CN102108707A - Huge ultradeep foundation pit accurate subsidence and environmentally-friendly construction method - Google Patents

Huge ultradeep foundation pit accurate subsidence and environmentally-friendly construction method Download PDF

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CN102108707A
CN102108707A CN 201110060977 CN201110060977A CN102108707A CN 102108707 A CN102108707 A CN 102108707A CN 201110060977 CN201110060977 CN 201110060977 CN 201110060977 A CN201110060977 A CN 201110060977A CN 102108707 A CN102108707 A CN 102108707A
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well
water
foundation pit
sedimentation
foundation ditch
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沈水龙
马磊
许烨霜
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Shanghai Jiaotong University
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Abstract

The invention discloses a huge ultradeep foundation pit accurate subsidence and environmentally-friendly construction method, which belongs to the technical field of constructional engineering. In the design and construction process of a huge ultradeep foundation pit, the accurate prediction and control of the subsidence of the ground surrounding the foundation pit due to compression of a water-bearing stratum during the pumping of confined water in the pit are performed. In the invention, the operation is simple, a handling method is reasonably determined and selected when the subsidence is subsidence is predicted accurately, and thus, the subsidence of the surrounding ground is controlled, environment is protected and the method is an economic construction method.

Description

Accurate sedimentation of super large ultra-deep foundation pit and environmental protection job practices
Technical field
What the present invention relates to is a kind of method of construction engineering technical field, specifically is accurate sedimentation of a kind of super large ultra-deep foundation pit and environmental protection job practices.
Background technology
Along with the Yangtze River Delta Area sustained economic growth, the paces of urban construction are also accelerated, and ground space can not satisfy the demand of present metropolis economic development far away, and increasing underground construction occurs in succession.Therefore base pit engineering also becomes the new focus of the flourishing urban construction of coastal economy.Increasing super large ultra-deep foundation pit appears in the city, and the degree of depth of all kinds of foundation ditch construction excavation has directly entered into corresponding artesian aquifer, and unheeded in the past groundwater environment problem becomes the engineering problem that can't ignore finally.Simultaneously, surface settlement also becomes the key of environmental protection problem in the foundation ditch design and construction around the foundation ditch that causes owing to the change of water environment.The compression in the aquifer that causes when particularly foundation ditch extracts artesian water.Ground settlement Forecasting Methodology behind the tradition foundation ditch barricade mainly contains the method for estimating in conjunction with cutting depth according to the ground settlement distributional pattern of Heish or Clough proposition, or the stratum of peck loss method.And main the employing strengthened the draw water method control peripheral ground sedimentation of scheme of the measure of going along with sb. to guard him and optimization in engineering.Even in the relatively poor environment of geological conditions, do not stint and adopt ground-connecting-wall to punch the relatively poor design scheme of this economy of artesian aquifer entirely to reach the purpose of the influence that controls environment.
In the at present increasing simultaneously super large ultra-deep foundation pit construction, needing when excavation of foundation pit, can't avoid the long-time artesian water that extracts aquifer sand layer.And at present be generally one-dimensional consolidation for aquifer sand layer compression forecast method or wait to the deformation pattern of compressing, the common ground of this method is a soil deformation of only having considered that vertical stress causes.Studies show that of (" Mechanics of land subsidence due to groundwater pumpimg ") (the stratum settlement Analysis on Mechanism that causes by drawing water) but on " International journal for numerical and analytical methods in geomechanics " (international geotechnical engineering numerical simulation with analyze periodical), delivered according to Budhu etc. 2009, head in aquifer sand layer is because external cause has produced bigger hydraulic gradient, promptly have under the bigger hydraulic gradient situation, must adopt shearing, reverse and produce the non-equilibrium mechanics system of cosserat that distortion takes into full account and determine the aquifer decrement.Point out in (" 3D finite element modeling of shear band localization via the micro-polar Cosserat continuum theory ") (based on the three-dimensional shear band Position Research of micropolar Cosserat continuous arranging opinion) that while Khoei etc. delivered on " Computational Materials Science " (calculating material science) in 2010, do not consider the size of micro unit in traditional Cauchy's mechanics, promptly when determining distortion, only consider to wait to fixed, carry out the stress deformation simulation in the zone of shear stress concentration and bigger error can occur, no longer suitable.And the non-equilibrium mechanics system of Cosserat, owing to considered the size of unit bodies, the stress on each cell cube can be considered the non-uniform Distribution state, thereby can simulate the ess-strain situation under the big shear stress condition preferably.And in super large ultra-deep foundation pit work progress, cause the traditional grade of being not only of stratum deformation, compressive stress, the generation of shearing is more arranged, reversing to fixed.So in the construction of super large ultra-deep foundation pit, only adopt traditional settlement prediction and control method, not only can't accurately judge foundation ditch ground settlement on every side, and the design economic benefit that blindly adopts super dark diaphragm wall to cut off the aquifer entirely can reduce greatly.Shen Shuilong in 2006 etc. are at " Underground construction and ground movement ", deliver on 377～384 pages of (move on underground construction and stratum) 2006 terms, (" Analysis of settlement due to withdraw of groundwater around an unexcavated foundation pit "), (research of settlement issues around the non-excavation basis that causes by drawing water) further proposes in the engineering because the ground settlement problem that causes of drawing water is very serious.These studies show that, press for a kind of method at accurate prediction of sedimentation around the super large ultra-deep foundation pit and economic control at present.
