CN104631470B - The large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method - Google Patents
The large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method Download PDFInfo
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- CN104631470B CN104631470B CN201410828811.0A CN201410828811A CN104631470B CN 104631470 B CN104631470 B CN 104631470B CN 201410828811 A CN201410828811 A CN 201410828811A CN 104631470 B CN104631470 B CN 104631470B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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Abstract
The invention discloses the large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method, do Construction of High Pressure Jet Grouting Pile in foundation pit supporting system outside, utilize tri-tube method that cement mortar is injected to underground fill stratum and sand gravel gap, solidify rear formation interlocking pile waterwall, underground water is stoped in foundation pit supporting system periphery, for the construction of support pile creates conditions, until outside, rotary churning pile intensity reaches after designing requirement, starts long screw auger drilling deposited pile construction in its inner side of next-door neighbour; After 15 days, start jet grouting pile construction between stake in poured support stake maintenance, to make up the local failure to rotary churning pile water stopping curtain in support pile construction, strengthen support system integer support intensity and the effect that intercepts water; Finally in earth excavation process, carry out Spraying of reinforcement mat with concrete bank protection and precipitation well in foundation pit, open drain, sump construction, utilize various support forms combination construction, interact, to solve the difficult problem such as supporting, the processing of ground of the large particle diameter sand gravel of high water level geology foundation ditch.
Description
Technical field
The present invention relates to the realm of building construction, specifically the large particle diameter sand gravel of a kind of high water level geology deep basal pit groupClose construction method for supporting.
Background technology
Along with China's rapid development of economy, land resource is more and more in short supply, and architectural engineering more and more appulsivelyLower spatial development, can run into complicated geological environment unavoidably, for high water level, large particle diameter sand gravel intricatelyMatter, simultaneously job site periphery adjoining building, the effective support of foundation ditch by be related to engineering construction safe,Quality and progress, be also to guarantee the non-settling key of periphery existing building ground, because level of ground water is high, and waterAmount is large, and sand gravel content is many, causes selectable support form limited, finds through experimental study simultaneously, shouldUnder geological conditions, when support pile pore-forming, bore forming, difficulty is large.
Summary of the invention
In order to make up prior art problem, the invention provides the large particle diameter sand gravel of a kind of high water level geology deep basal pitCombination supporting construction method, utilizes various support forms combination construction, interacts, large to solve high water levelThe difficult problem such as supporting, the processing of ground of particle diameter sand gravel geology foundation ditch.
Object of the present invention can be achieved through the following technical solutions:
The large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method, comprises the following steps:
1.1 preparation of construction
The Geotechnical Engineering prospecting report of research construction area, the structure, distribution, performance indications of understanding soil layer withAnd underground water distribution situation, find out all kinds of underground installations, the locus of surrounding building, version,Embedded depth of foundation, type of foundation, judge that supporting affects it, and mechanical equipment installation puts in place and works well, requiredVarious materials all put in place according to plan;
1.2 measure unwrapping wire
Carry out building axis location and draw horizontal control network according to guide pile, with total powerstation by buildingAxis pilot measurement, to surrounding building wall, is emitted the construction of outside rotary churning pile, support pile according to building axisAxis is also embedded in axial line control stake boundary of works area outside, according to datum mark, to stake axis, Kong Wei,Aperture elevation is measured setting-out, by the datum mark of each axis project to safe and reliable and be convenient to observe position,Mark position, hole with timber, and boring is carried out to Unified number;
1.3 rotary churning pile water stopping curtain constructions
1.3.1, preparation of construction
On-the-spot confirm after pipeline position, excavate 2 meters of construction site below grounds with interior miscellaneous fill, then wholeFlat, compacting, reasonable Arrangement construction machinery, transfer pipeline and power circuit position, guarantee construction site simultaneously" three supplies and one leveling ";
1.3.2, stake position setting-out
Before construction, measure the control point of jet grouting pile construction with total powerstation, and carry out mark, test line through repetition measurement and closeAfter lattice, lay stake position on the spot with steel ruler and survey line, and clench with timber, one one, ensure Zhuan Kong centerShift variance is less than 50mm;
1.3.3, rig is in place
After rig is in place, rig is carried out to leveling, centering, adjust the perpendicularity of rig, ensure drilling rod and stakePosition is consistent, and deviation is less than 10mm, and borehole perpendicularity error is less than 0.3%, debugging air compressor machine, mud before boringPump, makes equipment operation normal, verification run of steel, and with red paint mark depth line by boring tower, ensureAt the bottom of hole, absolute altitude meets projected depth;
1.3.4, drawing hole drill enters
Before drilling machine construction, on sand gravel, draw hole, in boring procedure, will record in detail drilling rod joint number,Ensure the accurate of drilling depth, after having holed, rig is removed, adopt plastic tube to insert aperture also with nowAfter the discarded filling clay of cement package bags, shutoff aperture, in order to avoid the useless slurry of construction and on-the-spot foreign matter enter brillAmong hole;
1.3.5, churning chassis is in place
Spud carriage shifting is arrived behind the position of boring, plastic tube and the cement package bags of protection drilling orifice are taken offOpen, adjust rotating disk and the overhead traveling crane of churning chassis, make spray boom can naturally vertically pass through rotating disk central authorities and drilling orificeAlignment;
1.3.6 interview spray,
After boring acceptance(check), before preparing to be lowered to shower nozzle and spray boom in boring, must carry out interviewing spray,Whether good to check high-pressure pump operation, it is unobstructed whether grout pipe line seals, and spray boom, nozzle have or not leakage;
1.3.7, be lowered to spray tool
After ground interview spray, nozzle is protected, prevented from spraying tool silt particle in lower hand-hole internal procedure and enter nozzle;
1.3.8, test pile
Before jet grouting pile construction, carry out test pile, determine churning speed of gyration, drilling rod hoisting velocity, grouting pressure,Mud flow rate, grout coordinate ratio, nozzle diameter, test pile quantity is no less than 2, and particular location is real according to sceneBorder situation is determined;
1.3.9, slurries mix cement
