CN110185051A - Deep narrow excavation water discharge method - Google Patents

Deep narrow excavation water discharge method Download PDF

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Publication number
CN110185051A
CN110185051A CN201910398901.3A CN201910398901A CN110185051A CN 110185051 A CN110185051 A CN 110185051A CN 201910398901 A CN201910398901 A CN 201910398901A CN 110185051 A CN110185051 A CN 110185051A
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CN
China
Prior art keywords
downstream
upstream
cofferdam
foundation pit
pit
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Pending
Application number
CN201910398901.3A
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Chinese (zh)
Inventor
朱永国
李家富
杨吉学
张旭
严波
罗磊
马俊
石岩林
陶傲旭
夏淼
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Guodian Daduhe Monkey Cancer Water Power Construction Co Ltd
China Gezhouba Group No 1 Engineering Co Ltd
Original Assignee
Guodian Daduhe Monkey Cancer Water Power Construction Co Ltd
China Gezhouba Group No 1 Engineering Co Ltd
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Filing date
Publication date
Application filed by Guodian Daduhe Monkey Cancer Water Power Construction Co Ltd, China Gezhouba Group No 1 Engineering Co Ltd filed Critical Guodian Daduhe Monkey Cancer Water Power Construction Co Ltd
Priority to CN201910398901.3A priority Critical patent/CN110185051A/en
Publication of CN110185051A publication Critical patent/CN110185051A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00Keeping dry foundation sites or other areas in the ground
    • E02D19/02Restraining of open water
    • E02D19/04Restraining of open water by coffer-dams, e.g. made of sheet piles
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00Keeping dry foundation sites or other areas in the ground
    • E02D19/06Restraining of underground water
    • E02D19/08Restraining of underground water by employing open ditches arranged below the level of the water

Abstract

A kind of narrow excavation water discharge method of depth cooperates intercepting ditch by multi stage pumping station, and two stages of initial stage draining and regular draining is divided to carry out the draining in deep narrow excavation.By the above-mentioned means, drainage of foundation pit arrangement and method for construction of making rational planning for, the expulsion efficiency of foundation pit internal water accumulation is improved, to achieve the purpose that avoid ponding to destroy on the profit of invading for being stained with matter silt and influence excavation construction efficiency.

Description

Deep narrow excavation water discharge method
Technical field
The present invention relates to silverwares to produce and process field, especially a kind of narrow excavation water discharge method of depth.
Background technique
The U.S. is risen in the construction of Foreign Modern concrete face rockfill dam, from the 54m's high built up at the end of the 19th century Since the dam Movena, have more than 100 years developing histories so far.Building for China's modern concrete rock starts from 20 generation Discipline the mid-80, and cracking development is obtained in the whole nation, entering in the 1960s, with dam construction technique, large-scale native stone The progress of square construction machinery, the appearance of especially large-scale vibrating road roller, significantly improve enrockment density, and deformation reduces, and infiltration subtracts Small, construction seasons are unrestricted, thus concrete face rockfill dam is further developed, it has also become handle rationally, using wide A kind of new dam type general, easy for construction.To the end of the year in 2011, according to incompletely statistics, concrete of the height of dam in 30m or more in the world Rock, it is built there are about more than 300 seats, build there are about more than 60 seats, wherein the high dam of 150m or more is in 2000 years It builds afterwards, and most with Central and South America, China and south east asia.
Concrete face rockfill dam is due to its superior safety, economy and adaptability, it has also become a kind of rich in competition The new dam type of power, currently, being widely used in the high dam of the big reservoir on great rivers, big power station.
Therefore with the further development and extensive use of concrete face rockfill dam, the rising of height of dam series, in face of deep The technical problem that foundation pit construction encounters can be more and more.