Existing technical literature retrieval is found " base pit engineering handbook (China Construction Industry Press's publication) has all been made detailed explanation to the prediction and the control worker method of sedimentation behind the foundation ditch wall, and proves reliable by the checking of actual engineering.But for the super large ultra-deep foundation pit, space enclosing structure is not blocked relevant artesian aquifer and when needing to extract artesian water, does not provide targetedly Forecasting Methodology and adopts this a series of worker's method of corresponding counter-measure according to the sedimentation situation.So must propose supporting more targetedly worker's method on this basis, to guarantee in this type of foundation pit construction process the protection of surrounding environment.
Summary of the invention
The present invention is directed to the prior art above shortcomings; accurate sedimentation of a kind of super large ultra-deep foundation pit and environmental protection job practices are provided; simple to operate; when accurately predicting sedimentation; rationally judge and select processing method; thereby reach the sedimentation of control peripheral ground, the purpose of protection environment is a kind of worker's method of economy.
The present invention is achieved by the following technical solutions, the present invention includes following steps:
Step 1, on-the-spot hydrogeology exploration, soil layer is divided in the boring of fetching earth, and determines the top board and the base plate degree of depth of artesian aquifer in the effect of project scope.Consult design drawing simultaneously, determine the projected depth of burying underground of excavation of foundation pit and space enclosing structure, contrast the artesian aquifer top board and the base plate degree of depth that early stage, hydrogeology recorded are judged the water proof form.When the ground-connecting-wall degree of depth less than the artesian aquifer base plate degree of depth, and when needing in the work progress to extract this layer underground water for a long time, then continue next step.
Step 2, on-the-spot addressing is selected suitable position to build around foundation ditch according to the ready-made actual conditions of each site construction and is recharged the transfer pond, recharge the size in transfer pond and also select according to field condition, and moisture storage capacity is more than or equal to 2 hours pump-out of pumped well.
Step 3, periphery artesian water water level observation well along foundation ditch, distance apart from foundation ditch water-stop curtain 5-10m, each monitoring point spacing is 30～50 meters simultaneously, buried depth is under minimum design water level or minimum permission groundwater table 3～5 meters at the bottom of the pipe of water-level observation pipe, between between layer artesian aquifer.
Described layout water level observation well comprises: pipe well pore-forming and pipe well Cheng Jing, wherein: adopt traditional rotary drilling mode to construct into well for the Quaternary system stratum, need guard against borehole well instability in the drilling process simultaneously, adopt the method for sleeve pipe retaining wall, well casing is installed behind pore-forming.
Step 4 is determined behind the excavation of foundation pit sedimentation value: δ behind the issuable wall according to following formula Vm=abH, wherein: a is for being changed the cosserat sedimentation coefficient that causes by hydraulic gradient; B is the sedimentation empirical coefficient, because various places soil property difference, according to working as foundation pit statistical law value, span is between 0.05%～1.0%; H designs cutting depth for foundation ditch.