Slurrying adopts homogenizer to carry out secondary stirring, the ratio of mud in accordance with regulations to aborting in agitator andCement, after abundant stirring, measures the proportion of cement grout with densimeter, pass through to filter after meeting the requirementsFlow into second level agitator, then stir, ensure that cement grout mixing time is no less than 50s, does not use and joinsAfter system, the time exceedes the slurries of 4h;
1.3.10, rotary jet grouting
While starting rotary jet grouting, should start plant equipment according to the sequencing of slurry, gas, water, first by slip castingPump is carried cement mortar in boring, then carries gas with air compressor, finally carries clear water with high-pressure pump;While stopping rotary jet grouting, close down according to the sequencing of water, gas and electricity, slurry, in churning lifting process,Adjust churning parameter according to different soil layers;
1.3.11, rig displacement
Churning rises to design stake top mark and stops churning when high, promotes drill bit and goes out aperture, cleans grouting pump and defeatedSend pipeline, then rig is shifted;
1.4, long screw auger drilling deposited pile construction
1.4.1, measure unwrapping wire
Stake position is put and is established deviation < 1cm, and checks and accepts signature rear by second people's repetition measurement stake position errorless Hou Bao supervisorCan construct;
1.4.2, pore-forming
After A, rig are in place, carry out preliminary examination, bit central and pile position deviation are less than 20mm, then adjust rig,By the two-way drilling rod perpendicularity of controlling well of two plumb bobs, qualified steadily creep into afterwards, when drill bit rigidly connects tread surface, first closesClose drill bit sealing, it is slow that running speed is wanted;
B, the earthwork cleaning in time getting out, and stack in the unified place of transferring to appointment;
C, by the hole depth mark keyhole degree of depth on drilling rod, creep into the degree of depth and soil layer to designing requirement, warpSite supervision person checks and accepts can carry out concrete perfusion construction;
1.4.3, concrete pump feeding pile
Pump concrete carries out continuously, and the concrete height in ground stock bucket must not, lower than 40cm, promote drilling rodWhile approaching ground, slow down and put forward pipe speed and clear up in time aperture dregs;
1.4.4, fabrication of reinforcing cage and installation
The main muscle of A, steel reinforcement cage is elongated reinforcing bar, and joint adopts welding, and when welding, same cross section piece-ups must notExceed 50% of main muscle number, double welded joint length >=6d, inconel weld length >=12d, d is bar diameter, stirrup is adoptedWith tie hoop, main muscle and stirrup colligation;
B, concrete, after force (forcing) pump is filled stake hole along with auger rises, lift steel reinforcement cage, process immediatelyThe steel reinforcement cage of spot welding moulding can insert concrete certain depth by deadweight after slinging between two parties, and steel reinforcement cage is long leaning onWhen deadweight cannot be pressed into, add electromagnetic shaker shake into;
1.5, secondary jet grouting pile construction
After 15 days, start jet grouting pile construction between stake in cast-in-situ bored pile maintenance:
1.5.1, before drilling machine construction, on sand gravel, draw hole, in boring procedure, record drilling rod joint number, protectDemonstrate,prove the accurate of drilling depth;
1.5.2, holed after, rig is removed, adopt plastic tube to insert aperture and with on-the-spot discarded waterMud drum packs after filling clay, shutoff aperture;
1.5.3, spud carriage shifting is arrived after the Position Approximate of boring, by plastic tube and the water of protection drilling orificeMud drum pack is opened, and adjusts rotating disk and the overhead traveling crane of churning chassis, makes spray boom can naturally vertically pass through rotating disk central authoritiesAlign with drilling orifice;
1.5.4, boring acceptance(check) after, prepare to boring in be lowered to shower nozzle and spray boom before, carry out interviewingSpray;
1.5.5, interview after spray, nozzle is protected, prevent from spraying tool silt particle in lower hand-hole internal procedure and enterEnter nozzle;
1.5.6, carry out test pile before jet grouting pile construction, determine churning speed of gyration, drilling rod hoisting velocity, slip castingPressure, mud flow rate, grout coordinate ratio, nozzle diameter;
1.5.7, slurrying adopt homogenizer carry out secondary stirring, the ratio of mud is in accordance with regulations thrown in agitatorDischarge water and cement, after abundant stirring, measure the proportion of cement grout with densimeter, logical after meeting the requirementsFilter and flow into second level agitator, then stir, ensure that cement grout mixing time is no less than 50s, noUse the rear time of preparation to exceed the slurries of 4h;
1.5.8, start when rotary jet grouting, to start plant equipment according to the sequencing of slurry, gas, water, first byGrouting pump is carried cement mortar in boring, then carries gas with air compressor, finally carries clear with high-pressure pumpWater; While stopping rotary jet grouting, close down according to the sequencing of water, gas and electricity, slurry, churning rises to establishesMeter stake top mark stops churning when high, promotes drill bit and goes out aperture, cleans grouting pump and conveyance conduit, then will boreMachine displacement;
1.6, shotcrete with steel bar nets construction
1.6.1, the reinforced mesh protective layer thickness requirement that fixedly secures on the wall of limit and conform with the regulations, bar-mat reinforcement,Reinforcement and domatic joint bar firm and reliable connection;
1.6.2, gunite concrete match ratio determines by test, maximum size of coarse aggregate should not exceed 12mm,The ratio of mud should not be greater than 0.45, and gunite concrete is penetrated apart from being 0.6～1.2m, by progressively spraying after forward direction, preventsReinforced mesh exposes corrosion;
1.6.3, according to field environmental condition, carry out the maintenance of gunite concrete, as water, fabric cover waterWater curing method, curing time is 5～7 days;
1.7, dewatering well and observation well construction
1.7.1,14 mouthfuls of dewatering wells of cloth in foundation ditch, spacing is 15 meters, 5 mouthfuls of observation wells are arranged in rotary churning pile outside;
1.7.2, dewatering well and to observe well diameter be 800mm, the initial elevation of well of dewatering well is nature ground,Excavation of foundation pit to the elevation of well in foundation ditch after projected depth is absolute altitude+0.2m at the bottom of foundation ditch, and at the bottom of foundation ditch, absolute altitude is to go into the wellDark 5m, observing the initial elevation of well of well is nature ground, well depth is for arriving level of ground water absolute altitude-0.5m;
1.7.3, excavation of foundation pit prerequisite the last fortnight carries out precipitation, guarantees that the each stage excavation face of foundation ditch is without open fire, baseUnderground water position elevation control is absolute altitude-0.5m at the bottom of foundation ditch;
1.7.4, during excavation of foundation pit, should measure level of ground water in pump-out and foundation ditch every day to surrounding buildingImpact, every day observed stage variation, as find SEA LEVEL VARIATION abnormal, should analyze reason, search breakthrough;
1.8, deformation observation
1.8.1, slope deforming observation station is arranged in foundation pit deformation larger part, top, slope, every segment base hole observation station spacingBe not more than 25m, top, slope, every segment base hole observation station is no less than 3, and every solitary building observation station is no less than 6;
1.8.2, deformation observation point need and be buried 2～5 days underground before rotary churning pile, support pile construction before earth excavationMonitoring once;
1.9, check and accept.
