 18; one end of the waste water entering pool hidden drain groove 19 is buried in a hidden way and is connected with the waste water drainage open groove 902, and the other end extends into the water passing culvert 5 and is connected with the drop table 18; generally, the common culvert site has higher burial depth and higher height difference with the drainage system outside the tunnel hole, so a water drop table is arranged to ensure that the water flow rate is buffered, and the waste water enters the pool blind drain to prevent the waste water from splashing and overflowing to influence the surrounding environment due to overlarge water flow rate; moreover, a filterable reinforcing mesh is arranged at the position of the water inlet of the hidden drain of the wastewater entering the sedimentation tank so as to prevent stone blocks, large blocks of wood, garbage and the like with large particle sizes from entering the sedimentation tank; the part of the isolation reinforcing mesh is required to be regularly observed to see whether an object is blocked or not, and the object is cleaned in time.
Further, in a preferred embodiment, a layer of reinforcing mesh is disposed in the overflow 12, and the height of the overflow 12 from the bottom of the temporary partition 11 is determined by the maximum water inflow in the tunnel and the water storage capacity allowed by the water culvert.
Further, in a preferred embodiment, referring to fig. 1, the present utility model further includes a water collecting tank 14 disposed on the drainage line of the temporary right ditch 2 and located upstream of the gabion reverse filtration facility 6, and a water pump is disposed in the water collecting tank 14, so that water in the hole with low requirements for construction in the tunnel, such as flushing the road in the hole, flushing mechanical equipment, maintenance, etc., can be recycled by pumping the water accumulated in the water collecting tank by the water pump; and, the catch basin 14 is located the gabion and is filtered the facility 6 upstream, can utilize gabion to be filtered the back and is filtered the back and block up the choking water that the side ditch formed of facility 6 to increase the catch basin water depth, thereby be convenient for draw water circulation retrieval and utilization.
Further, in a preferred embodiment, referring to fig. 1, a sewage pump 15 is disposed in the lower pilot pit 13, and the water outlet end of the sewage pump 15 is connected to the temporary left ditch 1 through a sewage discharge pipe.
Further, in a preferred embodiment, referring to fig. 2, the present utility model further includes a roof drain 17 disposed at the top of the tunnel portal, and the outlet end of the roof drain 17 is connected to the purified water drainage channel 8.
The construction method of the structure of the present utility model will be described in further detail below by taking a tunnel of a project in the city of greetings.
The tunnel is a separated tunnel, the left holes ZK74+071-ZK78+259, the right holes YK74+050-YK78+249, the average length 4193.5m,4 holes, 5 crossroads and 11 crossroads. The tunnel entrance is located in the Zhaobi county, city, guangxi, and the tunnel passes through the mountain near Fengqing village. The surface water at the entrance section of the tunnel is relatively developed. The water quantity is affected by the supply of atmospheric precipitation, and the stream flows only 10-20 m away from the tunnel inlet; the top of the right tunnel is provided with a gully, and is influenced by seasonal precipitation scouring. The position of the opening is provided with a drinking water source, no building exists in the range of 300 meters of the opening, and the construction condition is good without influence. The tunnel portal section belongs to a high-steep side elevation slope, and is connected with a bridge tunnel with larger drop height; the entrance is provided with village drinking water taking points, the stability of the hole wall and the side slope is poor after excavation construction, and under the conditions of improper blasting construction, surface water flushing and the like, the side slope rock mass is easy to collapse and fall. Surface water and underground water have micro-corrosiveness to a concrete structure in a class II environment, have micro-corrosiveness to the concrete structure under a class B condition, and have micro-corrosiveness to steel bars in a reinforced concrete structure under a dry-wet alternating condition. The normal water inflow of the tunnel site area in the water leveling period is 1874.19m/d, the maximum water inflow is 6968m/d, the inlet and outlet opening ends are covered with powdery clay and strong weathered fine sandstone of a stone crusher, the thickness is large, the natural slope is stable, but the characteristics of shallow collapse of the artificial slope nearby are easy to occur, and collapse of the opening sides and the upward slope is easy to occur after disturbance. The entrance position of the tunnel is provided with a village water taking point 4; the river gully water system at the tunnel entrance is relatively developed, is supplied with rainwater, is relatively deep in cutting, relatively large in relief, and has a hole position gradient of more than 45. Referring to fig. 1 to 3, the steps of the tunnel wastewater treatment measure by adopting the method of the utility model are as follows:
