CN103276705B - Method for plugging diversion tunnel by cast-in-situ reinforced concrete without cutoff by gate and plugging reinforcing cage - Google Patents

Method for plugging diversion tunnel by cast-in-situ reinforced concrete without cutoff by gate and plugging reinforcing cage Download PDF

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Publication number
CN103276705B
CN103276705B CN201310163093.5A CN201310163093A CN103276705B CN 103276705 B CN103276705 B CN 103276705B CN 201310163093 A CN201310163093 A CN 201310163093A CN 103276705 B CN103276705 B CN 103276705B
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diversion tunnel
shutoff
reinforcement cage
steel reinforcement
drainpipe
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CN103276705A (en
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孙合心
林本华
李奇
李汉涛
邸书茵
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China Gezhouba Group No 6 Engineering Co Ltd
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China Gezhouba Group No 6 Engineering Co Ltd
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Abstract

The invention discloses a method for plugging a diversion tunnel by cast-in-situ reinforced concrete without cutoff by a gate and a plugging reinforcing cage. The method for plugging the diversion tunnel by the case-in-situ reinforced concrete without cutoff by the gate and the plugging reinforcing cage have the advantages that the process of closing the gate for the diversion tunnel can be removed, the project amount of gate concrete is reduced, and meanwhile concrete plugging can be conducted in the process that normal stream diversion is achieved in the diversion tunnel. The plugging reinforcing cage is fixedly provided with a plurality of drain pipes, after a plurality of plugging reinforcing cages are assembled and combined, a cross sectional area is just the cross sectional area of the diversion tunnel, the plugging reinforcing cages are sequentially placed inside the diversion tunnel, or the diversion tunnel is divided into a plurality of areas to be respectively provided with mesh reinforcing frames with drain pipes in an erecting mode, concrete is sequentially poured, when the concrete strength reaches a design requirement, a gate of the drain pipes is closed, normal pouring is conducted to plug concrete on the back face of the gate, and the gate is poured in the concrete.

Description

A kind of without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method and shutoff steel reinforcement cage
Technical field
The present invention relates to power station diversion tunnel shutoff new technology, particularly this technology does not need the concrete one of gate, hollow quoin without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method and shutoff steel reinforcement cage.
Background technology
Dam, ferry, Mei Xi river, Chongqing City Hydropower Project key construction is the shutoff of concrete hyperboloid arched dam diversion tunnel, maximum height of dam 108.5m, diversion tunnel arranges left bank place, arch dam upstream cofferdam upstream, gateway opening type, elevation 483.33m at the bottom of hole, hole crest level 491.33m (diversion tunnel hole place), hole size 5m × 7.5m.Dam concrete placement is complete, possesses dash condition, and also shutoff is complete for the bottom diversion outlet on large monolith, plan November start the construction preparing blocking concrete, December completes, November, December average annual flow be respectively 9.53m 3/ s, 3.59m 3/ s, Mei Xi river river all flows to downstream through diversion tunnel.
According to designing the data provided, if adopt emergency gate dash, the construction method of pouring concrete in diversion tunnel, emergency gate and interim gate pier must bear 46m head, and namely reservoir water level rises to 529.33m elevation.According to storage capacity and high-rise relation, after lower lock, river will soon just reach this elevation.
Power station, dam, ferry storage-capacity curve table
Can find out when waterline reaches 529.33m elevation by power station, dam, above ferry storage-capacity curve table, storage capacity is 1,500 ten thousand m 3,
Every day in December, reservoir inflow was: 60s*60s/minute*24h*3.59m3/s=310176m3/d
1500 ten thousand m 3/ 31.0176m 3/ d=48.4d
If descending lock retaining by the end of November, then according to average annual flow, need 48.4d just to reach gate dash design altitude, and the concrete plug under gate after lock in diversion tunnel is not also formed, each side that takes part in building all carries huge risk.
