CN106609508A - Construction technology and construction method for large-particle-size pebble stratum super-deep foundation pit in strong water permeation environment of Yellow River flood plain - Google Patents
Construction technology and construction method for large-particle-size pebble stratum super-deep foundation pit in strong water permeation environment of Yellow River flood plain Download PDFInfo
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- CN106609508A CN106609508A CN201510694431.7A CN201510694431A CN106609508A CN 106609508 A CN106609508 A CN 106609508A CN 201510694431 A CN201510694431 A CN 201510694431A CN 106609508 A CN106609508 A CN 106609508A
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Abstract
The invention discloses a construction technology and construction method for a large-particle-size pebble stratum super-deep foundation pit in the strong water permeation environment of a Yellow River flood plain. The construction technology comprises enclosing structure construction, dewatering construction and main body structure construction and is characterized in that the enclosing structure construction consists of a 1.2m-thickness reinforced concrete underground continuous wall and a 0.8m-thickness plain concrete water stopping wall, a lining wall of a foundation pit wall and the continuous wall adopt a superimposed wall structural form, end reinforcing sleeve valve pipes are grouted, and a main body structure adopts fully enclosed water-proof design; the dewatering construction adopts a treating means combining a continuous wall water stopping curtain and foundation pit bottom sealing in-pit dewatering; and the main body structure construction is carried out in a way that the main body is of a five-layer cast-in-place reinforced concrete box type framework structure, 34 lattice columns are arranged in the foundation pit to support the weight of the main body structure, construction is carried out by an open excavation reverse construction means, and excavation construction is carried out for six times. The technology and the method overcome the defects of the traditional construction of the large-particle-size pebble stratum super-deep foundation pit in the strong water permeation environment of the Yellow River flood plain and can provide a great reference for further similar engineering.
Description
Technical field
The present invention relates to big particle diameter boulder bed Super Deep Foundation Pit Construction technology under a kind of Super Deep Foundation Pit Construction technology, more particularly to a kind of the Yellow River overbank highly permeable environment.
Background technology
With the development of urban construction, the scale and difficulty of construction of Metro Deep Excavation construction project are also constantly increasing.How to reduce impact of the excavation and precipitation due to Metro Deep Excavation to surrounding enviroment, have become the Important Problems of people's growing interest.At present existing construction technology is relatively ripe in soft clay area, and for the even no Project case of big particle diameter boulder bed under the Yellow River overbank highly permeable environment, therefore the research for deeply systematically carrying out big particle diameter boulder bed Super Deep Foundation Pit Construction technology under the Yellow River overbank highly permeable environment is extremely necessary, while having important reference value to improving theory analysis and engineering design.
At present the building enclosure of ultra-deep foundation pit mostly adopts monolayer diaphragm wall, drilled pile, rotary churning pile etc., Jing analyzes and researches to tend not to play with conventional monolayer building enclosure in the big particle diameter boulder bed ultra-deep foundation pit of highly permeable environment and goes along with sb. to guard him well, waterproof action, often there is Leakage of Foundation Pit regimen condition, many difficult and risks are brought to engineering construction, the adverse construction method of ultra-deep foundation pit in the present context still belongs at home the first, therefore the construction technology tool of research ultra-deep foundation pit in big particle diameter boulder bed under the Yellow River overbank highly permeable environment has very important significance, good reference can be provided for later similar engineering.
The content of the invention
Instant invention overcomes deficiency of the prior art, there is provided a kind of big particle diameter boulder bed Super Deep Foundation Pit Construction technology under the Yellow River overbank highly permeable environment, overall construction way is shown in Fig. 1-Figure 15, and foundation pit construction flow process is shown in Figure 16.
The present invention is achieved by the following technical solutions：
The present invention adds termination to reinforce slurry injection technique of sleeve valve tube using double-enveloped structure, and with diaphragm wall using overlapping wall construction pattern, agent structure is designed foundation pit walls inwall using full bag waterproof construction.
Big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method under a kind of the Yellow River overbank highly permeable environment, are shown in Fig. 1-Figure 15, including building enclosure construction, and dewatering construction, main structure construction is characterized in that：The building enclosure construction is made up of the thick element ground-connecting-walls (3) of 1.2m thickness reinforced concrete diaphram wall (1)+0.8m, and foundation pit walls inwall is with diaphragm wall using overlapping wall construction pattern, termination reinforcing scope（7）Sleeve valve barrel grouting, agent structure is designed using full bag waterproof construction；Dewatering construction, foundation ditch combines the treatment measures that base back cover cheats interior drainage precipitation using continuous wall water-stop curtain, solves the anti-floating of construction stage and anti-dashing forward is gushed；Ground elevation（2）Under main structure construction main body be five layers of cast-in-situ steel reinforced concrete boxed frame structure, arrangement Z1 bracing members lattice columns in foundation ditch（9）, Z2 bracing members lattice columns（10）Totally 34 weight for being supported agent structure, bracing members lattice column is seated in pile foundation（8）On, open cut reverse construction, point 6 excavation constructions.
Big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method, is characterized in that under a kind of described the Yellow River overbank highly permeable environment：The building enclosure construction, devises double ground-connecting-wall structures, and ground-connecting-wall design thickness is 1.2m, is divided into two kinds of fabric width forms：The first is " one " shape structure, fabric width 4m, totally 22 width；It is for second L-type structure, fabric width 3.7m, totally 4 width；Shaped-steel joint is adopted between adjacent wall width.Ground-connecting-wall adopts C40 concretings under water, and seepage-resistant grade is that outside is 70mm in P12, thickness of protection tier, and design ground-connecting-wall length of reinforcing cage is 57.17m, and A-1 single width wall steel reinforcement cages weight is 51.731t, and A-2 single width wall steel reinforcement cages weight is 50.316t；With diaphragm wall using overlapping wall construction pattern, termination reinforces sleeve valve barrel grouting to foundation pit walls inwall, and agent structure is designed using full bag waterproof construction.