Further, while drawing hole, adopting truck-mounted drilling rig to draw hole drill enters.
Preferably, described plastic tube is the pvc pipe of length 500mm, diameter 50mm.
Preferably, injecting paste material adopts PO42.5 class g cement, cement mixed weight 240kg/m, and the ratio of mud 1.0,Water pressure 20～30MPa, air pressure 0.7PMa, slurries pressure 0.5～3MPa, Grouting Pipe hoisting velocity10cm/min, rotary speed is 10r/min, nozzle diameter is not more than 2.2mm.
Further, because this engineering geology is sand gravel geology, space is larger, adopts and jumps hole construction.
Further, the concrete of marching into the arena must meet design and code requirement, and concrete slump is controlled at160～200mm, and there is good workability, mobility, field test concrete slump, does not meetThe concrete requiring must not be used for engineering construction.
Further, in order to ensure to lift rigidity, in order to ensure to lift rigidity, set up one in Heave Here and addStrong reinforcing bar, and to compared with the steel reinforcement cage in timber pile footpath, per pass stiffener is set up " ten " word together and is strengthened supporting,With reinforcement stirrup firm welding composition skeleton.
Further, in observation cycle, must meet following requirement simultaneously:
(1), after every layer of earth excavation, in 24 hours, monitor once;
(2), after rain, monitor once;
(3) when, distortion is accelerated and do not restrain, encrypt observation frequency;
(4), excavation of foundation pit to designed elevation, after deformation observation value tends towards stability interval 3 days monitoring once,After two weeks, monitoring in 15 days once, is monthly observed once later.
Further, observing Well Water Level observation early warning value must meet the following requirements:
(1), 2. the construction time should observe the following soil layer mixing water level of layer, as depth to water is less than 2 meters, answer andShi Tongzhi designing unit;
(2), should observe 2. the following soil layer mixing water level of layer as benchmark taking the construction time, SEA LEVEL VARIATION early warning value is±0.5m。
Beneficial effect of the present invention:
(1), according to on-the-spot underground water feature, first in support system outside, construction high-pressure rotary jet grouting pile sealingCurtain, is first blocked in underground water support system outside, and the mobility that has reduced underground water is constructed to support pileThe adverse effect of Shi Chengkong, pile, thus construct and create favorable conditions for support pile;
(2), reach after designing requirement in high-pressure rotary jet grouting pile intensity, due to sand gravel geology and particle diameter larger,The construction of selection long screw auger drilling deposited pile, utilizes the disposable boring of cast-in-situ bored pile to put in place and pump is filled with concreteThe construction characteristic that pile efficiency is high, rapid construction support pile system;
(3), finish and reach after design strength requirement until the construction of rotary churning pile, support pile, between support pile, enterRow secondary high-pressure jet grouting pile construction, makes up in support pile construction broken to the part of a rotary churning pile water stopping curtainBad, strengthen support system integer support intensity and the effect that intercepts water;
(4), utilize a jet grouting pile construction to reach the effect that tentatively intercepts water, then carry out support pile construction, subsequentlyStart secondary jet grouting pile construction, in the mode of combination construction, coordinate bar-mat reinforcement to spray slope protection construction and foundation ditchInterior open drain, sump, gully construction, solved under high water level, large particle diameter sand gravel geological environment smoothlyA deep foundation pit support difficult problem.
Brief description of the drawings
Fig. 1 is process chart of the present invention.
Fig. 2 is that rotary churning pile water stopping curtain of the present invention is arranged schematic diagram.
1, Φ 900 drilled piles, 2, Φ 700 rotary churning piles.
Detailed description of the invention
Below in conjunction with accompanying drawing, embodiments of the invention are elaborated, but the present invention can be wanted by rightAsk the multitude of different ways limiting and cover to implement.