Below in conjunction with dam, ferry Dam Site water conservancy year over the years month by month average discharge table (unit: m3/s) analyze calculation of pressure, risk analysis:
Time the moon Four Five Six Seven Eight Nine Ten 11 12 One Two Three Year
1991--1992 9.13 69.7 43.7 27.1 53.7 53.6 3.65 2.60 3.62 2.84 3.17 12.2 23.8
1992--1993 13.1 24.5 37.9 16.9 8.52 24.4 32.5 3.30 2.11 4.70 13.9 14.7 16.4
1993--1994 10.5 38.5 34.4 61.2 64.9 44.9 5.53 19.1 3.54 2.21 1.83 2.83 24.3
1994--1995 36.1 22.3 50.1 15.9 8.66 26.9 8.05 3.70 9.20 4.32 3.33 2.74 15.9
1995--1996 8.39 3.58 12.6 31.0 31.1 22.1 39.6 5.65 2.48 1.86 1.53 6.63 14.0
1996--1997 5.74 34.6 35.2 18.9 19.4 26.6 10.3 49.4 3.25 2.35 3.37 11.5 18.4
1997--1998 10.3 12.7 18.1 29.4 4.05 1.56 3.33 5.55 2.66 2.73 2.94 7.17 8.41
1998--1999 14.5 21.0 44.4 51.0 104 4.30 10.6 2.64 1.90 1.56 1.29 1.80 21.8
1999--2000 8.25 15.2 7.98 36.2 4.28 3.09 18.7 11.4 3.74 3.25 4.42 4.69 10.2
2000--2001 3.98 13.0 29.2 132 25.8 16.6 45.5 10.7 9.13 8.52 10.3 7.58 26.3
2001--2002 11.4 13.1 28.1 35.6 10.4 5.64 19.8 9.13 7.31 5.88 6.52 11.0 13.7
2002--2003 23.7 47.6 29.2 10.3 30.8 15.6 17.0 11.4 7.78 6.08 6.97 8.12 17.9
Average for many years 13.5 30.0 31.3 41.8 25.2 32.2 18.4 9.53 3.59 2.68 3.22 5.59 18.2
Percentage % 6.23 13.8 14.4 19.3 11.6 14.8 8.51 4.39 1.65 1.23 1.52 2.57 100
In retaining process, hollow quoin, gate are also faced with huge risk, see lower stress analysis:
Calculation of pressure (construction period is by average December, average discharge daily flow value was 3.59m3/d for many years):
1, number of seconds is amounted to every day: 60 points of * 60s*24h=86400s/d;
2, December mean daily flow: 86400s/d*3.59m3/s=310176m3/d;
3, the lifting surface area of gate is: 5.0m* (490.83m-483.33m)=37.5m2;
4, the storage capacity after retaining 10d and retaining elevation: 10d*310176m3/d=3101760m3, corresponding storage capacity retaining elevation is 508.0m;
Storage capacity after retaining 14d and retaining elevation: 14d*310176m3/d=4342464m3, corresponding storage capacity retaining elevation is 511.0m;
5, the pressure that after retaining 10d, the every square meter of concrete-liner on average bears: (508m-483.33m-7.5m*0.5) * 1TF/m2=20.92TF/m2;
The pressure that after retaining 14d, the every square meter of concrete-liner on average bears: (511m-483.33m-7.5m*0.5) * 1TF/m2=23.92TF/m2;
6, the pressure that is subject at retaining 10d consequence of gate: (508m-483.33m-7.5m*0.5) * 37.5m2=784.5T;
The pressure that gate is subject at retaining 14d consequence: (511m-483.33m-7.5m*0.5) * 37.5m2=897T.
Risk wind-breakage:
As the intraday effect 7.78m3/d of 2002 ~ 2003 relative high flow years, then after descending lock retaining, reach corresponding water pressure, the time can reduce half.
Under constructing during the civil engineering of lock gate, find the non-constant of former diversion tunnel hollow quoin concrete quality, have cavity, leak phenomenon of shaking, detect through reisilometer, concrete intensity only has 10 ~ 15Mpa, and much smaller than design 20Mpa, after can not meet lower lock, water is to gate, the concrete pressure of hollow quoin.
Traditional construction method, first tail gates dash, workman is allowed to enter diversion tunnel construction blocking concrete from dirty water conservancy diversion hole, because hollow quoin concrete strength is inadequate, after lower lock, the reserve-water-level of rapid rising, can to gate, hollow quoin concrete produces great pressure, there is gate and destroyed by water pressure suddenly in the construction period of probably carrying out concrete shutoff in diversion tunnel, cause catastrophic consequence, cannot implement, traditional construction method must be changed and cast aside this construction procedure of tail gates dash, adopt without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel construction method.