Described cosserat sedimentation coefficient a is determined by following mode:
1. artesian aquifer design precipitation head h in the known foundation ditch w, this moisture h of initial water layer by layer 0And record water level h in the observation well tAccording to water level equation h=-(α x 2+ h 0), bring the water level value h at diverse location x place into, simultaneous equations are tried to achieve α and x, determine the water level equation of this model foundation ditch;
2. try to achieve the subsidiary stress { Δ σ ' } of all directions respectively according to determined water level equation differentiate in 1.;
3. according to determined subsidiary stress { Δ σ ' } and non-equilibrium mechanics constitutive equation { the Δ ε of cosserat in 2. c}={ D} -1{ Δ σ ' } determines distortion { Δ ε c, wherein { D} is the cosserat elastic matrix;
4. contrast { Δ ε } that the method under traditional Cauchy's theory of mechanics calculates, according to formula a={ Δ ε }/{ Δ ε cDetermine a.
According to relevant specification of country and provincialism industry guide, at different foundation ditch Standard Selection settlement Control value δ Vms, work as δ Vms＞δ VmThe time, then the foundation ditch sedimentation reaches requirement; Work as δ Vms＜δ VmThe time, then the foundation ditch sedimentation does not reach requirement, need be for further processing.
Step 5, adopt original position to recharge facture, periphery high pressure vacuum recharge well along foundation ditch, distance apart from foundation ditch water-stop curtain 2m, each monitoring point spacing is 30～50 meters simultaneously, the high pressure vacuum recharge well is connected water pipe and water pump, and the water extraction that will recharge when foundation pit construction draws water beginning in the transfer pond is recharged to artesian aquifer.
Described high pressure vacuum recharge well, comprise: cast iron well bore, well head, cast iron well cap, fixing rivet and flow pipe spout, wherein: 5 millimeters of cast iron well bore thicknesss of pipe wall, the long 2-2.5 rice of well head, cast iron well cap outer and the welding of cast iron well bore tube wall, in the middle of the cast iron well cap perforate and with the welding of flow pipe shower nozzle, fixing rivet be fixedly set in the cast iron well bore around calibrated altitude and be evenly distributed with 45.
The long 2-2.5 rice of described well head also uses the filter screen parcel,
Along being provided with the water proof rubber circle, prevent from when high pressure recharges, to leak in the described cast iron well cap.
Be provided with the watertight rubber circle between described flow pipe shower nozzle and the well cap.
Described layout high pressure vacuum recharge well comprises: pipe well pore-forming and pipe well Cheng Jing, wherein: adopt traditional rotary drilling mode to construct into well for the Quaternary system stratum, need guard against borehole well instability in the drilling process simultaneously, adopt the method for sleeve pipe retaining wall, well casing is installed behind pore-forming, buried depth is under minimum design water level or minimum permission groundwater table 3～5 meters at the bottom of the pipe of high pressure vacuum recharge well, between between layer artesian aquifer; Answer the backfill medium coarse sand between the cast iron well bore and the borehole wall, 5 meters use swell soil to replace the sand backfill on the distance face of land, when well casing is in place rivet and the ground reserved on the cast iron well bore are fixed, and guarantee that the high pressure vacuum recharge well can normally use.When recharging construction, the water supply pressure pump is selected 0.1-0.2MPa pressure.
Compare with original technology, the present invention has used the high pressure vacuum recharge well, in conjunction with the present nearest in the world non-equilibrium mechanics system of cosserat theory, when accurately the sedimentation of foundation ditch peripheral ground is judged in prediction, optionally adopt the mode of artificial recharge to control sedimentation.Making the super large ultra-deep foundation pit not only can reduce the influence to surrounding environment in work progress, more protected groundwater resources, is a kind of novel worker's method.
The present invention mainly is more accurate to the judgement prediction of sedimentation around the foundation ditch to traditional method advantage in actual applications, and method is simple.And selected the subsidence control method of artificial recharge targetedly for use for the foundation ditch form that such class is special, not only recycling water resource, and effectively controlled the ground settlement around the foundation ditch, so the present invention is no matter from social benefit, economic benefit, still on the technical benefits, have very big using value.Service orientation of the present invention is for need reducing relevant artesian aquifer head, and diaphragm wall enters into super large ultra-deep foundation pit under the situation that artesian aquifer can't punch simultaneously.