Big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method, is characterized in that under a kind of described the Yellow River overbank highly permeable environment：Using dewatering construction described in dewatering construction method, due to this engineering groundwater level depth -10m, water-bearing layer is boulder bed, coefficient of permeability K=62m/d, and water-bearing layer thickness is more than 200.0m, middle ventilating shaft foundation ditch length 44.4m, foundation ditch width 33.8m（Plain concrete diaphram wall containing periphery）, middle ventilating shaft length is about 1.3 with width ratio, is planar foundation ditch.The precipitation experience of the deep pozo engineering on reference orbit traffic Line 1 first stage of the project Olympic Sports Center station precipitation experience and Yangtze River Delta'Area the Changjiang river bank simultaneously combines conventional Precipitation Example, using the outer pipe well well-points dewatering decompression hydrostatic water table 20m+ foundation ditch suspension type water-stop curtains of foundation ditch（Grouting and reinforcing 10m in hole）The measure of drainage in+hole completes the engineering dewatering task.Using the soil body in the range of 10m below the base that sleeve valve barrel grouting is reinforced, slip casting back cover is formed, for intercepting the main supply of diving.
Agent structure dewatering well well location is laid and is calculated and my unit Olympic Sports Center station precipitation experience with reference to the hydrology, and according to on-site actual situations, for middle ventilating shaft away from the Yellow River is near, construction when in the consideration of the combined factors such as summer and Lanzhou water pump species, dewatering well is arranged altogether 26 outside hole, is laid away from agent structure fender post outer rim, dewatering well centre-to-centre spacing fender post outer rim 2m, well depth is 39.5m, dewatering well is spaced about 5～6m, and according to field condition, indivedual well locations can make the appropriate adjustments.4 drainage wells are set in foundation ditch, are averagely arranged in foundation ditch, precipitation well depth is set to 48m；Into a diameter of 0.8m of well, 39.5 meters of well depth, well casing diameter 0.32m, the long 2.5m of single well casing, well casing sets up height 25m for filter pipe to dewatering well by bottom, and remaining is marine riser.Foundation ditch periphery arranges the covered conduit for placing well casing, and the subsoil water that dewatering well is extracted out is imported by well casing and is emitted in municipal storm sewer after the three-level sedimentation tank in place.
Big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method are shown in Fig. 1-Figure 15 under a kind of described the Yellow River overbank highly permeable environment, it is characterized in that：Main structure construction adopts open cut reverse construction, excavation pit to perform wall top armored concrete Guan Liang（4）And agent structure transverse and longitudinal beam, after wall apical cap beam and top board, in length and breadth beam is performed and finished and after intensity reaches standard, in excavation of foundation pit face（6）Place continues to excavate, and performs main body negative one layer（5）Part side wall.It is minus two layers main body to be completed according to above-mentioned operation construction（11）Structure, then proceedes to excavate, minus three layers when main body is excavated to（12）Middle plate top certain distance, to the scopes of the 10m soil bodys below substrate grouting and reinforcing area is set to（13）, reinforced using sleeve valve barrel grouting and sealing, reinforcing body and vertical shaft back cover are formed, after the completion of grouting and reinforcing, perform main body by aforementioned working procedure minus three layers（12）, main body is minus four layers（14）, main body is minus five layers（15）Structure, comprising waterproof layer and side wall.In construction of bottom plates, Figure 25 being seen, scaffold not being set in hole, bottom plate adopts 1.8cm bamboo glue pattern plates（1）, template followed by 50 × 100 the lumps of wood（3）, supporting form adopts wall-through pull rod（4）Form, coordinates " 3 " type to buckle（2）, screw（5）, cushion block（7）, beading（6）, template followed by 50 × 100 the lumps of wood, to facilitate underplate concrete to pour and vibrate.Pour 2 permanent reinforced concrete upright of frame in vertical shaft successively from bottom to up by bottom, after design strength to be achieved, cut off the steel lattice column exposed between each layer in well.Shield is entered before well reception, and in ventilating shaft structure cohesive soil is backfilled（16）, and water filling.After shield is all finished receiving, the internal structure such as plate, stair, shear wall in each layer is poured successively from bottom to up by bottom, until top board is poured finishing.After the completion of lattice column construction in middle ventilating shaft main body building enclosure diaphram wall and foundation ditch, carry out cheating interior precipitation within 15～20 days before excavation of foundation pit；After reaching dewatering effect, upper and lower stage excavation foundation ditch, main body is the weight that 34 lattice columns of arrangement are supported agent structure in five layers of cast-in-situ steel reinforced concrete boxed frame structure, foundation ditch；During each section of earth excavation of foundation ditch, the absolute altitude control of the reinforced frame bottom surface soil body is particularly important.During excavation, the impact that later stage casting of concrete in mass is caused to surface subsidence is taken into full account, the excavation bottom elevation of reinforced frame need to be higher by 2～5cm than design；Earth excavation in scaffold construction, may cause scaffold to be deformed under the effect of coagulation earth lateral pressure in concreting process to each layer of designed elevation due to cheating subsoil body, affect the pouring quality of reinforced frame and side wall.To ensure that scaffold does not produce sedimentation and deformation on the subsoil body of hole, the lumps of wood is laid in the per pass vertical rod lower end of scaffolding steel pipe in construction, it is ensured that steel pipe scaffold is indeformable under stressing conditions.