When for dam excavation comprising clay silt layer, due to clay silt Muddy Bottoms low bearing capacity, resist Deformability is weak, poor permeability, and with dam body infiltration and rainy ponding in foundation pit, will lead to subsequent construction equipment can not be into , and the situation that ponding discharge difficulty is big;
Existing drainage of foundation pit only relies on a set of pump drainage pump works with the decline of construction and excavation work surface and carries out, and drainage efficiency is low, Seriously affect construction speed.
Summary of the invention
Technical problem to be solved by the invention is to provide a kind of narrow excavation water discharge methods of depth, can rationally advise Drainage of foundation pit arrangement and method for construction is drawn, the expulsion efficiency of foundation pit internal water accumulation is improved, avoids ponding from breaking the profit of invading for being stained with matter silt to reach Purpose that is bad and influencing excavation construction efficiency.
In order to solve the above technical problems, the technical scheme adopted by the invention is that: a kind of narrow excavation draining of depth Method cooperates intercepting ditch by multi stage pumping station, is divided to two stages of initial stage draining and regular draining to carry out deep narrow excavation of foundation pit and applies Draining in work.
In preferred scheme,
The initial stage bleeding stage specifically includes the following steps:
1) after the upstream cofferdam of the foundation pit of dam, the cut-pff wall of downstream cofferdam and river-bed section Curtain Grouting Construction finish, First level upstream pumping plant is set on position of the foundation pit upstream close to upstream cofferdam, on position of the foundation pit downstream close to downstream cofferdam Level-one downstream pump station is set;
2) start first level upstream pumping plant, level-one downstream pump station, the ponding in foundation pit is discharged;
3) with the water level decreasing in drainage procedure, level-one downstream pump station is shifted sequentially into second level upstream pumping unit, three-level upstream pump It stands, shifts level-one downstream pump station sequentially into second level downstream pump station, three-level downstream pump station;
4) the upstream and downstream pumping plant of lowest part and the first upstream collection being separately positioned on foundation pit upstream and downstream rock ballast back filled region are transferred to Puddle, the cooperation of the first downstream catch pit carry out regular draining;
The regular bleeding stage specifically includes the following steps:
1) upstream intercepting ditch is arranged in two sides behind upstream cofferdam weir, for more than elevation where upstream intercepting ditch is truncated external Water, downstream intercepting ditch is arranged in two sides behind downstream cofferdam weir, for secondary water more than elevation where downstream intercepting ditch is truncated;
2) as excavation of foundation pit work surface reduces, the second upstream catch pit along work surface decline is respectively set in foundation pit upstream and downstream With the second downstream catch pit, the draining in Excavation Process is carried out;
3) the second upstream catch pit and the second downstream catch pit are ultimately disposed at the toe board of dam body, by reverse osmosis water pump drainage in dam body To the first upstream catch pit and the first downstream catch pit, and by with the first upstream catch pit and the first downstream catch pit with being arranged Upstream cofferdam and downstream cofferdam is discharged in water by the pumping plant set.
In preferred scheme, the earth's surface infiltration of the upstream intercepting ditch and the truncation of downstream intercepting ditch flow to the first upstream certainly In catch pit and the first downstream catch pit, and pass through the pumping plant with the first upstream catch pit and the first mating setting of downstream catch pit Upstream cofferdam and downstream cofferdam is discharged in water.
In preferred scheme, upstream dewatering well and downstream precipitation is respectively set on the foundation pit upstream and downstream rock ballast back filled region Well, the ponding in upstream dewatering well and downstream dewatering well drain into the first upstream catch pit and the first downstream catch pit.
In preferred scheme, connection setting concrete is let out at the drainpipe on the upstream cofferdam, downstream cofferdam slope surface Sink to upstream cofferdam, downstream cofferdam bedding other than.
In preferred scheme, the upstream cofferdam, the drainpipe in downstream cofferdam drainage system and upstream intercepting ditch, Downstream intercepting ditch is passing through the part of road by the way of underground buried tube.
In preferred scheme, the first level upstream pumping plant, level-one downstream pump station be separately positioned on upstream pumping unit platform and On downstream pump station platform.