Summary of the invention
The present invention relates to power station diversion tunnel shutoff, do not need the concrete a kind of diversion tunnel method for blocking of gate, hollow quoin and shutoff steel reinforcement cage, easy construction, safe and reliable, a large amount of expense can be saved.
Technical scheme be the one that realizes like this without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method, comprise the following steps:
1) steel reinforcement cage is made on the coast, and in steel reinforcement cage, penetrate many parallel drainpipes make shutoff steel reinforcement cage, drainpipe two end termination grows reinforcement cage skeleton, bottom drainpipe and steel reinforcement cage, relative relief is greater than flowing water height in the diversion tunnel same period of constructing, every root drainpipe one end is provided with gate valve, after multiple shutoff steel reinforcement cage assembling combination, cross-sectional area is that the diversion tunnel current same period pass through 1.5 ~ 2.0 of cross-sectional area, successively shutoff steel reinforcement cage is numbered from left side to right side or from right side to left side, number order from 1 to M, or successively diversion tunnel is divided into 1 to M construction area according to streamflow regime from left side to right side or from right side to left side in diversion tunnel,
2) first will be numbered No. 1 shutoff steel reinforcement cage and put into diversion tunnel from diversion tunnel updrift side, drainpipe is provided with the downstream of gate valve one end in water (flow) direction, or No. 1 construction area erection net-shaped steel ledges, certain distance is arranged at net-shaped steel ledges and diversion tunnel top;
3) in No. 1 shutoff steel reinforcement cage, drainpipe drainage direction is consistent with the water (flow) direction in diversion tunnel, and No. 1 shutoff steel reinforcement cage is fixed in diversion tunnel by assembled order, or the net-shaped steel ledges diversion tunnel water level above position fixed placement No. 1 construction area is with the drainpipe of gate valve, gate valve is positioned at the downstream of water (flow) direction;
4) cofferdam is done in the net-shaped steel ledges upstream and downstream of No. 1 shutoff steel reinforcement cage or No. 1 construction area, two end terminations of drainpipe are outside cofferdam, and the net-shaped steel ledges collateral side form near water in No. 1 shutoff steel reinforcement cage or No. 1 construction area, make current in diversion tunnel by the drainpipe of No. 1 shutoff steel reinforcement cage and do not put into shutoff steel reinforcement cage place and flow away or make diversion tunnel current by the drainpipe in the net-shaped steel ledges of No. 1 construction area and do not set up net-shaped steel ledges region and flow away;
5) in No. 1 shutoff steel reinforcement cage or in the net-shaped steel ledges of No. 1 construction area, underwater concrete is built, in No. 1 shutoff steel reinforcement cage or when No. 1 construction area net-shaped steel ledges inner concrete intensity reaches 10Mpa, form removal;
6) No. 2 shutoff steel reinforcement cages are put into diversion tunnel from diversion tunnel updrift side, drainpipe is provided with the downstream of gate valve one end in water (flow) direction, No. 1 shutoff steel reinforcement cage is connected with No. 2 shutoff steel reinforcement cages, and No. 2 shutoff steel reinforcement cages are fixed in diversion tunnel, cofferdam is done No. 2 shutoff steel reinforcement cage upstream and downstream, two end terminations of drainpipe are outside cofferdam, to make in diversion tunnel current by No. 1 shutoff steel reinforcement cage drainpipe, No. 2 shutoff steel reinforcement cage drainpipes and do not put into shutoff steel reinforcement cage place and flow away, at No. 2 shutoff steel reinforcement cages collateral side form near water, casting concrete in No. 2 shutoff steel reinforcement cages, build the plain concrete between No. 1 shutoff steel reinforcement cage top and diversion tunnel top simultaneously, when No. 2 shutoff steel reinforcement cage inner concrete intensity reach 10Mpa, form removal, or steel mesh reinforcement frame is set up in No. 2 construction areas, No. 2 construction area net-shaped steel ledges are connected with No. 1 construction area steel mesh reinforcement, in the diversion tunnel water level above position fixed placement of No. 2 construction area net-shaped steel ledges with the drainpipe of gate valve, gate valve is positioned at the downstream of water (flow) direction, cofferdam is done No. 2 construction area net-shaped steel ledges upstream and downstream, two end terminations of drainpipe are outside cofferdam, to make in diversion tunnel current by the drainpipe of No. 1 construction area net-shaped steel ledges, the drainpipe of No. 2 construction area net-shaped steel ledges and do not place net-shaped steel ledges place and flow away, at No. 2 construction area net-shaped steel ledges collateral side form near water, casting concrete in No. 2 construction area net-shaped steel ledges, build the plain concrete between net-shaped steel ledges top, No. 1 construction area and diversion tunnel top simultaneously, when No. 2 construction area net-shaped steel ledges inner concrete intensity reach 10Mpa, form removal,