Big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method, is characterized in that under a kind of the Yellow River overbank highly permeable environment according to claim 1：The construction method is as follows：
A, carry out various built-in fittings：Because agent structure Wei Ming digs adverse construction method, the colligation of inwall reinforcing bar is more complicated than along practice reinforcing bar colligation；Foundation ditch abolishes the preceding paragraph reinforced frame lower concrete when the next section of inwall earthwork is excavated using manual type, exposes pre-buried inwall cage bar connector；Start assembling reinforcement after designed elevation construction reinforced frame bed die is excavated to；Inwall reinforcing bar requires live blanking accurately, is all connected using connector；Inwall and reinforced frame carry out following built-in fitting in work progress, and summing up has：
(1) the pre-buried equipment hole of each laminate；
(2) pre-embedded steel slab is fixed as the conduit required for filling concrete in lower semisection inwall and reinforced frame construction；
In inwall design drawing in reinforced frame construction pre-buried next section of inwall cage bar connector；
(4) the built-in fitting that the inwall and mid-board for referring in inwall design drawing is done by the various equipment of ventilating shaft；
(5) shield punches and not pre-buried liner reinforcing bar in reinforced frame in the range of shield launching, but needs pre-buried later stage structure level splice；
(6) required pre-buried lane plate reinforcing bar etc. on various steel pipes pre-buried on stair stringer pre-buried needed for agent structure subsequent construction, two mid-boards and base plate；
B, using template outside carry out contact surface vibrating method：In concreting process, due to for reverse construction, and each section of inwall pours top for overhanging girder construction, makes concrete vibrating be difficult to construct, and false bracket formwork structure is arranged on inwall and ensures the closely knit of horizontal construction joint；Inwall is higher due to pouring height, and reinforcing frame is set a roof beam in place also higher, can not be vibrated all walls concretes using poker vibrator, and plan is vibrated by carrying out contact surface on the outside of template, it is ensured that xoncrete structure does not produce voids and pits；
C, using water moistening template method construction：Debris, the particularly construction joints such as hydrops, wood flour in template, the debris of deformation joint, the stone for floating etc. are removed before concrete is poured, and template is moistened with water；Inspection finishing is carried out to template, reinforcing bar, built-in fitting, reserving hole, waterproof layer etc. by code requirement, pays special attention to template, it is impossible to occur running mould phenomenon；
D, concrete construction：First layer concrete is poured using automotive pump pump concrete.Ground pump+catheterized reperfusion concrete is adopted below second reinforced frame.Conduit is by flexible pipe（1）And sealing（2）Composition, as shown in figure 22.When each layer of reinforced frame is constructed, in each one block of pre-buried 20*20cm, 10mm steel plate in Vierendeel girder north and south side, and ensure consistent per institute's pre-embedded steel slab upper-lower position on layer concrete Vierendeel girder.After the completion of the concrete frame concreting, pre-embedded steel slab is dug out, the conduits of φ 300 are installed from top to bottom and are fixed.Concrete is poured from conduit during concreting.To back absolute altitude, formwork erection pours side wall to same elder generation's casting concrete after concrete setting when pouring.It is not more than 500mm per thick layer by layer, using chi bar control cast lift height；Work vibrate from the beginning of the lower end of LIFT, gradually upper to move to ensure concrete construction quality, levels overlap 50～100mm, and the levels concrete cover time, Separation control was within 2h；
E, reinforcement construction detection：Ultra-deep foundation pit is in digging process, the monitoring of foundation ditch must be in place, the monitorings such as the top displacement of building enclosure wall, body of wall maximum horizontal displacement, the outer earth's surface maximum settlement in hole, reinforcement stresses must be in time, technical staff's serious analysis Monitoring Data, unusual circumstance is reported at once and taken measures, especially when building enclosure occurs percolating water.
Construction Technique Principle：
Building enclosure in the present invention increased one plain concrete diaphragm wall on the basis of the conventional continuous wall construction of monolayer, foundation pit walls inwall is with diaphragm wall using overlapping wall construction pattern, termination reinforces sleeve valve barrel grouting, and agent structure is designed using full bag waterproof construction.Base pit dewatering combines foundation ditch back cover using continuous wall water-stop curtain, the outer treatment measures for laying dewatering well respectively in hole in hole.Main structure construction main body is to arrange that 34 lattice columns are supported the weight of agent structure, open cut reverse construction in five layers of cast-in-situ steel reinforced concrete boxed frame structure, foundation ditch.
Compared with prior art, it is an advantage of the invention that：
The present invention has used a kind of new combined enclosure structure for the Super Deep Foundation Pit Construction of big particle diameter boulder bed under the Yellow River overbank highly permeable environment, realizes the going along with sb. to guard him and waterproof to agent structure under the complex environment；Base pit dewatering combines foundation ditch back cover using continuous wall water-stop curtain, the outer precipitation method for laying dewatering well respectively in hole in hole；Arrange that 34 lattice columns are supported the weight of agent structure in big particle diameter boulder bed under the Yellow River overbank highly permeable environment first, carry out the inverse construction for making ultra-deep foundation pit of open cut, many engineering experiences are have accumulated, so as to can be that the engineering under later like environment is offered reference meaning.
Description of the drawings
Fig. 1 is the overall construction way first step schematic diagram of the present invention
Fig. 2 is the overall construction way second step schematic diagram of the present invention
Fig. 3 is the step schematic diagram of overall construction way the 3rd of the present invention
Fig. 4 is the step schematic diagram of overall construction way the 4th of the present invention
Fig. 5 is the step schematic diagram of overall construction way the 5th of the present invention
Fig. 6 is the step schematic diagram of overall construction way the 6th of the present invention
Fig. 7 is the step schematic diagram of overall construction way the 7th of the present invention
Fig. 8 is the step schematic diagram of overall construction way the 8th of the present invention
Fig. 9 is the step schematic diagram of overall construction way the 9th of the present invention
Figure 10 is the step schematic diagram of overall construction way the tenth of the present invention
Figure 11 is the step schematic diagram of overall construction way the 11st of the present invention
Figure 12 is the step schematic diagram of overall construction way the 12nd of the present invention
Figure 13 is the step schematic diagram of overall construction way the 13rd of the present invention
Figure 14 is the step schematic diagram of overall construction way the 14th of the present invention
Figure 15 is the step schematic diagram of overall construction way the 15th of the present invention
Figure 16 is the foundation pit construction overall procedure schematic diagram of the present invention
Figure 17 is the foundation pit enclosure structure schematic diagram of the present invention
Figure 18 is the base pit dewatering well horizontal layout schematic diagram of the present invention
Figure 19 is the falsework system generalized section of the present invention
Figure 20 is the falsework system floor map of the present invention
Figure 21 is the tremie placing method schematic diagram of the present invention
Figure 22 be the present invention pour conduit bottom schematic diagram
Figure 23 is the bottom slab concreting area schematic of the present invention
Figure 24 is the false bracket schematic diagram of the present invention
Figure 25 is the bottom plate schematic diagram of the present invention
In Fig. 1-Figure 15：Diaphragm wall -1, ground elevation -2, plain diaphragm wall -3, armored concrete Guan Liang -4, main body negative one layer -5, excavation of foundation pit face -6, termination reinforcing body scope -7, pile foundation -8, Z1 bracing members column -9, Z2 bracing members column -10, main body minus two layers -11, main body minus three layers -12, minus four floor -14 of the main body of grouting and reinforcing area -13., main body minus five layers -15, backfills cohesive soil -16；
In Figure 22：Flexible pipe -1, sealing -2；
In Figure 25：1.8cm bamboo glue pattern plate -1, " 3 " type buckles -2,50 × 100 lumps of wood -3, pull bar -4, screw -5, beading -6, cushion block -7.