s1, parameter design of sewage disposal structure
Determining the normal water inflow and the maximum water inflow in the peak period of the tunnel by combining a geological survey report, a hydrogeology survey of the tunnel and a field access investigation verification, and calculating and determining design parameters of a sewage disposal structure according to the normal water inflow and the maximum water inflow in the peak period of the tunnel and combining an entity engineering drawing of the tunnel;
s2, construction of drainage structure in hole
The drainage structure in the hole comprises a central ditch 3, a central ditch inspection well 4, a lower pilot pit 13, a temporary left ditch 1, a temporary right ditch 2 and gabion reverse filtration facilities 6; the central ditch 3, the central ditch inspection well 4 and the lower pilot pit 13 are structural facilities which are required to be constructed during tunnel excavation construction and are constructed according to the conventional mode and steps, and the utility model is not repeated;
when the drainage structure in the hole is constructed, the permanent side ditch and the cable ditch in the hole should be constructed in a delayed manner, and the permanent side ditch and the cable ditch can be constructed after the tunnel excavation construction is completed without draining sewage; for the construction of the temporary left side ditch 1 and the temporary right side ditch 2, referring to fig. 7, the left side temporary side ditch 1 and the right side temporary side ditch 2 can be formed by controlling the natural height difference between the road surface leveling layer and the two side inverted arch filling layers 26 when constructing the road surface leveling layer 25 and the two side inverted arch filling layers; then, a gabion reverse filtration facility 6 is arranged in the temporary left side ditch 1 and the temporary right side ditch 2 in a hoisting mode; wherein the temporary right side ditch 2 is connected with a drain hole 16 in the secondary lining of the tunnel, and the temporary left side ditch 1 is connected with the lower pilot pit 13; meanwhile, whether the water cross-section areas of the left temporary side ditch 1 and the right temporary side ditch 2 meet the drainage requirement of the normal water inflow of the tunnel should be verified; if not, the first pouring height of the inverted arch filling layers 26 at the two sides can be reduced, so that the cross section size of the side grooves at the two sides is increased; the central drain 3 is not used as a drainage function during normal water inflow in the construction period, and when the maximum water inflow in the peak period exceeds the drainage capacity of the drainage ditches at the two sides, the central drain is started to serve as drainage assistance; in general, the gabion reverse filtration facility 6 is arranged in the left temporary side ditch 1 and the right temporary side ditch 2 at intervals of 50-100 m, and the cofferdam distance can be dynamically adjusted according to the content of solid suspended particles in the sewage; if necessary, the central ditch 3 can also be provided with gabion reverse filtration facilities 6 as assistance of temporary drainage in the peak period so as to reduce sediment precipitation in the central ditch 3 and facilitate later dredging; specifically, referring to fig. 3 and 4, gabion reverse filtration apparatus 6 comprises a plurality of gabion gabions 601 stacked in a trapezoid, with sandbags 602 disposed immediately downstream of gabion 601 of Yu Gebin; preferably, the gabion 601 is filled with stone blocks to be compact, gaps of the stone blocks are filled with graded broken stone, and the height of the filled stone is 2cm higher than that of the net cage; the sand bags 602 are stacked layer by layer, so that the appearance is neat and beautiful; sand bag 602 is filled with sand with better water permeability and lower mud and powder content; in the practical application process, the reversed filtering facility 6 of the gabion is used for arranging and manually cleaning according to the thickness of the filtered sediment in time, and removing the settled mud to the bottom of the side ditch; the unilateral sand bag is arranged to prevent the situation that the water flow in the side ditch of the hole overflows due to untimely reverse filtration caused by overlarge water inflow; in addition, the height of the gabion 601 is determined according to the height between the side ditches at two sides and the road surface leveling layer 25 in the hole, the gabion 601 needs to be slightly higher than the road surface leveling layer 25, and the sandbag 602 should be lower than the road surface leveling layer 25, so as to avoid pollution caused by overflow of the water from the side ditches and flowing into the road surface.