As shown in Figure 1, the invention provides the large particle diameter sand gravel of a kind of high water level geology deep basal pit combination supporting executesWork method, comprises the following steps:
1.1 preparation of construction
Research construction area Geotechnical Engineering prospecting report, understand soil layer structure, variation and the regularity of distribution withAnd Physical and mechanical properties index (natural unit weight, natural moisture content, void ratio, infiltration coefficient, compression moldingAmount, cohesive force, internal friction angle etc.); Aquifer and water proof be position, buried depth and distribution situation layer by layer, withAnd the nourishment condition situation in each water-bearing layer (comprising perched water, diving, artesian water) etc., find out foundation ditch peripheryAll kinds of underground installations, comprise upper and lower water, cable, coal gas, sewage, rainwater, pipeline or pipeline pointCloth, finds out and locus, version, embedded depth of foundation, the type of foundation of surrounding building judges supporting pairIts impact, various mechanical equipment installations put in place and work well, and required various materials all put in place according to plan;
1.2 measure unwrapping wire
The guide pile providing according to urban planning authority carries out building axis location and draws horizontal control network.Horizontal control network should be followed first entirety, rear part, the principle of the low precision of high accuracy control; Lay plane controlNet should carry out according to general layout, construction floor plan, basis and first floor construction plan; Reconnaissance should be selectedPlace good at sighting condition, that safely, easily protect; Stake position should arrange firmly, and performs mark with red paintNote, with total powerstation by the axis pilot measurement of building to surrounding building wall, according to building axis emit outsideThe construction axis of rotary churning pile, support pile is also embedded in boundary of works area outside by axial line control stake, before jet grouting pile construction,The datum mark that survey crew should provide according to design document and owner is high to stake axis, Kong Wei, apertureCheng Jinhang measures setting-out, the datum mark of each axis is projected to safe and reliable and is convenient to the position of observing, with woodThe pile beacon position of portalling, and boring is carried out to Unified number;
1.3 rotary churning pile water stopping curtain constructions
Be illustrated in figure 2 rotary churning pile water stopping curtain of the present invention and arrange schematic diagram, Specific construction step is as follows:
1.3.1, preparation of construction
Adopt three pipe method churnings, should first send water under high pressure, send cement mortar and compressed air again; When injection, first should reachAfter predetermined expulsion pressure, whitewashing, then hoisting grouting pipe gradually, the lap of splice that Grouting Pipe segmentation promotesMust not be less than 100mm; In the time reaching design stake heights of roofs or the excessive slurry of ground appearance phenomenon, should stop immediately currentThe churning work of stake, and churning pipe is extracted and detergent line, formally march into the arena before construction, on-the-spot confirmation pipelineBehind position, excavate 2 meters of construction site below grounds with interior miscellaneous fill, then flatten, tamp; Close simultaneouslyRemoving the work is put construction machinery, transfer pipeline and power circuit position, guarantees " the three supplies and one leveling of construction site;
1.3.2, stake position setting-out
Before construction, measure the control point of jet grouting pile construction with total powerstation, and carry out mark, test line through repetition measurement and closeAfter lattice, lay stake position on the spot with steel ruler and survey line, and clench with timber, one one, ensure Zhuan Kong centerShift variance is less than 50mm;
1.3.4, build blowdown and mortar mixing system
In jet grouting pile construction process, will produce 10～20% the slurry amount of returning, waste pulp is introduced in sedimentation basin, heavyClear water behind shallow lake can carry out nuisanceless discharge according to site condition. Precipitation earth in the time of excavation pit in the lumpTransport. Whole audience sewage disposal system is included in precipitation and blowdown unification in, and mortar mixing system is mainly arranged on cementNear, be convenient to operation, mainly formed by mortar mixing equipment, mortar storage facilities, mortar conveying equipment;
1.3.4, rig is in place
After rig is in place, rig is carried out to leveling, centering, adjust the perpendicularity of rig, ensure drilling rod and stakePosition is consistent, and deviation should be in 10mm, and borehole perpendicularity error is less than 0.3%; Before boring, should debug air compressor machine,Slush pump, makes equipment operation normal; Verification run of steel, and by boring tower, mark depth line with red paint,At the bottom of ensureing hole, absolute altitude meets projected depth;
1.3.5, drawing hole drill enters
Before drilling machine construction, should first on sand gravel, draw hole, adopt truck-mounted drilling rig according to this engineering characteristicDraw hole drill and enter, in boring procedure, will record in detail drilling rod joint number, ensure the accurate of drilling depth, boringAfter completing, rig is removed, adopted length 500mm, diameter 50mmPVC pipe to insert aperture and use on-the-spot uselessAfter the filling clay of cement package bags of abandoning, shutoff aperture, in order to avoid the useless slurry of construction and on-the-spot foreign matter enter boringIn;
1.3.5, churning chassis is in place
Spud carriage shifting is arrived behind the position of boring, plastic tube and the cement package bags of protection drilling orifice are taken offOpen, adjust rotating disk and the overhead traveling crane of churning chassis, make spray boom can naturally vertically pass through rotating disk central authorities and drilling orificeAlignment;
1.3.6 interview spray,
After boring acceptance(check), before preparing to be lowered to shower nozzle and spray boom in boring, must carry out interviewing spray,Whether good to check high-pressure pump operation, it is unobstructed whether grout pipe line seals, and spray boom, nozzle have or not leakage;
1.3.7, be lowered to spray tool
After debug on ground, manage nozzle to be protected (first with transparent adhesive tape wrapping slurry gas-water tap, then with existingThe cement package bags parcel shower nozzle that field is discarded), prevent from spraying tool silt particle in lower hand-hole internal procedure and enter nozzle;
1.3.8, test pile
Before jet grouting pile construction, carry out test pile, determine churning speed of gyration, drilling rod hoisting velocity, grouting pressure,The construction parameters such as mud flow rate, grout coordinate ratio, nozzle diameter. This engineering injecting paste material adopts PO42.5 level waterMud, cement mixed weight 240kg/m, the ratio of mud 1.0, water pressure 20～30MPa, air pressure 0.7PMa,Slurries pressure 0.5～3MPa, Grouting Pipe hoisting velocity 10cm/min, the about 10r/min of rotary speed, nozzle is straightFootpath is difficult for being greater than 2.2mm, and test pile quantity is no less than 2, and particular location is determined according to on-site actual situations;
1.3.9, slurries mix cement
Injecting paste material adopts 42.5 Portland cements, and the ratio of mud of cement grout adopts 1.0, stirs waterThe water that mud is used, should meet " mixing concrete water " regulation (JGJ63-89). Slurrying adopts at a high speedMixer carries out secondary stirring, and the ratio of mud first in accordance with regulations aborts and cement under in agitator, processAfter fully stirring, measure the proportion of cement grout with densimeter, after meeting the requirements, flow into the second level by filtrationAgitator, then stir, ensure that cement grout mixing time is no less than 50s, do not use the rear time of preparation superCross the slurries of 4h;
1.3.10, rotary jet grouting
While starting rotary jet grouting, should start plant equipment according to the sequencing of slurry, gas, water, first by slip castingPump is carried cement mortar in boring, then carries gas with air compressor, finally carries clear water with high-pressure pump;While stopping rotary jet grouting, close down according to the sequencing of water, gas and electricity, slurry, if sequencing put upside down,Silt particle is easy to enter the slurry pipe in spray boom and causes blocked shot phenomenon.