Specific embodiment
To make the object, technical solutions and advantages of the present invention clearer, below in conjunction with the accompanying drawings the present invention is described in further detail with specific embodiment：
Big particle diameter boulder bed Super Deep Foundation Pit Construction technology under a kind of the Yellow River overbank highly permeable environment, shown in overall construction way as Fig. 1-Figure 15.Including building enclosure construction, dewatering construction, main structure construction.It is characterized in that the building enclosure construction ground-connecting-wall design thickness is 1.2m, it is divided into two kinds of fabric width forms：The first is " one " shape structure, fabric width 4m, totally 22 width；It is for second L-type structure, fabric width 3.7m, totally 4 width；Shaped-steel joint is adopted between adjacent wall width.Ground-connecting-wall adopts C40 concretings under water, and seepage-resistant grade is that outside is 70mm in P12, thickness of protection tier, and design ground-connecting-wall length of reinforcing cage is 57.17m, and A-1 single width wall steel reinforcement cages weight is 51.731t, and A-2 single width wall steel reinforcement cages weight is 50.316t.
Because steel reinforcement cage entire length is longer, and boundary of works area considers construction operating mode, equipment choice and stratum and place situation at this close to the newly-built loop ramp of deep peace bridge, and steel reinforcement cage adopts overall processing, integral hoisting.Master hangs the parameter of the selection of shoulder pole, the selection of secondary shoulder pole and steel wire rope and hangs muscle steel reinforcement cage by their entirety choosing.Foundation pit walls inwall and diaphragm wall 1 using overlapping wall construction pattern, the sleeve valve barrel grouting of termination reinforcing body scope 7, agent structure is using the design of full bag waterproof construction.
Concrete building enclosure is made up of the thick element diaphragm walls 3 of 1.2m thickness reinforced concrete diaphram wall 1+0.8m, as shown in Figure 17.
The dewatering construction, due to rich groundwater, it is considered to the difficulty of the outer dewatering construction in hole, building enclosure is 1200mm diaphram walls on the outside of foundation ditch, deep about 60m, and building-in depth is 15m, and hole bottom 10m scopes carry out the full hall of sleeve valve barrel grouting and reinforce, and are formed and hang water-stop curtain.Interval ventilating shaft termination reinforces and water-stop curtain reinforcement adopts plain concrete diaphram wall, ground-connecting-wall thickness 800mm, ground-connecting-wall to go deep into 9m below the tunnel segment structure of interval.Sleeve valve barrel grouting reinforcing is carried out in the curtain wall body that construction is completed, section reinforcing scope is interval 6m each up and down.Foundation ditch combines foundation ditch back cover using continuous wall water-stop curtain, and the outer treatment measures for laying dewatering well respectively are cheated in hole, solves the anti-floating of construction stage and resists prominent gushing.
The agent structure is shown in that Fig. 1 ground elevations 2 times are arrangement Z1 bracing members column 9 in five layers of cast-in-situ steel reinforced concrete boxed frame structure, foundation ditch, and totally 34 lattice columns are supported the weight of agent structure to Z2 bracing members column 10, and bracing members lattice column is seated in pile foundation（8）On, open cut reverse construction, point 6 excavation constructions.Excavation pit first, perform wall top armored concrete Guan Liang (4) and agent structure transverse and longitudinal beam, after wall apical cap beam and top board, in length and breadth beam is performed and finished and after intensity reaches standard, continue to excavate at excavation of foundation pit face (6) place, perform main body negative one layer (5) part side wall.Minus two layers of (11) structure of main body is completed according to above-mentioned operation construction, then proceed to excavate, the plate top certain distance in main body minus three layers (12) is excavated to, grouting and reinforcing area (13) is set to the scopes of the 10m soil bodys below substrate, reinforced using sleeve valve barrel grouting and sealing, form reinforcing body and vertical shaft back cover, after the completion of grouting and reinforcing, main body minus three layers (12) is performed by aforementioned working procedure, main body minus four layers (14), minus five layers of (15) structure of main body, comprising waterproof layer and side wall.In construction of bottom plates, see Figure 25, scaffold is not set in hole, bottom plate adopts 1.8cm bamboo glue pattern plates (1), template followed by 50 × 100 the lumps of wood 3, supporting form adopts wall-through pull rod (4) form, coordinates " 3 " type to buckle (2), screw (5), cushion block (7), beading (6), to facilitate underplate concrete to pour and vibrate.Pour (2) root permanent reinforced concrete upright of frame in vertical shaft successively from bottom to up by bottom, band is reached after design strength, cuts off the steel lattice column exposed between each layer in well.Shield is entered before well reception, and cohesive soil (16) is backfilled in ventilating shaft structure, sees Fig. 1-Figure 15, and water filling.After shield is all finished receiving, the internal structure such as plate, stair, shear wall in each layer is poured successively from bottom to up by bottom, until top board is poured finishing.