Compared with prior art, the present invention has following useful benefit: method of the present invention is simple, accurately predict under the prerequisite of sedimentation at the non-equilibrium mechanics model of cosserat, selectivity is used advanced worker's method of recharging technique, guaranteed the super large ultra-deep foundation pit in work progress, effective control of peripheral ground sedimentation.In the ground settlement of control around the foundation ditch, recycling water resource is so the present invention is no matter from social benefit, economic benefit, still on the technical benefits, have very big using value.Service orientation of the present invention is for need reducing relevant artesian aquifer head, and diaphragm wall enters into super large ultra-deep foundation pit under the situation that artesian aquifer can't punch simultaneously.
Description of drawings
Fig. 1 is high pressure vacuum recharge well detail structure figure.
Fig. 2 is an embodiment site operation schematic diagram.
Fig. 3 is worker's method of the present invention and traditional worker's method settlement Control contrast schematic diagram.
The specific embodiment
Below embodiments of the invention are elaborated, present embodiment is being to implement under the prerequisite with the technical solution of the present invention, provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
As shown in Figure 1, the high pressure vacuum recharge well 1 that relates in the present embodiment, comprise: cast iron well bore 2, well head 3, cast iron well cap 4, fixing rivet 5 and flow pipe spout 6, wherein: 5 millimeters of the thicknesss of pipe wall of cast iron well bore 2, well head 3 long 2-2.5 rice, 2 welding of cast iron well cap 4 outers and cast iron well bore, in the middle of the cast iron well cap 4 perforates and with the welding of flow pipe shower nozzle, fixing rivet 5 be fixedly set in cast iron lining around calibrated altitude and be evenly distributed with fixing high pressure vacuum recharge well 1 with 45.
Described well head 3 long 2-2.5 rice also use filter screen 7 parcels;
Along being provided with water proof rubber circle 8, prevent from when high pressure recharges, to leak in the described cast iron well cap 4.
Be provided with watertight rubber circle 8 between described flow pipe shower nozzle and the well cap 4.
As shown in Figure 2, be example with somewhere super large ultra-deep foundation pit, concrete application is carried out according to the following steps:
Step 1, on-the-spot geological prospecting: geology is divided into 5 layers in the effect of project scope, is respectively first floor plain fill top board absolute altitude-0.5m, bed thickness 4m; Second layer flour sand top board absolute altitude-3.5m, bed thickness 4m; The 3rd layer of clay top board absolute altitude-7.5m, bed thickness 10m; The 4th layer of sand top board absolute altitude-17.5m, bed thickness 5m; The layer 5 clay is outside the effect of project scope.The first floor artesian aquifer is in the 4th layer of sand.Consult the relevant design drawing simultaneously, this foundation ditch design cutting depth is 15m, supporting and protection structure is the enclosed structure that diaphragm wall supports in conjunction with four road steel, ground-connecting-wall thickness is 0.8m, the design depth of drive is 20m, know that according to aforementioned on-the-spot geological exploration data diaphragm wall does not cut off foundation ditch bottom artesian aquifer fully.In the foundation pit construction process draw water and can exert an influence to surrounding environment in inside, need carry out anticipation and select processing mode water level on every side and sedimentation.
Step 2, on-the-spot addressing has a natural fish pond at a distance apart from foundation ditch 50m, because in the foundation pit construction process, this position, fish pond is follow-up planning site and not re-using, and then chooses herein for recharging the transfer pond.
Step 3 is drawn water to Effects of water environment on every side in order to understand in work progress foundation ditch inside, and the accurately issuable sedimentation of prediction peripheral ground, at foundation ditch arranged around artesian water water level observation well.The long 100m of this example foundation ditch, wide 30m arranges 6 observation wells according to the situation decision at scene altogether around foundation ditch, and one side is 2 on the length direction, and one side is one on the width, is uniformly distributed in every limit, and the distance of each observation well is no more than 50m.Each well spacing ground-connecting-wall air line distance is 5m simultaneously, and the sighting tube depth of burying is 20m.The form of construction work of rotary drilling is adopted in the sighting tube construction, that uses in the construction surveys rig (YDII type) for all-hydraulic worker, drilling diameter 350mm, and combined cover is managed and protected wall simultaneously, finish empty back well casing be installed, last between the well casing and the borehole wall backfill gravel material finish the construction of observation well.