7) repeat the 6th step successively to M shutoff steel reinforcement cage, if No. 2 shutoff steel reinforcement cages are M shutoff steel reinforcement cage, then need not prop up side form, or repeat six steps successively to M construction area, if No. 2 construction areas are M construction area, then need not prop up side form;
8) until M shutoff steel reinforcement cage coagulate native intensity reach 10Mpa time, build the plain concrete between M shutoff steel reinforcement cage top and diversion tunnel top, or when M construction area net-shaped steel ledges concrete strength reaches 10Mpa, build the plain concrete between net-shaped steel ledges top, M construction area and diversion tunnel top;
9) treat that the plain concrete between M shutoff steel reinforcement cage top and diversion tunnel top reaches design strength, or treat that the plain concrete between net-shaped steel ledges top, M construction area and diversion tunnel top reaches design strength, close drainpipe gate valve, realize with cast-in-situ steel reinforced concrete shutoff diversion tunnel.
Preferred method also comprises, the quantity penetrating drainpipe in steel reinforcement cage or net-shaped steel ledges is calculated by following work formula, suppose N be penetrate drainpipe quantity in steel reinforcement cage, V is draining velocity in pipes, S is drainpipe internal diameter area, r is drainpipe interior diameter, H is the diversion tunnel water levels of upstream and downstream discrepancy in elevation, X for construction month average discharge, for ensureing construction safety, when penetrating drainpipe quantity N in calculating steel reinforcement cage, construction month average discharge by 120%X, then
V=Cv*(2gH)^(1/2);
S=(r/2*r/2)*3.14;
N=(1.2*x/s)/(V*S)。
Method for optimizing further comprises, and the longitudinal length of the steel reinforcement cage in shutoff steel reinforcement cage is 1.2 ~ 2.0 times of diversion tunnel height.
Method for optimizing can also comprise further, after closing drainpipe gate valve, and casting concrete wrapped row water pipe and gate valve.
A kind of shutoff steel reinforcement cage without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel, comprise the fenestral fabric frame intersecting reinforcing bar in length and breadth form by many, the many steel pipe drainpipes be parallel to each other are fixed with in fenestral fabric frame, steel pipe drainpipe and fenestral fabric frame bottom relative relief are greater than flowing water height in the diversion tunnel same period of constructing, the length that steel pipe drainpipe one end is provided with gate valve steel pipe drainpipe is greater than fenestral fabric frame longitudinal length, the longitudinal upper side of fenestral fabric frame is provided with retainer ring opposite side and is provided with template fixed frame, steel pipe drainpipe Parallel to the flow direction is placed.
Further, shutoff steel reinforcement cage template fixed frame comprises parallel grid shape structural frames and indulges sideways sheet bar-mat reinforcement, and sheet reinforcing bar Netcom crosses U-shaped card and is connected with fenestral fabric frame.
The invention has the advantages that:
1, safer, construction quality is higher, build when the hollow quoin concrete of inlet of diversion tunnel section is generally engineering early stage water conservancy diversion, pouring quality monitoring difficulty is comparatively large, is a construction Difficulties, and the defects such as concrete has leakage to shake, cavity happen occasionally; Dam construction is complete and when possessing lower lock condition, count year one by one, and this flood of several years impact failure to gate pier is difficult to expect; Once lower lock, the reserve-water-level risen rapidly, can produce great pressure to gate, hollow quoin concrete, the concrete of gate, hollow quoin can bear the water pressure continued to increase, and can not ensure.After lower lock, the workmen carrying out concrete shutoff in diversion tunnel will face gate and be destroyed and the consequence of bringing on a disaster property by water pressure suddenly.