The dewatering construction, illustrates with reference to Figure 18 in accompanying drawing to the work progress of ultra-deep foundation pit precipitation of the present invention：
This excavation of foundation pit depth about 45.5m, is to ensure the anhydrous construction of foundation ditch, drainage precipitation in hole is proceeded by before excavation of foundation pit, it is ensured that without subsoil water within 1m during stage excavation.For middle ventilating shaft away from the Yellow River is near, construction when be in the factor such as summer and Lanzhou water pump species, effectively draw water area according to foundation ditch area and individual well, consider, dewatering well is arranged altogether 26 outside hole, is laid away from agent structure fender post outer rim, dewatering well centre-to-centre spacing fender post outer rim 2m, well depth is 39.5m, dewatering well is spaced about 5～6m, and according to field condition, indivedual well locations can make the appropriate adjustments.4 drainage wells are set in foundation ditch, are averagely arranged in foundation ditch, precipitation well depth is set to 48m.
This engineering dewatering mainly with Water table in well as foundation, to design drawdown as controlling water level, being controlled property precipitation.0～12m of dewatering well below ground is real pipe, and 12～48m is filter pipe.Real pipe is using steel roll pipe and seamless steel pipe, external diameter 325mm, side wall sealing imporosity, chimney filter external diameter 250mm, Side wall drill hole, aperture 16mm, pitch-row 5cm, in plum blossom-shaped interlaced arrangement, three layers of 40 mesh nylon wire of chimney filter outsourcing.0～12m fills out clay ball between well casing and hole wall, and 12～48m fills out filtrate.Clay ball is 20～40mm of diameter, and filter material is the mineral granule of 2～3mm of diameter.
The main structure construction, illustrates with reference to Figure 16 in accompanying drawing to the course of work of ultra-deep foundation pit agent structure of the present invention：
Foundation ditch must carry out cheating interior drainage subsoil water before excavation, to ensure to be cheated during stage excavation 1m below bottom without subsoil water.The beam body in length and breadth of diaphram wall, water-stop curtain, wall apical cap beam concrete and top board reaches design strength during excavation.In foundation ditch vertical plane during earthwork construction, it is necessary to be segmented, be layered, subregion, symmetrically carrying out, must not backbreak.The beam in length and breadth of each layer reinforced frame cast-in-situ steel reinforced concrete and each laminate must could continue to excavate the soil body below it when concrete reaches more than the 80% of design strength.
（1）Excavation of foundation pit
Foundation ditch arranges in time hole internal drainage ditch and sump when excavating, in hole, prevents from cheating bottom hydrops.During earth excavation, within foundation ditch top line 50cm preloading is forbidden.When earth excavation is to hole bottom about 30cm, it is necessary to using artificial shoveling, prevent from backbreaking, timely casting concrete bed course after substrate acceptance(check).Synchronous construction structurally waterproof in work progress, structurally waterproof grade is two grades, and structurally waterproof implements the principle that " rely mainly on prevention, rigid flexible system, multiple defence line, treatment in accordance with local conditions, comprehensive control " is followed in structurally waterproof design.
Reinforcing frame is set a roof beam in place and in length and breadth beam steel completes one section, one section of supporting.Template adopts bowl fastening type steel pipe scaffold structure using 18mm thickness bamboo glue pattern plates, its external support structure.Scaffold step pitch, level interval are set up by standard of 60*60*60cm.Shuttering supporting schematic diagram is shown in Figure 19-Figure 20.By the pre-buried various built-in fittings of technical annotation in construction requirement before template support.
This engineering adopts truck -mounted mixer using commerical ready-mixed concrete concrete transportation, and the slump-loss in transport will be in specification permissible value, and haulage time meets code requirement, to ensure that concrete continuous are irrigated.The quality inspection to commerical ready-mixed concrete is carried out, various Quality assurance datas are conscientiously checked, by code requirement the field investigation and sampling of the Site Detection of concrete slump, concrete anti-compression, impervious test piece is carried out.
Prepare before concrete placings：
1）Technology, quality, safety and environmental protection are told somebody what one's real intentions are before concrete placings.
2）Scene prepares concrete resistance to compression, impervious test mould, slump bucket and temperature test instrument, strictly carries out by specification and is checked on by construction technical staff.
3）Prepare enough vibration apparatus, scene sends special messenger to be responsible for the facilities such as construction water, electricity consumption, illumination.
4）Pour and pay close attention to before concrete weather forecast, grasp the situation of change of weather at any time during concrete placings, and carry out Emergency Preparedness.
5）Debris, the particularly construction joints such as hydrops, wood flour in template, the debris of deformation joint, the stone for floating etc. are removed before concrete is poured, and template is moistened with water.
6）Before pouring, inspection finishing is carried out to template, reinforcing bar, built-in fitting, reserving hole, waterproof layer etc. by code requirement, pay special attention to template, it is impossible to occur running mould phenomenon.
7）Because ventilating shaft belongs to ultra-deep foundation pit, using pumping, it is curved that pump truck pipeline should arrange back the heart to concrete placings, prevents concrete from directly falling, and produce and isolate and other quality problems.
8）Inspection declaration system before strict concrete placings, the label without management are recognized, must not pour concrete.
Pouring for Commercial Concrete is conveyed using conduit+shuttle channel process, is vibrated using internal vibration rod.Pour by the gradient of trickling naturally（1：5 or so）Take inclined plane delamination mode to carry out, per thick layer by layer 500mm is not more than, using chi bar control cast lift height.Work vibrate from the beginning of the lower end of LIFT, gradually upper to move to ensure concrete construction quality, levels overlap 50～100mm, and the levels concrete cover time, Separation control was within 2h.
In concrete placings 12 hours, exposed surface uses in time Polypropylence Sheet water seasoning, daily water seasoning number of times to be less than three times, extends curing time, and to improve anti-crack ability, curing time is 15 days.