Step 4, determine at excavation of foundation pit on earth the time the issuable settling amount of peripheral ground according to formula:
δ vm＝abH
Wherein a that proposes according to this worker method determines that method obtains that a is 1.3 in this engineering, and b chooses 0.43 according to this area foundation pit construction statistical law over the years, obtains δ Vm=0.559%H, according to this area's subway foundation pit engineering construction code requirement, three class foundation ditches allow peripheral ground sedimentation value δ VmsBe 0.5%H, δ Vm＞δ Vms, need carry out settlement Control and handle.
Step 5 adopts settlement Control to handle according to determining in the step 4, uses the novel high-pressure vacuum recharging well 1 that designs among the present invention herein.At first need to install high pressure vacuum recharge well 1, similar to water level observation well, around foundation ditch, arrange 6 observation wells altogether, one side is 2 on the length direction, and one side is one on the width, is uniformly distributed in every limit, and the distance of each observation well is no more than 50m.Each well spacing ground-connecting-wall air line distance is 2m simultaneously, and the sighting tube depth of burying is 20m, and the long 4m of well head 3 strainers adopts bilayer to twine an adhesive gravel filter, filter pipe external diameter 325mm, internal diameter 219mm.High pressure vacuum recharge well 1 form of construction work is identical with observation well, and backfill gravel material goes out to underground 5 meters between the well casing and the borehole wall, adopts the swell soil backfill, with rivet 5 high pressure vacuum recharge well 1 is fixed in ground at last, finishes the construction of observation well.The inner water of extracting out of foundation ditch focuses in the step 1 in the selected fish pond in work progress, be connected in each outer high pressure vacuum recharge well 1 of foundation ditch with water pump simultaneously, recharge when drawing water, outlet pipe pressure is controlled at 0.15MPa, and recharging flow-control is 80% of the flow that draws water.
The effect of present embodiment: in the super large ultra-deep foundation pit work progress, do not use treatment measures and use the settling ratio that causes on ground around the construction corps of present embodiment more as shown in Figure 3; Can effectively reduce the maximum settlement of foundation ditch peripheral ground at least 25% and 30% settlement influence scope after the method construction according to this enforcement.

Claims (6)

1. accurate sedimentation of super large ultra-deep foundation pit and environmental protection job practices is characterized in that, may further comprise the steps:
Step 1, on-the-spot hydrogeology exploration, the boring of fetching earth, divide soil layer, determine the top board of artesian aquifer in the effect of project scope and the projected depth of burying underground that the base plate degree of depth is also determined excavation of foundation pit and space enclosing structure, contrast the artesian aquifer top board and the base plate degree of depth that early stage, hydrogeology recorded, judge the water proof form, when the ground-connecting-wall degree of depth less than the artesian aquifer base plate degree of depth, and when needing in the work progress to extract this layer underground water for a long time, then continue next step;
Step 2, on-the-spot addressing is selected suitable position to build around foundation ditch according to the ready-made actual conditions of each site construction and is recharged the transfer pond, recharge the size in transfer pond and also select according to field condition, and moisture storage capacity is more than or equal to 2 hours pump-out of pumped well;
Step 3, periphery artesian water water level observation well along foundation ditch, distance apart from foundation ditch water-stop curtain 5-10m, each monitoring point spacing is 30～50 meters simultaneously, buried depth is under minimum design water level or minimum permission groundwater table 3～5 meters at the bottom of the pipe of water-level observation pipe, between between layer artesian aquifer;
Step 4 is determined behind the excavation of foundation pit sedimentation value: δ behind the issuable wall according to following formula Vm=abH, wherein: a is for being changed the cosserat sedimentation coefficient that causes by hydraulic gradient; B is the sedimentation empirical coefficient, because various places soil property difference, according to working as foundation pit statistical law value, span is between 0.05%～1.0%; H designs cutting depth for foundation ditch;
Step 5, adopt original position to recharge facture, periphery high pressure vacuum recharge well along foundation ditch, distance apart from foundation ditch water-stop curtain 2m, each monitoring point spacing is 30～50 meters simultaneously, the high pressure vacuum recharge well is connected water pipe and water pump, and the water extraction that will recharge when foundation pit construction draws water beginning in the transfer pond is recharged to artesian aquifer.