Spray tool is adjusted pressure after arriving at the bottom of hole as early as possible, makes it to reach rapidly the required pressure of normal construction.When beginning, at the bottom of resting on hole, constantly rotates maintenance spray boom, in the time that cement grout is emerged in aperture, then according to executingWork technical parameter starts to promote spray tool;
In rotary jet grouting process, lay down after a spray boom, while continuing slip casting, nozzle position must exceed shower nozzleThe following 0.5m in origin-location, so that whole rotary churning pile overlap joint evenly;
Operating personnel and pulp feeding system are assumed unified command of by site operation person, the personnel of each side close fit, and carry outOn-the-spot original record;
Slip casting board operating personnel accomplish skillfully to grasp relevant technologies parameter, at the scene builder and technicianUnder guidance, according in hole depth and hole situation change, adjust in time relevant technologies parameter, Timing measurement enter slurry andOverfall proportion;
Carry out at any time the observation work of pressure and flow, record faithfully on request high-pressure slip-casting parameters andThe anomaly occurring.
In churning lifting process, can, according to different soil layers, adjust churning parameter.
This engineering geology is sand gravel geology, and space is larger, adopts and jumps hole construction.
While going here and there hole grout should carry out secondary grouting;
1.3.11, rig displacement
Churning rises to design stake top mark and stops churning when high, promotes drill bit and goes out aperture, cleans grouting pump and defeatedSend pipeline, then rig is shifted;
1.4, long screw auger drilling deposited pile construction
1.4.1, measure unwrapping wire
Measure unwrapping wire, stake position is put and is established deviation < 1cm, and is checked and accepted by second people's repetition measurement stake position errorless Hou Bao supervisorAfter signature, can construct;
1.4.2, pore-forming
After A, rig are in place, carry out preliminary examination, bit central and pile position deviation are less than 20mm, then adjust rig,By the two-way drilling rod perpendicularity of controlling well of two plumb bobs, qualified steadily creep into afterwards, when drill bit rigidly connects tread surface, first closesClose drill bit sealing, it is slow that running speed is wanted;
B, normal rate of penetration can be controlled in 1～1.50m/min, in drilling process, as run into bit freezing, brillMachine rocks, is offset, and should stop to bore to ascertain the reason, and can continue to creep into after taking corrective action;
C, the earthwork cleaning in time getting out, and stack in the unified place of transferring to appointment;
D, by the hole depth mark keyhole degree of depth on drilling rod, creep into the degree of depth and soil layer to designing requirement, warpSite supervision person checks and accepts can carry out concrete perfusion construction;
1.4.3, concrete pump feeding pile
Ground pump riding position should be reasonable, and the pipeline of delivering concrete reduces bend pipe as far as possible, in order to delivering concrete,The concrete of marching into the arena must meet design and code requirement, and slump should be controlled at 160～200mm alsoThere is good workability, mobility, field test slump, undesirable concrete is notMust be used for engineering construction, pump concrete carries out continuously, and the concrete height in ground stock bucket must not be lower than40cm, when lifting drilling rod connecting is near the ground, slows down and puies forward pipe speed and clear up in time aperture dregs and mix to ensure pile crownSolidifying soil property amount, special messenger is responsible for observing pump pressure and promotes situation with rig, drilling rod hoisting velocity should with rate of pumping phaseJoin, perfusion hoisting velocity is controlled at 2.5m/min, forbids first to carry and bores rear material filling, guarantees pile quality;
1.4.4, fabrication of reinforcing cage and installation
The main muscle of A, steel reinforcement cage is elongated reinforcing bar, and joint adopts welding, will note same cross section joint when weldingNumber must not exceed 50%, double welded joint length >=6d, and inconel weld >=12d, d is bar diameter, stirrup adopts spiral shellRevolve stirrup, main muscle and stirrup colligation, in order to ensure to lift rigidity, set up a stiffener in Heave Here,And to compared with the steel reinforcement cage in timber pile footpath, per pass reinforcement is set up " ten " word together and strengthened supporting, and strengthen stirrupConnect firm composition skeleton;
B, concrete grout, after force (forcing) pump is filled stake hole along with auger rises, lift steel reinforcement cage immediately. PeaceWhen dress steel reinforcement cage, require smooth operation, prevent that steel reinforcement cage from deforming; Center, mating holes position while transferring steel reinforcement cagePut down gently, put slowly, forbid raised pelter, transfer by force, prevent tilt, bending or collision hole wall. Through pointThe steel reinforcement cage that is welded into type is sling after placed in the middle can insert concrete certain depth by deadweight, cage long by conducting oneself with dignity orCannot be pressed into time, can add electromagnetic shaker shake into;
1.5, secondary jet grouting pile construction
After 15 days, start jet grouting pile construction between stake in poured support stake maintenance:
1.5.1, before drilling machine construction, should first on sand gravel, draw hole, in boring procedure, want detailed recordGood drilling rod joint number, ensures the accurate of drilling depth;
1.5.2, holed after, rig is removed, adopt length 500mm, diameter 50mmPVC to manage insertionAperture is also used after the on-the-spot discarded filling clay of cement package bags, and shutoff aperture, in order to avoid the useless slurry of construction and sceneForeign matter enters among boring;