（2）Side wall is constructed
Negative one layer side wall thickness is 1000mm, and according to excavation sequence, negative one layer side wall is excavated at twice, two-step pouring, height is poured every time and is respectively 4880mm and 4900mm；Minus two, three layers of side wall thickness 1200mm, floor height and pour every time height for 4900mm；Minus four, five layers of side wall thickness 1500mm, minus four layers of side wall pours height for 4025mm, and minus five a height of 7085mm layer by layer, plan is poured at twice, and height is poured every time for 3500mm.Concrete label is C40 P12.
1）Side wall reinforcement construction
The colligation of every layer of side wall reinforcing bar before the concrete cast of Vierendeel girder, completes outside reinforcing bar colligation in every layer of side wall after the completion of per layer of reinforced frame fine strain of millet reinforcing bar colligation；The side wall reinforcing bar top and upper strata reinforcing frame pre-buried connector in bottom of setting a roof beam in place is connected, in bottom insertion lower floor reinforcing frame is set a roof beam in place.The inner side reinforcing bar of side wall is from the beam bottom of upper elongated insertion Vierendeel girder, connector on steel bar end mantle fiber.Inner side reinforcing bar is variable cross-section due to side wall thicknesses, it is considered to which the length of top bars insertion Vierendeel girder meets Bar Anchorage requirement.The reinforcing bar connector of pre-buried bottom side wall on the inside of simultaneously, the length of embedded bar need to meet the requirement of Bar Anchorage.
2）Template, scaffold system construction
Ventilating shaft foundation ditch is the Back Word row of 15.8m × 28.8m in the middle of considering, the thickness of surrounding side wall is thicker, the lateral pressure born during concrete placings is larger, according to foundation pit structure size and the arrangement form of beam and Vierendeel girder in length and breadth, Jing Integrated comparatives, foundation ditch side wall shuttering supporting adds steel tube fastener to constitute support system using bowl fastening type all round victory scaffold.
Side wall template adopts 60cm × 150cm punching blocks（Panel is 4mm steel plates）, using sizing Corner boarding, vertical after template to lay the lumps of wood that section is 10 × 10cm, spacing is 25cm at four turnings.Transverse distribution beam adopts section for the lumps of wood of 10cm × 10cm, and spacing is 60cm.Foundation ditch north and south, thing supported on both sides, to support, are connected to supportting steel pipe and rack rod using the steel pipe of the 48 × 3.5mm of Φ of insertion using fastener, and to supportting steel pipe top adjustable jack is arranged, and spacing is 60cm × 60cm.Full framing form be advance la=0.6m, vertical rod transfer lb=0.6m, step pitch h=0.6m.
Bridging and bowl fastening type support be connecteds using revolution fastener, and connection quantity is consistent with bridging setting scope cross bar quantity, and bridging is arranged on level, longitudinal direction and section, spacing for 5.5m/ across.
（3）Concrete placings are constructed
It is to ensure each section of side wall and Vierendeel girder concrete pouring quality according to sequence of construction, every layer concrete is planned in concreting, and in length and breadth beam, Vierendeel girder and this section of side wall are separately poured, pouring height should control in 4.9m or so.First pour the layer concrete and support concrete, after the section concrete final set, set up scaffold and this layer of side wall template, casting concrete are installed.
First layer concrete is poured using automotive pump pump concrete.Ground pump+catheterized reperfusion concrete is adopted below second reinforced frame.Conduit is made up of flexible pipe 1 and sealing 2.When each layer of reinforced frame is constructed, in each one block of pre-buried 20*20cm, 10mm steel plate in Vierendeel girder north and south side, and ensure consistent per institute's pre-embedded steel slab upper-lower position on layer concrete Vierendeel girder.After the completion of the concrete frame concreting, pre-embedded steel slab is dug out, the conduits of φ 300 are installed from top to bottom and are fixed.Concrete is poured from conduit during concreting.To back absolute altitude, formwork erection pours side wall to same elder generation's casting concrete after concrete setting when pouring.
Conduit schematic diagram such as Figure 21, conduit bottom detail drawing is as shown in figure 22：
Minus two layers with lower side wall, concreting for convenience, side wall template using 6015 steel form, during pouring construction, topmost one piece of template wouldn't be closed, re-closed when concreting so far position as the pouring hole during concrete placings.
Simultaneously because the reason such as concrete shrinkage, sinking, side wall top poured part section to be poured with bottom horizontal construction joint between the two be easy to produce microcrack and be difficult to it is closely knit, herein using the false bracket of cast and secondary vibration technique.Special oblique template is set, to ensure that false bracket top surface is higher by construction joint 20cm, is examined using the false bracket of cast and secondary vibration technique herein, wait pour finish after cut.False bracket schematic diagram is as shown in figure 24.
Front scene of constructing gets out construction tool and standby vibrator and the vibrating spears such as the enough internal vibration rods of φ 50, spades.Answer staged and layered to be carried out continuously when pouring concrete, if any interval, its intermittent time should try one's best shortening, and finish sublevel concrete placings before front layer concrete solidifies.Should soon be inserted using poker vibrator and be pulled out slowly, slotting point is evenly distributed, pointwise movement is sequentially carried out, and must not be omitted, and is shaken to the layer concrete surface bleeding, not bubbling, till not sinking（Note being observed with Chargeable electric torch）, reach uniform jolt ramming.Moving interval is not more than 1.5 times (generally 30～40cm) of the operating radius that vibrates.Vibrate last layer when should insert lower floor not less than 50mm so that two-layer seam crossing concrete uniformly merges.For top concrete surface, struck off with floating rule after vibration compacting and meet top surface absolute altitude requirement.After water is received on surface, it is compacted with wooden float, typically smears and press three times, surface crack is pushed back, and checks smooth with 2m guiding rulers.At construction joint or have levelling with wooden float at built-in fitting and joint bar.
（4）The dismounting of template scaffold
The dismounting of side wall template can guarantee that its surface and corner angle are injury-free with the intensity of the concrete for pouring, it is considered to concrete reach design strength 30% after remove foundation ditch in template and scaffold.