Use this technology, can fundamentally overcome the above problems, do not need tail gates, utilize the drainpipe draining of diversion tunnel inner concrete shutoff, the summation of many drainpipe displacement is more than or equal to the displacement of the diversion tunnel construction same period, first build a part of shutoff casting concrete, treat that intensity reaches 10MP, build another part blocking concrete again, treat that intensity reaches 10MP and waters next concrete again, until bulkhead concrete interim in diversion tunnel is all built complete, in the process of blocking concrete gain in strength, current are drawn by from drainpipe, its current are cleared up the pressure of blocking concrete, current are cleared up by upstream and downstream cofferdam the scouring force of blocking concrete, at this moment current do not affect substantially on blocking concrete, when blocking concrete intensity reaches design strength, close the gate valve of drainpipe successively, hydraulic pressure starts to act on blocking concrete, the pressure of water to blocking concrete is closed successively with the gate valve of drainpipe and increases successively, the cross-sectional area of single drainpipe is far smaller than the cross-sectional area of diversion tunnel, the water pressure that blocking concrete is subject to affects much smaller than tail gates dash, the time has been got for blocking concrete gain in strength increases, work progress is also safer.Its work progress carried out in the later stage, was convenient to the construction quality of monitored concrete, decreased the impact of flood on concreting.After gate valve, normally build blocking concrete again, and gate valve is poured in concrete.
2, more economical
Without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method, the concrete of gate pier can be saved, manufacture of gate is installed, for tail gates and the facility built are as expenses such as performance of concrete column confined, girder steel, hanging device, hoisting platforms.
Accompanying drawing explanation
Be described further below in conjunction with drawings and Examples.
Fig. 1 is that the present invention is a kind of without a kind of embodiment schematic cross-sectional view of gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method.
Fig. 2 is the schematic longitudinal section of a kind of embodiment in Fig. 1 of the present invention.
Fig. 3 is shutoff reinforcement cage structure schematic diagram of the present invention.
Fig. 4 is shutoff steel reinforcement cage template fixed frame structural representation of the present invention.
Detailed description of the invention
As shown in Figure 1 and Figure 2, a kind of without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method, comprise the following steps:
1) two steel reinforcement cages are made on the coast, the steel reinforcement cage longitudinal reinforcement length of two steel reinforcement cages is 9m (1.2 times of diversion tunnel height 7.5m), transverse steel length is the 2.5m (1/2nd of diversion tunnel width 5m) of diversion tunnel width, highly for 3m is the same period 1.5 times of diversion tunnel current height, and respectively penetrate at two steel reinforcement cages the drainpipe that N/2 (have below and ask the concrete steps of N) root is parallel to each other and make shutoff steel reinforcement cage, drainpipe two end termination respectively grows reinforcement cage skeleton 1m, drainpipe one end is provided with gate valve, after two shutoff steel reinforcement cage assembling combination, cross-sectional area is just in time the cross-sectional area of diversion tunnel, successively shutoff steel reinforcement cage is numbered from left side to right side, number order is No. 1, No. 2,
2) first will be numbered No. 1 shutoff steel reinforcement cage and put into diversion tunnel from diversion tunnel updrift side, drainpipe is provided with the downstream of gate valve one end in water (flow) direction;
3) in No. 1 shutoff steel reinforcement cage, drainpipe drainage direction is consistent with the water (flow) direction in diversion tunnel, and No. 1 shutoff steel reinforcement cage is fixed in diversion tunnel by assembled order, and gate valve is positioned at the downstream of water (flow) direction;