In preferred scheme, in the Excavation Process, transverse and longitudinal is deep-cut in advance in the excavation work surface of foundation pit and is interlocked A plurality of gutter, gutter end connect foundation pit two sides intercepting ditch.
In preferred scheme, the gutter single cutting depth is not less than the single cutting depth of foundation pit, to guarantee Always there is the gutter for draining in foundation pit.
The narrow excavation water discharge method of depth provided by the present invention has beneficial below by using the above method Effect:
(1) gutter in foundation pit work surface is cooperated by foundation pit two sides intercepting ditch, it is external can be realized work surface elevation or more The gravity flow of water is discharged, and avoids and generates ponding in work progress;
(2) it can be realized efficiently high-quality drainage of foundation pit operation by multi stage pumping station;
(3) raising of drainage efficiency reduces influence of the ponding to clay silt foundation pit, has ensured the orderly of excavation It carries out.
Detailed description of the invention
Present invention will be further explained below with reference to the attached drawings and examples:
Fig. 1 is the upstream cofferdam arragement construction schematic diagram of initial stage bleeding stage of the invention.
Fig. 2 is the downstream cofferdam arrangement schematic diagram of initial stage bleeding stage of the invention.
Fig. 3 is initial stage bleeding stage plan view of the invention.
Fig. 4 is the upstream cofferdam arragement construction schematic diagram of the regular bleeding stage of the present invention.
Fig. 5 is the downstream cofferdam arragement construction schematic diagram of the regular bleeding stage of the present invention.
Fig. 6 is the regular bleeding stage plan view of the present invention.
In figure: upstream cofferdam 1, downstream cofferdam 2, first level upstream pumping plant 3, second level upstream pumping unit 3 ', three-level upstream pumping unit 3 ' ', level-one downstream pump station 4, second level downstream pump station 4 ', three-level downstream pump station 4 ' ', upstream pumping unit platform 5, downstream pump station platform 6, Foundation pit 7, the axis of dam 8, the first upstream catch pit 9, the second upstream catch pit 9 ', upstream dewatering well 10, the first downstream catch pit 11, Second downstream catch pit 11 ', downstream dewatering well 12, upstream intercepting ditch 13, downstream intercepting ditch 13 ', dam body 14.
Specific embodiment
Embodiment 1:
As in Fig. 1-6, a kind of narrow excavation water discharge method of depth cooperates intercepting ditch by multi stage pumping station, initial stage is divided to drain The draining in deep narrow excavation is carried out with two stages of regular draining.
In preferred scheme, the initial stage bleeding stage specifically includes the following steps:
1) it is finished in the upstream cofferdam 1 of the foundation pit of dam 7, the cut-pff wall of downstream cofferdam 2 and river-bed section Curtain Grouting Construction Afterwards, first level upstream pumping plant 3 is set on the position of upstream cofferdam 1 in 7 upstream of foundation pit, in 7 downstream of foundation pit close to downstream cofferdam 2 Position on be arranged level-one downstream pump station 4;
2) start first level upstream pumping plant 3, level-one downstream pump station 4, the ponding in foundation pit 7 is discharged;
3) with the water level decreasing in drainage procedure, level-one downstream pump station 4 is shifted sequentially into second level upstream pumping unit 3', three-level upstream Pumping plant 3 ' ', level-one downstream pump station 4 is shifted sequentially into second level downstream pump station 4', three-level downstream pump station 4 ' ';
4) the upstream and downstream pumping plant of lowest part and the first upstream collection being separately positioned on 7 upstream and downstream rock ballast back filled region of foundation pit are transferred to Puddle 9, the cooperation of the first downstream catch pit 11 carry out regular draining;
The regular bleeding stage specifically includes the following steps:
1) upstream intercepting ditch 13 is arranged in two sides behind 1 weir of upstream cofferdam, for 13 place elevation of upstream intercepting ditch or more to be truncated Secondary water, downstream intercepting ditch 13 ' is arranged in two sides behind 2 weir of downstream cofferdam, more than elevation where downstream intercepting ditch 13 ' is truncated Secondary water;
2) it is reduced as foundation pit 7 excavates work surface, is respectively set in 7 upstream and downstream of foundation pit and catchments along the second upstream of work surface decline Hole 9 ' and the second downstream catch pit 11 ', carry out the draining in 7 digging process of foundation pit;
3) the second upstream catch pit 9 ' and the second downstream catch pit 11 ' are ultimately disposed at the toe board of dam body 14, will be anti-in dam body 7 Pump drainage seep water to the first upstream catch pit 9 and the first downstream catch pit 11, and by with the first upstream catch pit 9 and the first downstream Upstream cofferdam 1 and downstream cofferdam 2 is discharged in water by the pumping plant of the mating setting of catch pit 11.