S3, construction of drainage facilities outside the hole
Referring to fig. 2, the off-hole drainage facility comprises a clean water drainage ditch 8, a clean water straight drainage ditch 10, a clean water straight drainage sedimentation tank 7 and a waste water drainage ditch 9; the drainage facilities outside the tunnel are buried in a buried ditch and buried pipe mode in the range of the tunnel opening construction site, so that the influence on the arrangement and driving of the construction site is reduced; specifically, the water purification drainage ditch 8 comprises a water purification transverse blind ditch 801 communicated with the temporary right ditch 2 in the left and right tunnels, one end of the water purification transverse blind ditch 801 is communicated with the water outlet end of the water purification transverse blind ditch 801, and the other end of the water purification transverse blind ditch is connected with a water purification drainage open ditch 802 of the water purification direct-drainage sedimentation tank 7; the waste water drainage ditch 9 comprises a waste water transverse blind ditch 901 which is communicated with the temporary left ditch 1 and the central ditch 3 in the same tunnel, one end of the waste water transverse blind ditch 901 is communicated with the water outlet end of the waste water transverse blind ditch, and the other end of the waste water transverse blind ditch is connected with the waste water drainage open ditch 902 of the water passing culvert 5 at the upstream of the temporary partition wall 11; the cross-sectional area of the water passing through the blind drain and the blind pipe is not suitable to be less than 150% of that of the drainage ditch in the hole, so that the lengths of the blind drain and the blind pipe are simultaneously as short as possible, adverse effects caused by sediment accumulation are reduced, an open drain can be adopted to be arranged at a part away from a construction site, and the size of the open drain is consistent with that of the blind drain and the blind pipe; when the water purification drainage ditch 8, the water purification direct drainage ditch 10, the water purification direct drainage sedimentation tank 7 and the wastewater drainage ditch 9 are constructed, one end of the water purification drainage ditch 7 is controlled to be connected with a water outlet of the temporary right side ditch 2 in the tunnel hole, and the other end of the water purification drainage ditch 7 is controlled to be connected with the water purification direct drainage sedimentation tank 7; one end of the control waste water drainage ditch 9 is connected with the water outlets of the temporary left ditch 1 and the central ditch 3 in the tunnel hole, and the other end is connected with the water passing culvert 5 at the upstream of the temporary partition wall 11; the water outlet end of the control clean water straight-line sedimentation tank 7 is connected with the water passing culvert 5 at the downstream of the temporary cofferdam 24 through the clean water straight-line ditch 10;
s4, permanent face combination construction of sedimentation tank
Referring to fig. 2, 5 and 6, the heights of the overflow port 12 and the temporary cofferdam 24 are calculated and determined so that the allowable water storage capacity of the water passing culvert is larger than the maximum water inflow in the tunnel, and then the backfill height of the backfill at the top of the water passing culvert 5 is reduced so that the dead weight G of the reduced portion of the backfill height at the top of the water passing culvert 1 Gravity G of stored water larger than allowable water storage capacity of water passing culvert 2 Self gravity G of temporary partition wall 3 Self gravity G of temporary cofferdam 4 Firstly building a temporary cofferdam 24 at the water outlet of a permanent water passing culvert 5 crossing a tunnel according to the construction sequence from downstream to upstream by utilizing the characteristic of larger cross section sizes of the culvert and the channel, then building a temporary partition wall 11 at the middle position of the water passing culvert 5, reserving an overflow port 12 at the top of the temporary partition wall 11, forming a first-stage sedimentation tank between the temporary partition wall 11 and the upstream surface of the water passing culvert, and forming a second-stage sedimentation tank between the temporary cofferdam and the temporary partition wall 11, so that sewage flowing through the first-stage sedimentation tank can form still water with a certain height in the culvert, slowly overflows only through the overflow port, thereby fully playing the role of sedimentation of solid particles, and similarly, the sewage overflowed to the second-stage sedimentation tank can be sedimentated again by overflow of the temporary cofferdam;