1.5.3, spud carriage shifting is arrived after the Position Approximate of boring, by plastic tube and the water of protection drilling orificeMud drum pack is opened, and adjusts rotating disk and the overhead traveling crane of churning chassis, makes spray boom can naturally vertically pass through rotating disk central authoritiesAlign with drilling orifice;
1.5.4, boring acceptance(check) after, prepare to boring in be lowered to shower nozzle and spray boom before, must carry out groundExamination spray, whether good to check high-pressure pump operation, it is unobstructed whether grout pipe line seals, and spray boom, nozzle have or notLeak;
1.5.5, after ground debugs, manage nozzle to be protected, prevent from spraying tool in lower hand-hole internal procedureSilt particle enters nozzle;
1.5.6, carry out test pile before jet grouting pile construction, determine churning speed of gyration, drilling rod hoisting velocity, slip castingThe construction parameters such as pressure, mud flow rate, grout coordinate ratio, nozzle diameter;
1.5.7, slurrying adopt homogenizer carry out secondary stirring, the ratio of mud first is in accordance with regulations to agitatorIn under abort and cement, after abundant stirring, measure the proportion of cement grout with densimeter, meet and wantAfter asking, flow into second level agitator by filtration, then stir, ensure that cement grout mixing time is no less than50s, does not use the rear time of preparation to exceed the slurries of 4h;
1.5.8, start when rotary jet grouting, should start plant equipment according to the sequencing of slurry, gas, water, firstIn boring, carry cement mortar by grouting pump, then carry gas with air compressor, finally carry with high-pressure pumpClear water; While stopping rotary jet grouting, close down according to the sequencing of water, gas and electricity, slurry. If successively suitableOrder is put upside down, and silt particle is easy to enter the slurry pipe in spray boom and causes blocked shot phenomenon, and churning rises to design stake top markWhen high, stop churning, promote drill bit and go out aperture, clean grouting pump and conveyance conduit, then rig is shifted;
1.6, shotcrete with steel bar nets construction
1.6.1, domatic joint bar adopts HRB335 reinforcing bar. Reinforced mesh should fixedly secure on the wall of limit and meetThe protective layer thickness requirement of regulation, bar-mat reinforcement, reinforcement is connected with domatic joint bar should be solid and reliable;
1.6.2, gunite concrete match ratio should determine by test, maximum size of coarse aggregate should not exceed 12mm,The ratio of mud should not be greater than 0.45 gunite concrete and penetrate apart from should, at 0.6～1.2m, by progressively spraying after forward direction, preventingThe reinforced mesh corrosion that leaks outside;
1.6.3, according to field environmental condition, carry out the maintenance of gunite concrete, as water, fabric cover waterWater curing method, curing time is 5～7 days;
1.7, dewatering well and observation well construction
1.7.1,14 mouthfuls of dewatering wells of cloth in foundation ditch, spacing is 15 meters. 5 mouthfuls of observation wells are arranged in rotary churning pile outside;
1.7.2, dewatering well and to observe well diameter be 800mm, the initial elevation of well of dewatering well is nature ground,Excavation of foundation pit to the elevation of well in foundation ditch after projected depth is absolute altitude+0.2m at the bottom of foundation ditch, and at the bottom of foundation ditch, absolute altitude is to go into the wellDark 5m, observing the initial elevation of well of well is nature ground, well depth is for arriving level of ground water absolute altitude-0.5m;
1.7.3, hole excavation prerequisite the last fortnight carries out precipitation, guarantees that the each stage excavation face of foundation ditch is without open fire, foundation ditchInterior water level elevation control is absolute altitude-0.5m at the bottom of foundation ditch;
1.7.4, during excavation of foundation pit, should measure level of ground water in pump-out and foundation ditch every day to surrounding buildingImpact. Every day observed stage variation, as find SEA LEVEL VARIATION abnormal, should analyze reason, search breakthrough;
1.8, deformation observation
1.8.1, slope deforming observation station is arranged in foundation pit deformation larger part, top, slope, every segment base hole observation station spacingBe not more than 25m, top, slope, every segment base hole observation station is no less than 3, and every solitary building observation station is no less than 6;
1.8.2, deformation observation point need bury underground before rotary churning pile, support pile and earth excavation, monitoring one in 2～5 daysInferior;
In observation cycle, must meet following requirement simultaneously:
(1), after every layer of earth excavation, in 24 hours, monitor once.
(2), after rain, monitor once
(3) when, distortion is accelerated and do not restrain, encrypt observation frequency.
(4), excavation of foundation pit to designed elevation, interval 3 days, 7 days monitoring after deformation observation value tends towards stabilityOnce, after two weeks, monitoring in 15 days once, is monthly observed once later.
According to engineering soil condition, foundation pit deformation early warning value must meet design calculation and surrounding building pairThe deformation requirements of foundation ditch.
Observing Well Water Level observation early warning value must meet the following requirements:
(1) construction time should be observed the 2. following soil layer mixing water level of layer. As depth to water is less than 2 meters, should be timelyNotice designing unit.
(2) should observe 2. the following soil layer mixing water level of layer as benchmark taking the construction time, SEA LEVEL VARIATION early warning value is ±0.500m。
1.9, check and accept.
The present invention is applicable to that level of ground water is high, the pattern foundation pit supporting structure of sand gravel complicated geological, periphery adjoining buildingEngineering.