Embodiment 2:
In Fig. 4,5, on the basis of embodiment 1, the earth's surface that the upstream intercepting ditch 13 and downstream intercepting ditch 13 ' are truncated is seeped Water from flowing in the first upstream catch pit 9 and the first downstream catch pit 11, and by with the first upstream catch pit 9 and the first downstream Upstream cofferdam 1 and downstream cofferdam 2 is discharged in water by the pumping plant of the mating setting of catch pit 11.
Embodiment 3:
In Fig. 4,5, on the basis of embodiment 1, upstream precipitation is respectively set on the 7 upstream and downstream rock ballast back filled region of foundation pit Well 10 and downstream dewatering well 12, the ponding in upstream dewatering well 10 and downstream dewatering well 12 drain into the first upstream catch pit 9 and In one downstream catch pit 11.
Embodiment 4:
On the basis of embodiment 1, the upstream cofferdam 1, connection setting concrete at the drainpipe in 2 slope surface of downstream cofferdam Drain tank to upstream cofferdam 1, downstream cofferdam 2 bedding other than, to achieve the purpose that avoid current scour cofferdam slope surface.
Embodiment 5:
On the basis of embodiment 1, the upstream cofferdam 1, the drainpipe in 2 drainage system of downstream cofferdam and upstream are intercepted water Ditch 13, downstream intercepting ditch 13 ' are passing through the part of road by the way of underground buried tube.
Embodiment 6:
In Fig. 1,2, on the basis of embodiment 1, the first level upstream pumping plant 3, level-one downstream pump station 4 are separately positioned on It swims on pump station platform 5 and downstream pump station platform 6.
Embodiment 7:
On the basis of embodiment 1, in 7 digging process of foundation pit, transverse and longitudinal friendship is deep-cut in advance in the excavation work surface of foundation pit 7 Wrong a plurality of gutter, gutter end connect the intercepting ditch of 7 two sides of foundation pit.
Embodiment 8:
On the basis of embodiment 7, the gutter single cutting depth is not less than the single cutting depth of foundation pit 7, to protect Demonstrate,prove the gutter existed always in foundation pit 7 for draining.
Embodiment 9:
On the basis of the above embodiments, in conjunction with practice of construction situation, by taking monkey rock power station as an example, monkey rock power station panel Rockfill dam project excavation of foundation pit depth is up to 80m, and the ratio of width to height is only 1.27, belongs to typical deep narrow river valley excavation of foundation pit. It is disclosed according to scene drilling, the excavation of foundation pit second layer is clay silt Muddy Bottoms layer, and thickness is generally 13m~20m, most thick to reach 29.45m。
Clay silt Muddy Bottoms low bearing capacity, non-deformability is weak, and moisture content is high, and poor permeability has generation to connect Touching a possibility that washing away, excavate that difficulty of construction is big.
One, initial stage drains:
As in Fig. 1-3, the initial stage of foundation pit 7 draws water two water pump stations of total arrangement, is arranged in foundation pit upstream and downstream adjacent to cofferdam Weir body position.