4) cofferdam is done No. 1 shutoff steel reinforcement cage upstream and downstream, two end terminations of drainpipe are outside cofferdam, and the net-shaped steel ledges collateral side form near water in No. 1 shutoff steel reinforcement cage or No. 1 construction area, make current in diversion tunnel by the drainpipe of No. 1 shutoff steel reinforcement cage and do not put into shutoff steel reinforcement cage place and flow away;
5) underwater concrete is built in No. 1 shutoff steel reinforcement cage, when No. 1 shutoff steel reinforcement cage inner concrete intensity reaches 10Mpa, form removal;
6) No. 2 shutoff steel reinforcement cages are put into diversion tunnel from diversion tunnel updrift side, drainpipe is provided with the downstream of gate valve one end in water (flow) direction, No. 1 shutoff steel reinforcement cage is connected with No. 2 shutoff steel reinforcement cages, and No. 2 shutoff steel reinforcement cages are fixed in diversion tunnel, cofferdam is done No. 2 shutoff steel reinforcement cage upstream and downstream, two end terminations of drainpipe are outside cofferdam, to make in diversion tunnel current by No. 1 shutoff steel reinforcement cage drainpipe, No. 2 shutoff steel reinforcement cage drainpipes and do not put into shutoff steel reinforcement cage place and flow away, at No. 2 shutoff steel reinforcement cages collateral side form near water, casting concrete in No. 2 shutoff steel reinforcement cages, build the plain concrete between No. 1 shutoff steel reinforcement cage top and diversion tunnel top simultaneously, when No. 2 shutoff steel reinforcement cage inner concrete intensity reach 10Mpa, form removal,
7) until No. 2 shutoff steel reinforcement cages coagulate native intensity reach 10M time, build the plain concrete between No. 2 shutoff steel reinforcement cage tops and diversion tunnel top;
8) treat that No. 2 shutoff steel reinforcement cages coagulate native intensity and reach 20Mpa, close drainpipe gate valve, realize with cast-in-situ steel reinforced concrete shutoff dam diversion tunnel.
The step penetrating drainpipe quantity N in steel reinforcement cage is asked to be:
Suppose that V is draining velocity in pipes, S is drainpipe internal diameter area, r is drainpipe interior diameter, H is the diversion tunnel water levels of upstream and downstream discrepancy in elevation, X is construction month average discharge, for ensureing construction safety, when penetrating drainpipe quantity N in calculating steel reinforcement cage, construction month average discharge is by 120%X, then the computational process of N is
V=Cv*(2gH)^(1/2);
S=(r/2*r/2)*3.14;
N=(1.2*x/s)/(V*S)。
According to the actual conditions of power station, dam, ferry, Mei Xi river diversion tunnel upstream and downstream, H is 0.5m, r be 30MM, X is 3.59m 3/ s (average current in December),
Side V=0.82* (2*9.8*0.5) ^ (1/2)=0.82*3.13=2.57m/s
S=r/2*r/2*3.14m 2
N=1.2*x m 3/ s/V*S=1.2*x m 3/ s/2.57m/s*r/2*r/2*3.14m 2=24
As Fig. 3, shown in Fig. 4, a kind of shutoff steel reinforcement cage without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel, shutoff steel reinforcement cage comprises the fenestral fabric frame 1 intersecting reinforcing bar in length and breadth form by many, wherein longitudinal reinforcement length is 9m, transverse steel length is the 2.5m of diversion tunnel width, being fixed with 12 diameters that are parallel to each other in fenestral fabric frame 1 is Ф 30 steel pipe drainpipe 2, steel pipe drainpipe 2 Parallel to the flow direction is placed, bottom steel pipe drainpipe 2 and fenestral fabric frame 1, relative relief is greater than flowing water height in the diversion tunnel same period of constructing, one end is provided with gate valve, steel pipe drainpipe 2 two end respectively grows fenestral fabric frame 1 longitudinal length 1 meter, a side on fenestral fabric frame 1 is longitudinal is provided with retainer ring 3 opposite side and is provided with template fixed frame 4, template fixed frame 4 comprises parallel grid shape structural frames 1 and indulges sideways sheet bar-mat reinforcement 6, sheet bar-mat reinforcement 6 is connected with fenestral fabric frame 1 by U-shaped card 5, be 5 ~ 8CM with the distance of fenestral fabric frame 1.