Claims (9)
1. the large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method, is characterized in that, comprises the following steps:
1.1 preparation of construction
The Geotechnical Engineering prospecting report of research construction area, understand structure, distribution, performance indications and the underground water distribution situation of soil layer, find out all kinds of underground installations, the locus of surrounding building, version, embedded depth of foundation, type of foundation, judge that supporting affects it, mechanical equipment installation puts in place and works well, and required various materials all put in place according to plan;
1.2 measure unwrapping wire
Carry out building axis location and draw horizontal control network according to guide pile, with total powerstation by the axis pilot measurement of building to surrounding building wall, emit the construction axis of outside rotary churning pile, support pile and axial line control stake is embedded in to boundary of works area outside according to building axis, according to datum mark, stake axis, Kong Wei, aperture elevation are measured to setting-out, by the datum mark of each axis project to safe and reliable and be convenient to observe position, mark position, hole with timber, and boring is carried out to Unified number;
1.3 rotary churning pile water stopping curtain constructions
1.3.1, preparation of construction
On-the-spot confirm after pipeline position, excavate 2 meters of construction site below grounds with interior miscellaneous fill, then flatten, tamp, reasonable Arrangement construction machinery, transfer pipeline and power circuit position, guarantee " three supplies and one leveling " of construction site simultaneously;
1.3.2, stake position setting-out
Before construction, measure the control point of jet grouting pile construction with total powerstation, and carry out mark, through repetition measurement test line qualified after, lay stake position on the spot with steel ruler and survey line, and clench with timber, one one, guarantee Zhuan Kong center shift variance is less than 50mm;
1.3.3, rig is in place
After rig is in place, rig is carried out to leveling, centering, adjust the perpendicularity of rig, ensure that drilling rod is consistent with stake position, deviation is less than 10mm, borehole perpendicularity error is less than 0.3%, before boring, debugging air compressor machine, slush pump, make equipment operation normal, verification run of steel, and by boring tower, marking depth line with red paint, at the bottom of guarantee hole, absolute altitude meets projected depth;
1.3.4, drawing hole drill enters
Before drilling machine construction, on sand gravel, draw hole, in boring procedure, to record in detail drilling rod joint number, ensure the accurate of drilling depth, after having holed, rig is removed, adopted plastic tube to insert aperture and use after the on-the-spot discarded filling clay of cement package bags, shutoff aperture, in order to avoid the useless slurry of construction and on-the-spot foreign matter enter among boring;
1.3.5, churning chassis is in place
Spud carriage shifting is arrived behind the position of boring, plastic tube and the cement package bags of protection drilling orifice are opened, adjust rotating disk and the overhead traveling crane of churning chassis, spray boom can vertically be alignd with drilling orifice by rotating disk central authorities naturally;
1.3.6 interview spray,
After boring acceptance(check), before preparing to be lowered to shower nozzle and spray boom in boring, must carry out interviewing spray, whether good to check high-pressure pump operation, it is unobstructed whether grout pipe line seals, and spray boom, nozzle have or not leakage;
1.3.7, be lowered to spray tool
After ground interview spray, nozzle is protected, prevented from spraying tool silt particle in lower hand-hole internal procedure and enter nozzle;
1.3.8, test pile
Before jet grouting pile construction, carry out test pile, determine churning speed of gyration, drilling rod hoisting velocity, grouting pressure, mud flow rate, grout coordinate ratio, nozzle diameter, test pile quantity is no less than 2, and particular location is determined according to on-site actual situations;
1.3.9, slurries mix cement
Slurrying adopts homogenizer to carry out secondary stirring, the ratio of mud in accordance with regulations aborts and cement in agitator, after abundant stirring, measure the proportion of cement grout with densimeter, after meeting the requirements, flow into second level agitator by filtration, stir again, ensure that cement grout mixing time is no less than 50s, do not use the rear time of preparation to exceed the slurries of 4h;
1.3.10, rotary jet grouting
While starting rotary jet grouting, should start plant equipment according to the sequencing of slurry, gas, water, first in boring, carry cement mortar by grouting pump, then carry gas with air compressor, finally carry clear water with high-pressure pump; While stopping rotary jet grouting, close down according to the sequencing of water, gas and electricity, slurry, in churning lifting process, adjust churning parameter according to different soil layers;
1.3.11, rig displacement
Churning rises to design stake top mark and stops churning when high, promotes drill bit and goes out aperture, cleans grouting pump and conveyance conduit, then rig is shifted;
1.4, long screw auger drilling deposited pile construction
1.4.1, measure unwrapping wire
Stake position is put and is established deviation < 1cm, and can construct after checking and accepting signature by second people's repetition measurement stake position errorless Hou Bao supervisor;
1.4.2, pore-forming
After A, rig are in place, carry out preliminary examination, bit central and pile position deviation are less than 20mm, then adjust rig, and by two two-way drilling rod perpendicularity of controlling well of plumb bob, qualified steadily creep into afterwards, when drill bit rigidly connects tread surface, first closes drill bit sealing, and it is slow that running speed is wanted;
B, the earthwork cleaning in time getting out, and stack in the unified place of transferring to appointment;
C, by the hole depth mark keyhole degree of depth on drilling rod, creep into the degree of depth and soil layer to designing requirement, through site supervision person check and accept can carry out concrete perfusion construction;
1.4.3, concrete pump feeding pile
Pump concrete carries out continuously, and the concrete height in ground stock bucket must not, lower than 40cm, when lifting drilling rod connecting is near the ground, slows down and put forward pipe speed and clear up in time aperture dregs;
1.4.4, fabrication of reinforcing cage and installation
The main muscle of A, steel reinforcement cage is elongated reinforcing bar, and joint adopts welding, and when welding, same cross section piece-ups must not exceed 50% of main muscle number, double welded joint length >=6d, and inconel weld length >=12d, d is bar diameter, stirrup adopts tie hoop, main muscle and stirrup colligation;
B, concrete, after force (forcing) pump is filled stake hole along with auger rises, lift steel reinforcement cage immediately, sling after placed in the middle and can insert concrete certain depth by deadweight through the steel reinforcement cage of spot welding moulding, and steel reinforcement cage is long cannot be pressed into by conducting oneself with dignity time, add electromagnetic shaker shake into;
1.5, secondary jet grouting pile construction
After 15 days, start jet grouting pile construction between stake in cast-in-situ bored pile maintenance:
1.5.1, before drilling machine construction, on sand gravel, draw hole, in boring procedure, record drilling rod joint number, ensure drilling depth accurately;
1.5.2, holed after, rig is removed, adopt plastic tube to insert aperture and with after the on-the-spot discarded filling clay of cement package bags, shutoff aperture;