Upstream water pump station is arranged in behind upstream cofferdam weir at the 1702m elevation platform of left bank, configures 8 water pumps (wherein 4 altogether Platform water pump Q=790m3/ h, another 4 water pump Q=485m3/ h), total drainability is 5100m3/ h draws water flat with water level decreasing Platform finally goes to 1690 first order pump station platforms, cooperates with the permanent catch pit that 1690m elevation is arranged in and runs.
Downstream water pump station is arranged at downstream cofferdam memory right bank 1702m elevation platform, configure altogether 10 water pumps (Q= 485m3/ h), total drainability is 4850m3/ h, with water level decreasing, it is flat that the platform that draws water finally goes to 1685 first order pumping plants Platform cooperates with the permanent catch pit that 1685m elevation is arranged in and runs.
The total drainability of upstream and downstream water pump station is 9950m3/ h lasts 119 hours, the total decline 5.8m of actual water level, 1500 m are pressed in the infiltration of initial stage drainage period foundation pit3/ h is calculated, and is amounted to and is completed about 63.09 ten thousand m of foundation pit initial stage pump-out3, actual average is small When displacement about 5302m3
Two, regular draining:
1, the setting of intercepting ditch:
According to practical prospecting discovery, deep basal pit infiltration is mainly derived from four aspects: 1. massif underground water in two sides is along crack or tomography Channel is infiltrated, and 2. Dadu River water is vertically swum cofferdam and infiltrated, and 3. mill ditch ditch-water infiltrates, and 4. diversion tunnel water flow is around infiltration.It is other outer Water includes dam concrete and grouting construction waste water, rainfall section charge for remittance etc..
According to the principle of high water level and high-speed drainage, foundation pit left and right banks 1685m elevation or so consequent relief setting row behind upstream cofferdam weir 1685m or more secondary water is truncated in the bright ditch of water, and 1685m or more secondary water is made to flow into bright ditch, imports upstream catch pit.Yard drain Bright ditch uses trapezoidal cross-section, baseplate width 1m, high 1m, side slope 1:0.5, and bottom plate uses 10cm thickness C20 concrete, bottom plate longitudinal slope By 3 ~ 5% settings.Side wall uses M10 cement brick masonry, sand finish.
It looks into " construction reckoner ", allowable maximum velocity is v=4m/s, roughness coefficien n=0.015.
Maximum allowable flow Q=5m3/s.
Equally, it is converged in the axis of dam with two sides 1675m elevation or so consequent relief setting open drain between downstream cofferdam Enter downstream catch pit.
When open drain and construction road etc. there are crossing instances, connected using pre-buried concrete culvert pipe with great.
2, regular draining:
According to construction schedule arrangement, water discharge time is 48 months.
The estimated about 6500m such as the infiltration of documentation requirements foundation pit, underground water and construction waste water as agreed3/ h, heavy rain are estimated about 5500 m3/ h is amounted to according to 12000 m3/ h evacuation ability carries out outfit drainage equipment.
The regular draining of dam foundation pit is reduced with excavated surface and water level, using the side of hierarchical arrangement from high to low Formula.
(1) the regular draining in foundation pit upstream
A catch pit, volume about 400m is arranged in left bank about 1690m elevation behind upstream cofferdam weir3, catch pit setting one outside Pumping plant configures 3 water pump (Q=485m altogether3/ h), catch pit configures 2 water pump (Q=485m at excavation construction work surface3/ h), always Drainability is 2425m3/ h divides two-stage will be outside water pump drainage to upstream cofferdam weir.