2. accurate sedimentation of super large ultra-deep foundation pit according to claim 1 and environmental protection job practices, it is characterized in that, described layout water level observation well comprises: pipe well pore-forming and pipe well Cheng Jing, wherein: adopt traditional rotary drilling mode to construct into well for the Quaternary system stratum, need guard against borehole well instability in the drilling process simultaneously, adopt the method for sleeve pipe retaining wall, well casing is installed behind pore-forming.
3. accurate sedimentation of super large ultra-deep foundation pit according to claim 1 and environmental protection job practices is characterized in that, described cosserat sedimentation coefficient a is determined by following mode:
1. artesian aquifer design precipitation head h in the known foundation ditch w, this moisture h of initial water layer by layer 0And record water level h in the observation well t, according to water level equation h=-(α x 2+ h 0), bring the water level value h at diverse location x place into, simultaneous equations are tried to achieve α and x, determine the water level equation of this model foundation ditch;
2. try to achieve the subsidiary stress { Δ σ ' } of all directions respectively according to determined water level equation differentiate in 1.;
3. according to determined subsidiary stress { Δ σ ' } and non-equilibrium mechanics constitutive equation { the Δ ε of cosserat in 2. c}={ D} -1{ Δ σ ' } determines distortion { Δ ε c, wherein { D} is the cosserat elastic matrix;
4. contrast { Δ ε } that the method under traditional Cauchy's theory of mechanics calculates, according to formula a={ Δ ε }/{ Δ ε cDetermine a;
According to relevant specification of country and provincialism industry guide, at different foundation ditch Standard Selection settlement Control value δ Vms, work as δ Vms＞δ VmThe time, then the foundation ditch sedimentation reaches requirement; Work as δ Vms＜δ VmThe time, then the foundation ditch sedimentation does not reach requirement, need be for further processing.
4. accurate sedimentation of super large ultra-deep foundation pit according to claim 1 and environmental protection job practices, it is characterized in that, described high pressure vacuum recharge well, comprise: cast iron tube wall, well head, cast iron well cap, fixing rivet and flow pipe spout, wherein: 5 millimeters of the wall thickness of cast iron tube wall, the long 2-2.5 rice of well head, cast iron well cap outer and the welding of cast iron tube wall, in the middle of the cast iron well cap perforate and with the welding of flow pipe shower nozzle, fixing rivet be fixedly set in cast iron lining around calibrated altitude and be evenly distributed with fixing high pressure vacuum recharge well with 45.
5. accurate sedimentation of super large ultra-deep foundation pit according to claim 1 and environmental protection job practices is characterized in that, the long 2-2.5 rice of described well head also uses the filter screen parcel; The edge is provided with the water proof rubber circle in the described cast iron well cap; Be provided with the watertight rubber circle between described flow pipe shower nozzle and the well cap.
6. accurate sedimentation of super large ultra-deep foundation pit according to claim 1 and environmental protection job practices, it is characterized in that, described layout high pressure vacuum recharge well comprises: pipe well pore-forming and pipe well Cheng Jing, wherein: adopt traditional rotary drilling mode to construct into well for the Quaternary system stratum, need guard against borehole well instability in the drilling process simultaneously, adopt the method for sleeve pipe retaining wall, well casing is installed behind pore-forming, buried depth is under minimum design water level or minimum permission groundwater table 3～5 meters at the bottom of the pipe of high pressure vacuum recharge well, between between layer artesian aquifer; Answer the backfill medium coarse sand between the cast iron well bore and the borehole wall, 5 meters use swell soil to replace the sand backfill on the distance face of land, when well casing is in place, rivet and the ground reserved on the cast iron well bore are fixed, guarantee that the high pressure vacuum recharge well can normally use, when recharging construction, the water supply pressure pump is selected 0.1-0.2MPa pressure.