1.5.3, spud carriage shifting is arrived after the Position Approximate of boring, plastic tube and the cement package bags of protection drilling orifice are opened, adjust rotating disk and the overhead traveling crane of churning chassis, spray boom can vertically be alignd with drilling orifice by rotating disk central authorities naturally;
1.5.4, boring acceptance(check) after, prepare to boring in be lowered to shower nozzle and spray boom before, carry out interviewing spray;
1.5.5, interview after spray, nozzle is protected, prevent from spraying tool silt particle in lower hand-hole internal procedure and enter nozzle;
1.5.6, carry out test pile before jet grouting pile construction, determine churning speed of gyration, drilling rod hoisting velocity, grouting pressure, mud flow rate, grout coordinate ratio, nozzle diameter;
1.5.7, slurrying adopts homogenizer to carry out secondary stirring, the ratio of mud in accordance with regulations aborts and cement in agitator, after abundant stirring, measure the proportion of cement grout with densimeter, after meeting the requirements, flow into second level agitator by filtration, stir again, ensure that cement grout mixing time is no less than 50s, do not use the rear time of preparation to exceed the slurries of 4h;
1.5.8, start when rotary jet grouting, to start plant equipment according to the sequencing of slurry, gas, water, first in boring, carry cement mortar by grouting pump, then carry gas with air compressor, finally carry clear water with high-pressure pump; While stopping rotary jet grouting, close down according to the sequencing of water, gas and electricity, slurry, churning rises to design stake top mark and stops churning when high, promotes drill bit and goes out aperture, cleans grouting pump and conveyance conduit, then rig is shifted;
1.6, shotcrete with steel bar nets construction
1.6.1, the reinforced mesh protective layer thickness requirement that fixedly secures on the wall of limit and conform with the regulations, bar-mat reinforcement, reinforcement and domatic joint bar firm and reliable connection;
1.6.2, gunite concrete match ratio determines by test, maximum size of coarse aggregate should not exceed 12mm, the ratio of mud should not be greater than 0.45, gunite concrete is penetrated apart from being 0.6～1.2m, by progressively spraying after forward direction, prevents that reinforced mesh from exposing corrosion;
1.6.3, according to field environmental condition, carry out the maintenance of gunite concrete, as water, fabric covers water seasoning method, curing time is 5～7 days;
1.7, dewatering well and observation well construction
1.7.1,14 mouthfuls of dewatering wells of cloth in foundation ditch, spacing is 15 meters, 5 mouthfuls of observation wells are arranged in rotary churning pile outside;
1.7.2, dewatering well and observation well diameter are 800mm, the initial elevation of well of dewatering well is nature ground, excavation of foundation pit to the elevation of well in foundation ditch after projected depth is absolute altitude+0.2m at the bottom of foundation ditch, the following well depth 5m of absolute altitude at the bottom of foundation ditch, observing the initial elevation of well of well is nature ground, and well depth is for arriving level of ground water absolute altitude-0.5m;
1.7.3, excavation of foundation pit prerequisite the last fortnight carries out precipitation, guarantees that the each stage excavation face of foundation ditch is without open fire, in foundation ditch, water level elevation control is absolute altitude-0.5m at the bottom of foundation ditch;
1.7.4, should measure the impact of level of ground water on surrounding building in pump-out and foundation ditch during excavation of foundation pit every day, every day observed stage variation, as found, SEA LEVEL VARIATION is abnormal, should analyze reason, searches breakthrough;
1.8, deformation observation
1.8.1, slope deforming observation station is arranged in foundation pit deformation larger part, top, slope, every segment base hole observation station spacing is not more than 25m, top, slope, every segment base hole observation station is no less than 3, every solitary building observation station is no less than 6;
1.8.2, deformation observation point need and bury underground before earth excavation before the construction of rotary churning pile, support pile, within 2～5 days, monitor once;
1.9, check and accept.
2. the large particle diameter sand gravel of high water level according to claim 1 geology deep basal pit combination supporting construction method, is characterized in that, adopts truck-mounted drilling rig to draw hole drill and enter while drawing hole.
3. the large particle diameter sand gravel of high water level according to claim 1 geology deep basal pit combination supporting construction method, is characterized in that, described plastic tube is the pvc pipe of length 500mm, diameter 50mm.
4. the large particle diameter sand gravel of high water level according to claim 1 geology deep basal pit combination supporting construction method, it is characterized in that, injecting paste material adopts PO42.5 class g cement, cement mixed weight 240kg/m, the ratio of mud 1.0, water pressure 20～30MPa, air pressure 0.7PMa, slurries pressure 0.5～3MPa, Grouting Pipe hoisting velocity 10cm/min, rotary speed is 10r/min, and nozzle diameter is not more than 2.2mm.
5. the large particle diameter sand gravel of high water level according to claim 1 geology deep basal pit combination supporting construction method, is characterized in that, because this engineering geology is sand gravel geology, space is larger, adopts and jumps hole construction.
6. the large particle diameter sand gravel of high water level according to claim 1 geology deep basal pit combination supporting construction method, it is characterized in that, the concrete of marching into the arena must meet design and code requirement, concrete slump is controlled at 160～200mm, and there is good workability, mobility, field test concrete slump, undesirable concrete must not be used for engineering construction.
7. the large particle diameter sand gravel of high water level according to claim 1 geology deep basal pit combination supporting construction method, it is characterized in that, in order to ensure to lift rigidity, set up a stiffener in Heave Here, and to compared with the steel reinforcement cage in timber pile footpath, per pass stiffener is set up " ten " word together and is strengthened support, with reinforcement stirrup firm welding composition skeleton.
8. the large particle diameter sand gravel of high water level according to claim 1 geology deep basal pit combination supporting construction method, is characterized in that, in observation cycle, must meet following requirement simultaneously:
(1), after every layer of earth excavation, in 24 hours, monitor once;
(2), after rain, monitor once;
(3) when, distortion is accelerated and do not restrain, encrypt observation frequency;
(4), excavation of foundation pit to designed elevation, after deformation observation value tends towards stability, once, after two weeks, once, monthly observation is once later in monitoring in 15 days in interval 3 days, 7 days monitoring.
9. the large particle diameter sand gravel of high water level according to claim 1 geology deep basal pit combination supporting construction method, is characterized in that, observing Well Water Level observation early warning value must meet the following requirements:
(1), 2. the construction time should observe the following soil layer mixing water level of layer, as depth to water is less than 2 meters, should notify in time designing unit;
(2), should observe 2. the following soil layer mixing water level of layer as benchmark taking the construction time, SEA LEVEL VARIATION early warning value is ± 0.5m.
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