A flush type catch pit, volume about 400m is arranged by left bank about 1680m elevation in foundation pit behind upstream cofferdam weir3, Catch pit bottom plate uses 40cm thickness C20 armored concrete, and side wall uses 40cm thickness C20 concrete.One pump is set outside catch pit It stands, 18 250S65 type water pump (Q=485m is arranged in pumping plant3/ h, H=65m, P=132kW), total drainability at upstream cofferdam For 8700m3/h.Excavation of foundation pit is reduced with work surface is arranged interim pumping station, arranges 6 300SXD90 type water pump (Q=790m3/h , H=90m, P=315kW), guarantee Excavation Process draining;Finally the setting of 1627m elevation is catchmented on the left of dam toe slab upstream It cheats (15 × 6 × 3m), 6 300SXD90 type water pump (Q=790m is arranged in catch pit3/ h, H=90m, P=315kW), by toe board Place catchment and dam in upstream cofferdam is discharged in main catch pit after reverse osmosis water pump drainage to upstream cofferdam weir.
The 1680m elevation above earth's surface infiltration in foundation pit upstream side two sides is mainly truncated using intercepting ditch, flow to 1680m elevation certainly Catch pit in, drained into outside upstream cofferdam through water pump.Cofferdam upstream slope surface water outlet pipe part connects concrete drain tank to cofferdam bedding In addition, current scour cofferdam slope surface is avoided.
The early-stage work face of foundation pit coating construction at present has been excavated to 1645m elevation, and minimum catch pit water level elevation is 1640m。
(2) the regular draining in foundation pit downstream
15 × 6m catch pit, catch pit volume 270m is arranged by right bank about 1675m elevation in foundation pit on the inside of downstream cofferdam3, Catch pit bottom plate uses 40cm thickness C20 armored concrete, and side wall uses 40cm thickness C20 concrete inner wall.It is arranged outside catch pit One pumping plant, pumping plant is interior to arrange 7 250S65 type water pump (Q=485m3/ h, H=65m, P=132kW), it always drains at downstream cofferdam Ability is 3395m3/h.Excavation of foundation pit is reduced with work surface is arranged interim pumping station, arranges that 4 250S65 type water pumps guarantee foundation pit Digging process draining;1 catch pit, catch pit volume 200m finally are set in foundation pit downstream right bank 1625m elevation3, catch pit Dam downstream is catchmented before pump drainage to downstream cofferdam weir in main catch pit, is then discharged out downstream by 4 250S65 type water pumps of interior arrangement Cofferdam.Drainpipe passes through highway part and uses underground buried tube.Foundation pit coating has been excavated to 1645m elevation at present, minimum to catchment Hole water level elevation is 1640m.
The 1675m elevation above earth's surface infiltration in foundation pit downstream side two sides is mainly truncated using intercepting ditch, flow to 1675m elevation certainly Catch pit in, drained into outside upstream cofferdam through water pump.
The downstream working face of foundation pit coating construction at present has been excavated to 1645m elevation, and minimum catch pit water level elevation is 1640m。
Other fragmentary position drainings pass through then mainly by intercepting ditch gravity flow or immersible pump by waste water pump drainage to catch pit Foundation pit is discharged in water pump.

Claims (9)

1. a kind of narrow excavation water discharge method of depth divides initial stage to drain it is characterized in that: cooperating intercepting ditch by multi stage pumping station The draining in deep narrow excavation is carried out with two stages of regular draining.