in the above description, the design of the overflow port 12 and the temporary cofferdam 24 takes into account that the two-stage sedimentation tank stores a large amount of water in the culvert, and the gravity load of the water passing culvert foundation exceeds the design value due to the dead weights of the temporary partition wall 11 and the temporary cofferdam 24, because the height of the overflow port 12 determines the allowable water storage capacity of the primary sedimentation tank and the height of the temporary cofferdam 24 determines the allowable water storage capacity of the secondary sedimentation tank, the height of the overflow port 12 and the height of the temporary cofferdam 24 jointly determine the allowable water storage capacity of the water passing culvert; before construction, the height of the overflow 12 and the temporary cofferdam 24 should be calculated and determined so that the allowable water storage capacity of the water culvert is greater than the maximum water inflow in the tunnel, and in order to allow the gravity G of the stored water under the allowable water storage capacity of the water culvert, taking into consideration the safety factor 2 And temporary partition wallGravity G of (2) 3 Gravity G of temporary cofferdam 4 The additional load formed together does not exceed the allowable bearing capacity range of the design of the culvert, and the self weight G of the part with reduced height of the backfill at the top of the water passing culvert 5 can be reduced by reducing the backfill height of the backfill at the top of the water passing culvert 1 Gravity G of stored water larger than allowable water storage capacity of water passing culvert 2 Self gravity G of temporary partition wall 3 Self gravity G of temporary cofferdam 4 Sum to realize; in addition, the thickness of the temporary partition wall 11 is designed to resist the water pressure difference on two sides, the water pressure difference is large, and when the dead weight of the partition wall is difficult to resist or the partition wall is not cost-effective to thicken, gabion can be used for piling up the partition wall downstream to form a support; the temporary partition 11 is not plastered, and thus can be further filtered by seepage between bricks and gaps.
S5, sewage discharge detection acceptance
The sewage in the tunnel hole is discharged, purified water in the water passing culvert 5 at the downstream of the temporary cofferdam 24 is detected, the sedimentation effect can not be met, and a partition wall built by sand bags can be added in the two-stage main sedimentation tank to be used as a supplementary measure;
s6, periodically cleaning the main sedimentation tank
The upper and lower sides of the water passing culvert 5 should be reserved with manual or mechanical access roads to periodically clean the solid particles deposited in the main sedimentation tank; the solid particles collected by cleaning should be collected for airing, and concentrated treatment after dehydration.
S7, periodically monitoring sewage discharge
The water quality at the downstream of the temporary cofferdam of the culvert is monitored regularly, and if abnormal conditions exist, the water quality is treated timely.
Claims (9)
1. The utility model provides a sewage discharge sediment structure that faces combination forever in rich water mountain tunnel excavation construction, including setting up central ditch and the central ditch inspection shaft in the tunnel hole, be close to tunnel face setting, be used for collecting the lower guide pit of all sewage of tunnel interior upper reaches, adjacent the water culvert of tunnel portal, its characterized in that still includes:
the temporary left side ditch and the temporary right side ditch are respectively arranged at the left side and the right side in the tunnel, gabion reverse filtration facilities are arranged in the temporary left side ditch and the temporary right side ditch, the clean water direct drainage sedimentation tank, the clean water drainage ditch, the clean water direct drainage ditch and the waste water drainage ditch are arranged outside the tunnel, the water filtering partition wall is arranged in the water passing culvert, the temporary cofferdam is arranged in the water passing culvert and positioned at the downstream position of the water filtering partition wall, and the overflow port is arranged close to the top position of the temporary partition wall; the temporary right ditch and drainage Kong Jieying in the secondary lining of the tunnel are used for draining purified water flowing out of the mountain body above the secondary lining of the tunnel; the temporary left side ditch is connected with the lower pilot pit and used for discharging sewage collected in the lower pilot pit; one end of the purified water drainage ditch is connected with a water outlet of a temporary right ditch in the tunnel hole, and the other end of the purified water drainage ditch is connected with a purified water direct-drainage sedimentation tank; one end of the waste water drainage ditch is connected with a temporary left ditch in the tunnel hole and a water outlet of the central ditch, and the other end of the waste water drainage ditch is connected with a water passing culvert on the upstream of the temporary partition wall; the water outlet end of the clean water straight-line sedimentation tank is connected with the water passing culvert at the downstream of the temporary cofferdam through the clean water straight-line ditch.