Utilize the shutoff reinforcing bar reality shown in Fig. 3, Fig. 4 without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method, advantage is, retainer ring 3 is convenient to shutoff steel reinforcement cage and diversion tunnel wall connecting, also be convenient to be interconnected between shutoff steel reinforcement cage, on body of wall, holdfast is squeezed into by retainer ring 3 with during diversion tunnel wall connecting, when being connected with shutoff steel reinforcement cage, through retainer ring 3 by tied silk together with another shutoff steel reinforcement cage template fixed frame 4 colligation, retainer ring 3 can limit tied silk slide; Template fixed frame 4 facilitates the construction of side template, template successively put into template fixed frame 4, more fixing; Shutoff steel reinforcement cage is fenestral fabric, and current are little to the thrust of shutoff steel reinforcement cage, ignore, can directly put into diversion tunnel base plate.
The invention discloses a kind of shutoff steel reinforcement cage without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel, feature is: the operation can cancelling lock gate under diversion tunnel, reduce gate concrete works amount etc., concrete shutoff can be carried out in the process of the normal water conservancy diversion of diversion tunnel simultaneously.Shutoff steel reinforcement cage is fixed with multiple drainpipe, after multiple shutoff steel reinforcement cage assembling combination, cross-sectional area is just in time the cross-sectional area of diversion tunnel, successively shutoff steel reinforcement cage is put into diversion tunnel or diversion tunnel is divided into some regions and set up net-shaped steel ledges with drainpipe respectively, and casting concrete successively, when reaching designing requirement Deng concrete strength, close the gate valve of drainpipe, more normally build blocking concrete after gate valve, and gate valve is poured in concrete.

Claims (4)

1., without a gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method, it is characterized in that comprising the following steps:
1) steel reinforcement cage is made on the coast, and in steel reinforcement cage, penetrate many parallel drainpipes make shutoff steel reinforcement cage, drainpipe two end termination grows reinforcement cage skeleton, bottom drainpipe and steel reinforcement cage, relative relief is greater than flowing water height in the diversion tunnel same period of constructing, every root drainpipe one end is provided with gate valve, after multiple shutoff steel reinforcement cage assembling combination, cross-sectional area is that the diversion tunnel current same period pass through 1.5 ~ 2.0 times of cross-sectional area, successively shutoff steel reinforcement cage is numbered from left side to right side or from right side to left side, number order from 1 to M, or successively diversion tunnel is divided into 1 to M construction area in diversion tunnel cross-sectional direction from left side to right side or from right side to left side,
2) first the shutoff steel reinforcement cage being numbered No. 1 is put into diversion tunnel from diversion tunnel updrift side, drainpipe is provided with the downstream of gate valve one end in water (flow) direction, or No. 1 construction area erection net-shaped steel ledges, certain distance is arranged at net-shaped steel ledges and diversion tunnel top;
3) in No. 1 shutoff steel reinforcement cage, drainpipe drainage direction is consistent with the water (flow) direction in diversion tunnel, and No. 1 shutoff steel reinforcement cage is fixed in diversion tunnel by assembled order, or the net-shaped steel ledges diversion tunnel water level above position fixed placement No. 1 construction area is with the drainpipe of gate valve, gate valve is positioned at the downstream of water (flow) direction;
4) cofferdam is done in the net-shaped steel ledges upstream and downstream of No. 1 shutoff steel reinforcement cage or No. 1 construction area, two end terminations of drainpipe are outside cofferdam, and the net-shaped steel ledges collateral side form near water in No. 1 shutoff steel reinforcement cage or No. 1 construction area, make current in diversion tunnel by the drainpipe of No. 1 shutoff steel reinforcement cage and do not put into shutoff steel reinforcement cage place and flow away, or to make in diversion tunnel current by the drainpipe in the net-shaped steel ledges of No. 1 construction area and do not set up net-shaped steel ledges region and flow away;
5) in No. 1 shutoff steel reinforcement cage or in the net-shaped steel ledges of No. 1 construction area, underwater concrete is built, in No. 1 shutoff steel reinforcement cage or when No. 1 construction area net-shaped steel ledges inner concrete intensity reaches 10Mpa, form removal;