2. the narrow excavation water discharge method of a kind of depth according to claim 1, it is characterised in that:
The initial stage bleeding stage specifically includes the following steps:
1) in the upstream cofferdams (1) of the foundation pit of dam (7), the cut-pff wall and river-bed section Curtain Grouting Construction of downstream cofferdam (2) After finishing, first level upstream pumping plant (3) are set on the position of upstream cofferdam (1) in foundation pit (7) upstream, under foundation pit (7) It swims and level-one downstream pump station (4) is set on the position of downstream cofferdam (2);
2) start first level upstream pumping plant (3), level-one downstream pump station (4), the ponding in foundation pit (7) is discharged;
3) with the water level decreasing in drainage procedure, shift level-one downstream pump station (4) sequentially into second level upstream pumping unit (3'), three-level Upstream pumping unit (3 ' '), shift level-one downstream pump station (4) sequentially into second level downstream pump station (4'), three-level downstream pump station (4 ' ');
4) the upstream and downstream pumping plant of lowest part and the first upstream being separately positioned on foundation pit (7) upstream and downstream rock ballast back filled region are transferred to Catch pit (9), the cooperation of the first downstream catch pit (11) carry out regular draining;
The regular bleeding stage specifically includes the following steps:
1) two sides setting upstream intercepting ditch (13) behind upstream cofferdam (1) weir, for elevation where upstream intercepting ditch (13) is truncated Above secondary water, two sides setting downstream intercepting ditch (13 ') behind downstream cofferdam (2) weir, for downstream intercepting ditch (13 ') to be truncated Secondary water more than place elevation;
2) it reduces as foundation pit (7) excavate work surface, is respectively set in foundation pit (7) upstream and downstream along the second upstream of work surface decline Catch pit (9 ') and the second downstream catch pit (11 ') carry out the draining in foundation pit (7) digging process;
3) the second upstream catch pit (9 ') and the second downstream catch pit (11 ') are ultimately disposed at the toe board of dam body (14), by dam The interior reverse osmosis water pump drainage of body (7) is to the first upstream catch pit (9) and the first downstream catch pit (11), and by catchmenting with the first upstream Upstream cofferdam (1) and downstream cofferdam (2) is discharged in water by the pumping plant for cheating (9) and first downstream catch pit (11) mating setting.
3. the narrow excavation water discharge method of a kind of depth according to claim 2, it is characterised in that: the upstream is cut The earth's surface infiltration of ditch (13) and downstream intercepting ditch (13 ') truncation flow to the first upstream catch pit (9) certainly and the first downstream is catchmented It cheats in (11), and by the way that water is discharged with the pumping plant of the first upstream catch pit (9) and first downstream catch pit (11) mating setting Upstream cofferdam (1) and downstream cofferdam (2).
4. the narrow excavation water discharge method of a kind of depth according to claim 2, it is characterised in that: the foundation pit (7) be respectively set upstream dewatering well (10) and downstream dewatering well (12) on upstream and downstream rock ballast back filled region, upstream dewatering well (10) and Ponding in downstream dewatering well (12) drains into the first upstream catch pit (9) and the first downstream catch pit (11).
5. the narrow excavation water discharge method of a kind of depth according to claim 2, it is characterised in that: enclose the upstream Concrete drain tank is arranged to upstream cofferdam (1), downstream cofferdam in connection at drainpipe on weir (1), downstream cofferdam (2) slope surface (2) other than bedding.
6. the narrow excavation water discharge method of a kind of depth according to claim 2, it is characterised in that: enclose the upstream Weir (1), the drainpipe in downstream cofferdam (2) drainage system and upstream intercepting ditch (13), downstream intercepting ditch (13 ') are passing through road The part on road is by the way of underground buried tube.
7. the narrow excavation water discharge method of a kind of depth according to claim 2, it is characterised in that: in the level-one Trip pumping plant (3), level-one downstream pump station (4) are separately positioned on upstream pumping unit platform (5) and downstream pump station platform (6).
8. the narrow excavation water discharge method of a kind of depth according to claim 2, it is characterised in that: the foundation pit (7) in digging process, the staggered a plurality of gutter of transverse and longitudinal is deep-cut in advance in the excavation work surface of foundation pit (7), gutter end connects Connect the intercepting ditch of foundation pit (7) two sides.
9. the narrow excavation water discharge method of a kind of depth according to claim 8, it is characterised in that: the gutter Single cutting depth is not less than the single cutting depth of foundation pit (7), to guarantee the draining for having for draining in foundation pit (7) always Ditch.
CN201910398901.3A 2019-05-14 2019-05-14 Deep narrow excavation water discharge method Pending CN110185051A (en)

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Application publication date: 20190830