Support for shuttering dismounting order with set up order conversely, after take first tear open, first take and tear open afterwards.
Dismounting order should " ecto-entad, from top to bottom " successively carry out, forbid upper and lower while operation.Forbid the bar accessory that will be disassembled and material from high-altitude earthward throwing, the material on ground has been hoisted to should in time transport the live pile of dismounting, to keep operation area clean and tidy.
Template scaffold is removed after finishing, it is ensured that in length and breadth the intensity of beam and side wall reach design strength 90% after can hang digging machine and carry out the construction operation of subsequent cycle.
(5) construction of base plate
In base plate earth excavation work progress, manually excavated using mechanical engagement.When earth excavation is to hole bottom about 0.3m, it is necessary to using artificial shoveling, prevent from backbreaking, timely casting concrete bed course after substrate acceptance(check).Pouring for bottom board concrete is as shown in figure 23.
After the completion of underplate concrete cushion construction, colligation baseplate reinforcing bar is started after diaphragm wall metope waterproof and Slab Waterproof Construction.It is to ensure construction in floor section reinforcing bar process of binding, it is vertical to reinforcing bar with side wall and concrete frame connected component to construct first, and then colligation level is to base plate cage bar.
For convenience of constructing, bottom plate is intended using 1.8cm thickness bamboo glue pattern plates 1, and supporting form adopts the form of wall-through pull rod 4, do not set scaffold in hole, to facilitate underplate concrete to pour and vibrate, as shown in figure 25.
Open cut reverse construction, the technology overcomes the situation that big particle diameter boulder bed Super Deep Foundation Pit Construction under traditional the Yellow River overbank highly permeable environment permeates water, can provide good reference for later similar engineering.
Claims (5)
1. a kind of big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method under the Yellow River overbank highly permeable environment, including building enclosure construction, dewatering construction, main structure construction is characterized in that：The building enclosure construction is made up of 1.2m thickness reinforced concrete diaphram wall+0.8m thickness plain concrete seepproof screens, and with diaphragm wall using overlapping wall construction pattern, termination reinforces sleeve valve barrel grouting to foundation pit walls inwall, and agent structure is designed using full bag waterproof construction；Dewatering construction, foundation ditch combines the treatment measures that base back cover cheats interior drainage precipitation using continuous wall water-stop curtain, solves the anti-floating of construction stage and anti-dashing forward is gushed；Main structure construction main body is the weight that 34 lattice columns of arrangement are supported agent structure in five layers of cast-in-situ steel reinforced concrete boxed frame structure, foundation ditch, and open cut reverse construction divides 6 excavation constructions.
2. big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method under a kind of the Yellow River overbank highly permeable environment according to claim 1, is characterized in that：The building enclosure construction, devises ground-connecting-wall structure, and ground-connecting-wall design thickness is 1.2m, is divided into two kinds of fabric width forms：The first is " one " shape structure, fabric width 4m, totally 22 width；It is for second L-type structure, fabric width 3.7m, totally 4 width；Shaped-steel joint, ground-connecting-wall is adopted to adopt C40 concretings under water between adjacent wall width, seepage-resistant grade is P12; outside is 70mm in thickness of protection tier; design ground-connecting-wall length of reinforcing cage is 57.17m, and A-1 single width wall steel reinforcement cages weight is 51.731t, and A-2 single width wall steel reinforcement cages weight is 50.316t；With diaphragm wall using overlapping wall construction pattern, termination reinforces sleeve valve barrel grouting to foundation pit walls inwall, and agent structure is designed using full bag waterproof construction.
3. big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method under a kind of the Yellow River overbank highly permeable environment according to claim 1, is characterized in that：Using dewatering construction described in dewatering construction method, due to this engineering groundwater level depth -10m, water-bearing layer is boulder bed, coefficient of permeability K=62m/d, water-bearing layer thickness is more than 200.0m, middle ventilating shaft foundation ditch length 44.4m, foundation ditch width 33.8m, wherein containing the plain concrete diaphram wall of periphery, middle ventilating shaft length is about 1.3 with width ratio, for planar foundation ditch, using the outer pipe well well-points dewatering decompression hydrostatic water table 20m+ foundation ditch suspension type water-stop curtains of foundation ditch, grouting and reinforcing 10m in hole, the measure of drainage in+hole completes the engineering dewatering task, using the soil body in the range of 10m below the base that sleeve valve barrel grouting is reinforced, form slip casting back cover, for intercepting the main supply of diving;Agent structure dewatering well well location is laid according to on-site actual situations, near away from the Yellow River for middle ventilating shaft, dewatering well is arranged altogether 26 outside hole, is laid away from agent structure fender post outer rim, dewatering well centre-to-centre spacing fender post outer rim 2m, well depth is 39.5m, and dewatering well is spaced about 5～6m, according to field condition, indivedual well locations can make the appropriate adjustments, 4 drainage wells are set in foundation ditch, are averagely arranged in foundation ditch, precipitation well depth is set to 48m；Into a diameter of 0.8m of well, 39.5 meters of well depth, well casing diameter 0.32m, the long 2.5m of single well casing, well casing sets up height 25m for filter pipe to dewatering well by bottom, and remaining is marine riser；Foundation ditch periphery arranges the covered conduit for placing well casing, and the subsoil water that dewatering well is extracted out is imported by well casing and is emitted in municipal storm sewer after the three-level sedimentation tank in place.