6) No. 2 shutoff steel reinforcement cages are put into diversion tunnel from diversion tunnel updrift side, drainpipe is provided with the downstream of gate valve one end in water (flow) direction, No. 1 shutoff steel reinforcement cage is connected with No. 2 shutoff steel reinforcement cages, and No. 2 shutoff steel reinforcement cages are fixed in diversion tunnel, cofferdam is done No. 2 shutoff steel reinforcement cage upstream and downstream, two end terminations of drainpipe are outside cofferdam, at No. 2 shutoff steel reinforcement cages collateral side form near water, to make in diversion tunnel current by No. 1 shutoff steel reinforcement cage drainpipe, No. 2 shutoff steel reinforcement cage drainpipes and do not put into shutoff steel reinforcement cage place and flow away, casting concrete in No. 2 shutoff steel reinforcement cages, build the plain concrete between No. 1 shutoff steel reinforcement cage top and diversion tunnel top simultaneously, when No. 2 shutoff steel reinforcement cage inner concrete intensity reach 10Mpa, form removal, or steel mesh reinforcement frame is set up in No. 2 construction areas, No. 2 construction area net-shaped steel ledges are connected with No. 1 construction area net-shaped steel ledges, in the diversion tunnel water level above position fixed placement of No. 2 construction area net-shaped steel ledges with the drainpipe of gate valve, gate valve is positioned at the downstream of water (flow) direction, cofferdam is done No. 2 construction area net-shaped steel ledges upstream and downstream, two end terminations of drainpipe are outside cofferdam, at No. 2 construction area net-shaped steel ledges collateral side form near water, to make in diversion tunnel current by the drainpipe of No. 1 construction area net-shaped steel ledges, the drainpipe of No. 2 construction area net-shaped steel ledges and do not place net-shaped steel ledges place and flow away, casting concrete in No. 2 construction area net-shaped steel ledges, build the plain concrete between net-shaped steel ledges top, No. 1 construction area and diversion tunnel top simultaneously, when No. 2 construction area net-shaped steel ledges inner concrete intensity reach 10Mpa, form removal,
7) repeat the 6th step successively to M shutoff steel reinforcement cage, if No. 2 shutoff steel reinforcement cages are M shutoff steel reinforcement cage, then need not prop up side form, or repeat the 6th step successively to M construction area, if No. 2 construction areas are M construction area, then need not prop up side form;
8) when M shutoff steel reinforcement cage concrete strength reaches 10Mpa, build the plain concrete between M shutoff steel reinforcement cage top and diversion tunnel top, or when M construction area net-shaped steel ledges concrete strength reaches 10Mpa, build the plain concrete between net-shaped steel ledges top, M construction area and diversion tunnel top;
9) treat that the plain concrete between M shutoff steel reinforcement cage top and diversion tunnel top reaches design strength, or treat that the plain concrete between net-shaped steel ledges top, M construction area and diversion tunnel top reaches design strength, close drainpipe gate valve, realize with cast-in-situ steel reinforced concrete shutoff diversion tunnel.
2. one according to claim 1 is without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method, it is characterized in that: the quantity penetrating drainpipe in steel reinforcement cage or net-shaped steel ledges is drawn by following formulae discovery, suppose that N penetrates drainpipe quantity in steel reinforcement cage, V is draining velocity in pipes, S is drainpipe internal diameter area, r is drainpipe interior diameter, H is the diversion tunnel water levels of upstream and downstream discrepancy in elevation, X is construction month average discharge, Cv is ozzle efflux coefficient, for ensureing construction safety, when penetrating drainpipe quantity N in calculating steel reinforcement cage, construction month average discharge is by 120%X, then
V=Cv*[(2gH)^(1/2)];
S=(r/2)*(r/2)*3.14;
N=(1.2*X)/(V*S)。
3. one according to claim 1 is without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method, it is characterized in that: the longitudinal length of the steel reinforcement cage in described shutoff steel reinforcement cage is 1.2 ~ 2.0 times of diversion tunnel height.
4. according to the one one of claim 1-3 Suo Shu without gate cutout cast-in-situ steel reinforced concrete shutoff diversion tunnel method, it is characterized in that: after closing drainpipe gate valve, drainpipe and gate valve are wrapped in inside concrete by casting concrete.
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CN105951683B (en) * 2016-05-19 2018-03-23 中国葛洲坝集团第一工程有限公司 Gate pier bracket Joint Re-bar Construction
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