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CN102635103A (en) * 2012-05-08 2012-08-15 山东大学 Protecting device for underground water level monitoring point in monitoring and measuring subway project and using method of protecting device
CN102787611A (en) * 2012-08-10 2012-11-21 中国二冶集团有限公司 Precipitation method for excavation of foundation pit at collapsible loess region
CN102926392A (en) * 2012-10-15 2013-02-13 中国建筑第六工程局有限公司 Foundation pit dewatering system and construction method thereof
CN103422863A (en) * 2013-07-24 2013-12-04 中铁四局集团第四工程有限公司 Method for ultra-deep foundation pit construction in complex environments
CN103422863B (en) * 2013-07-24 2016-07-06 中铁四局集团第四工程有限公司 A kind of complex environment method for ultra-deep foundation pit construction
CN103510501B (en) * 2013-10-23 2015-04-29 天津大学 Method for preventing blocking and water gushing in recharge well
CN103510501A (en) * 2013-10-23 2014-01-15 天津大学 Method for preventing blocking and water gushing in recharge well
CN103790150B (en) * 2014-01-20 2015-04-08 天津大学 Settlement control method based on twin-well combined type recharge
CN103790150A (en) * 2014-01-20 2014-05-14 天津大学 Settlement control method based on twin-well combined type recharge
CN103953024B (en) * 2014-05-09 2015-09-09 中铁四局集团第一工程有限公司 Foundation ditch automatic monitoring disorder data recognition method
CN103953024A (en) * 2014-05-09 2014-07-30 中铁四局集团第一工程有限公司 Method for identifying abnormal data automatically monitored by foundation pit
CN104264726A (en) * 2014-09-29 2015-01-07 中铁十六局集团北京轨道交通工程建设有限公司 Construction method for preventing pile foundation settlement when shield side penetrates pile foundation
CN104264726B (en) * 2014-09-29 2016-04-06 中铁十六局集团北京轨道交通工程建设有限公司 A kind of shield structure side that prevents is through the construction method causing pile foundation settlement during pile foundation
CN104594327A (en) * 2015-01-13 2015-05-06 济南轨道交通集团有限公司 Water settling, spring protection and recharging integrated device for foundation pit engineering
CN104594327B (en) * 2015-01-13 2016-06-15 济南轨道交通集团有限公司 A kind of Ground Water Pumping during Excavation Bao Quan recharges integrated apparatus
CN104727289A (en) * 2015-01-28 2015-06-24 中铁十六局集团北京轨道交通工程建设有限公司 Construction method for controlling multiple water-bearing strata to achieve leaking recharge and to protect ambient environment
CN104631472B (en) * 2015-02-10 2016-08-24 华汇建设集团有限公司 A kind of construction method using silt backfill foundation ditch
CN104631472A (en) * 2015-02-10 2015-05-20 华汇建设集团有限公司 Construction method for backfilling foundation pit by mud and sand
CN105297739A (en) * 2015-10-13 2016-02-03 上海交通大学 Method for determining confined water levels when fixed-water-level water pumping is carried out in foundation pit below water-proof curtain
CN105297753A (en) * 2015-10-16 2016-02-03 上海交通大学 Determining method of hydrogeololgy parameters under the action of waterproof curtains
CN107338778A (en) * 2017-08-07 2017-11-10 青海省建筑勘察设计研究院有限公司 A kind of Deep Plate Load Test device
CN107338778B (en) * 2017-08-07 2023-02-24 青海省建筑勘察设计研究院股份有限公司 Deep layer load test device
CN109339059A (en) * 2018-12-10 2019-02-15 中建五局土木工程有限公司 Excavation of foundation pit is backfilling and compacted and precipitation recharge water resource comprehensive cyclic utilization system and construction method
CN109339059B (en) * 2018-12-10 2024-01-30 中建五局土木工程有限公司 Comprehensive recycling system and construction method for foundation pit excavation backfill ramming and precipitation recharging water resources
CN111441722A (en) * 2020-03-24 2020-07-24 中国二十冶集团有限公司 Drilling construction method for pressure-bearing-resistant underwater dewatering well in ultra-deep foundation pit surrounded by ground wall
CN111441722B (en) * 2020-03-24 2021-12-07 中国二十冶集团有限公司 Drilling construction method for pressure-bearing-resistant underwater dewatering well in ultra-deep foundation pit surrounded by ground wall
CN113006871A (en) * 2021-02-03 2021-06-22 淮北矿业股份有限公司 Dynamic stability monitoring and early warning method for underground deep-buried curtain
CN113006871B (en) * 2021-02-03 2024-01-30 淮北矿业股份有限公司 Dynamic stability monitoring and early warning method for underground deep-buried curtain
CN114032973A (en) * 2021-11-24 2022-02-11 上海建工集团股份有限公司 Foundation pit deep soil deformation monitoring device and calculation method
CN115305901A (en) * 2022-08-16 2022-11-08 中交第四公路工程局有限公司 Directional recharge and emergency pumping well

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