2. The sewage discharge sedimentation structure combined permanently in the water-rich mountain tunnel excavation construction of claim 1, wherein gabion reverse filtering facilities arranged in a temporary left side ditch are arranged at intervals of 50 m-100 m, and gabion reverse filtering facilities arranged in a temporary right side ditch are arranged at intervals of 150 m-200 m; the gabion reverse filtration facility comprises a plurality of gabion gabions stacked in a trapezoid shape, and sand bags are arranged at the downstream positions of the gabion gabions closely adjacent to the gabion stacking Yu Gebin gabions.
3. The permanently bonded sewage discharge settling structure in a watershed tunnel excavation construction as claimed in claim 1, wherein the gabion reverse filtration facility is disposed adjacent to and upstream of the central water trench manhole at a location of the temporary left side trench and the temporary right side trench.
4. The sewage discharge sedimentation structure which is permanently combined in the water-rich mountain tunnel excavation construction of claim 1, wherein the water purification drainage ditch comprises a water purification transverse blind ditch communicated with a temporary right side ditch in a left tunnel and a right tunnel, one end of the water purification transverse blind ditch is communicated with a water outlet end of the water purification transverse blind ditch, and the other end of the water purification transverse blind ditch is connected into a water purification drainage open ditch of a water purification direct drainage sedimentation tank; the waste water drainage ditch comprises a waste water transverse blind ditch communicated with a temporary left ditch and a central ditch in the same tunnel, one end of the waste water transverse blind ditch is communicated with the water outlet end of the waste water transverse blind ditch, and the other end of the waste water transverse blind ditch is connected with the waste water drainage open ditch of the water culvert at the upstream of the temporary partition wall.
5. The permanently-combined sewage discharge precipitation structure in the water-rich mountain tunnel excavation construction of claim 4, further comprising a sewage pool-entering hidden drain and a drop table; one end of the waste water entering the pool hidden drain is buried in a hidden way and is connected with the waste water drainage open drain, and the other end of the waste water extending into the water passing culvert is connected with the drop platform.
6. The structure of claim 1, wherein a layer of reinforcing mesh is arranged in the overflow port, and the height of the overflow port from the bottom of the temporary partition wall is determined by the maximum water inflow in the tunnel and the water storage capacity allowed by the bearing capacity of the water culvert.
7. The permanently-combined sewage discharge precipitation structure for water-rich mountain tunnel excavation construction of claim 1, further comprising a water collecting tank which is arranged on the drainage line of the temporary right ditch and is positioned upstream of the gabion reverse filtration facility, wherein a water suction pump is arranged in the water collecting tank.
8. The sewage discharge precipitation structure which is permanently combined in the water-rich mountain tunnel excavation construction of claim 1, wherein a sewage pump is arranged in the lower guide pit, and the water outlet end of the sewage pump is connected into the temporary left side ditch through a sewage discharge pipe.
9. The structure for precipitating sewage discharge permanently combined in the construction of water-rich mountain tunnel excavation as claimed in claim 1, further comprising a top drainage ditch arranged at the top of the tunnel portal, wherein the water outlet end of the top drainage ditch is connected into the purified water drainage ditch.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320676845.7U CN219826919U (en) | 2023-03-30 | 2023-03-30 | Permanent-temporary-combination sewage discharge precipitation structure in water-rich mountain tunnel excavation construction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320676845.7U CN219826919U (en) | 2023-03-30 | 2023-03-30 | Permanent-temporary-combination sewage discharge precipitation structure in water-rich mountain tunnel excavation construction |
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| CN219826919U true CN219826919U (en) | 2023-10-13 |
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| CN (1) | CN219826919U (en) |
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