4. big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method under a kind of the Yellow River overbank highly permeable environment according to claim 1, is characterized in that：Main structure construction adopts open cut reverse construction, excavates and structure construction is carried out simultaneously；After the completion of lattice column construction in middle ventilating shaft main body building enclosure diaphram wall and foundation ditch, carry out cheating interior precipitation within 15～20 days before excavation of foundation pit；After reaching dewatering effect, upper and lower stage excavation foundation ditch, main body is the weight that 34 lattice columns of arrangement are supported agent structure in five layers of cast-in-situ steel reinforced concrete boxed frame structure, foundation ditch；During each section of earth excavation of foundation ditch, the excavation bottom elevation of reinforced frame need to be higher by 2～5cm than design, earth excavation is to each layer of designed elevation, in scaffold construction, due to cheating subsoil body scaffold may be caused to be deformed under the effect of coagulation earth lateral pressure in concreting process, affect the pouring quality of reinforced frame and side wall, to ensure that scaffold does not produce sedimentation and deformation on the subsoil body of hole, the lumps of wood is laid in construction in the per pass vertical rod lower end of scaffolding steel pipe, it is ensured that steel pipe scaffold is indeformable under stressing conditions.
5. big particle diameter boulder bed Super Deep Foundation Pit Construction technology and construction method under a kind of the Yellow River overbank highly permeable environment according to claim 1, is characterized in that：The construction method is as follows：
A, carry out various built-in fittings：Because agent structure Wei Ming digs adverse construction method, the colligation of inwall reinforcing bar is more complicated than along practice reinforcing bar colligation；Foundation ditch abolishes the preceding paragraph reinforced frame lower concrete when the next section of inwall earthwork is excavated using manual type, exposes pre-buried inwall cage bar connector；Start assembling reinforcement after designed elevation construction reinforced frame bed die is excavated to；Inwall reinforcing bar requires live blanking accurately, is all connected using connector；Inwall and reinforced frame carry out following built-in fitting in work progress, and summing up has：
(1) the pre-buried equipment hole of each laminate；
(2) pre-embedded steel slab is fixed as the conduit required for filling concrete in lower semisection inwall and reinforced frame construction；
In inwall design drawing in reinforced frame construction pre-buried next section of inwall cage bar connector；
(4) the built-in fitting that the inwall and mid-board for referring in inwall design drawing is done by the various equipment of ventilating shaft；
(5) shield punches and not pre-buried liner reinforcing bar in reinforced frame in the range of shield launching, but needs pre-buried later stage structure level splice；
(6) required pre-buried lane plate reinforcing bar etc. on various steel pipes pre-buried on stair stringer pre-buried needed for agent structure subsequent construction, two mid-boards and base plate；
B, in concreting process, due to for reverse construction, and each section of inwall pours top for overhanging girder construction, makes concrete vibrating be difficult to construct, and false bracket formwork structure is arranged on inwall and ensures the closely knit of horizontal construction joint；Inwall is higher due to pouring height, and reinforcing frame is set a roof beam in place also higher, can not be vibrated all walls concretes using poker vibrator, and plan is vibrated by carrying out contact surface on the outside of template, it is ensured that xoncrete structure does not produce voids and pits；
C, debris, the particularly construction joint such as hydrops, wood flour removed before concrete is poured in template, the debris of deformation joint, stone for floating etc., and moisten template with water；Inspection finishing is carried out to template, reinforcing bar, built-in fitting, reserving hole, waterproof layer etc. by code requirement, pays special attention to template, it is impossible to occur running mould phenomenon；
D, belong to ultra-deep foundation pit due to ventilating shaft, using pumping, it is curved that pump truck pipeline should arrange back the heart to concrete placings, prevents concrete from directly falling, and produce and isolate and other quality problems；Pouring for Commercial Concrete is conveyed using conduit plus shuttle channel process, is vibrated using internal vibration rod, is poured by the gradient 1 of trickling naturally：5, take inclined plane delamination mode to carry out, it is not more than 500mm per thick layer by layer, using chi bar control cast lift height；Work vibrate from the beginning of the lower end of LIFT, gradually upper to move to ensure concrete construction quality, levels overlap 50～100mm, and the levels concrete cover time, Separation control was within 2h;
E, ultra-deep foundation pit are in digging process, the monitoring of foundation ditch must be in place, the monitorings such as the top displacement of building enclosure wall, body of wall maximum horizontal displacement, the outer earth's surface maximum settlement in hole, reinforcement stresses must be in time, technical staff's serious analysis Monitoring Data, unusual circumstance is reported at once and taken measures, especially when building enclosure occurs percolating water.
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| CN107503355A (en) * | 2017-07-20 | 2017-12-22 | 广东省建筑工程集团有限公司 | Shaped steel formula double-row pile foundation pit supporting system and its construction method are inserted after outer row |
| CN109811778A (en) * | 2019-03-27 | 2019-05-28 | 中建四局第一建筑工程有限公司 | A kind of ultra-deep foundation pit goes along with sb. to guard him water sealing structure and method |
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| CN113529903A (en) * | 2021-08-19 | 2021-10-22 | 广东省第四建筑工程有限公司 | Construction method of middle inspection well by reverse construction method |
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| CN107503355A (en) * | 2017-07-20 | 2017-12-22 | 广东省建筑工程集团有限公司 | Shaped steel formula double-row pile foundation pit supporting system and its construction method are inserted after outer row |
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| CN110777846A (en) * | 2019-10-22 | 2020-02-11 | 中国建筑第八工程局有限公司 | Local reverse construction soil matrix construction method for high-rise residential buildings |
| CN110761291A (en) * | 2019-11-15 | 2020-02-07 | 中铁一局集团第二工程有限公司 | Anti-floating waterproof system and method applied to deep foundation pit in karst water-rich area |
| CN110761291B (en) * | 2019-11-15 | 2024-06-07 | 中铁一局集团第二工程有限公司 | Anti-floating waterproof system and method applied to karst water-rich region deep foundation pit |
| CN112253162A (en) * | 2020-11-10 | 2021-01-22 | 中铁四局集团有限公司 | Water-rich sand layer large-diameter jacking pipe group entrance and exit reinforcing structure and construction method |
| CN113529903A (en) * | 2021-08-19 | 2021-10-22 | 广东省第四建筑工程有限公司 | Construction method of middle inspection well by reverse construction method |
| CN113529903B (en) * | 2021-08-19 | 2022-10-18 | 广东省第四建筑工程有限公司 | Construction method of middle inspection well by reverse construction method |
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