CN105714769A - Construction method for anti-sliding cast-in-place pile - Google Patents

Abstract

The invention discloses a construction method for an anti-sliding cast-in-place pile. According to the technical scheme, the construction method is characterized in that means of timely pumping water and quickening warehousing during pouring, and technical means of quickening initial setting of concrete are adopted at a place where a slope body with a slope surface close to the river has relatively great water seepage, possibly collapses and sinks, and causes great difficulty to pouring construction. The construction method has the advantages that a submersible pump is adopted for draining off water when a water yield in an excavation process is relatively small, in-hole two-fluid water-stop slip casting is firstly carried out before every-time excavation construction when the water yield is relatively great, wherein every-time excavation depth is 1m, two-fluid slip casting holes are arranged along the periphery of a pile hole according to hole depth of 1.5m and spacing of 0.5m, so that the wall body collapse can be effectively controlled; and in a concrete pouring process, a C30 slump constant is as small as possible, and a necessary accelerating agent is added, so that pile body stabilization can be quickened.

Description

A kind of antiskid cast-in-place pile construction method

Technical field

The present invention relates to a kind of antiskid cast-in-place pile construction method, belong to reinforcing side slope technique field.

Background technology

Friction pile is primarily subjected to side force in a process on gear landslide, but it is with common buildings ground and to bear the stake character of side force in bridge pile foundation entirely different, the latter is direct bearing load the active stake actively transmitting stress in soil, and the friction pile in landslide control engineering does not directly bear the effect of external load, only because slip mass deforms or mobile under the effect of deadweight or other exopathogenic factors, and passive bear the load action that slope body produces due to deformation.

Such as, application number a kind of bidirectional screw soil compaction cast-in-place pile construction method that has been the patent disclosure of CN201510041985.7, step includes: preparation of construction；Pull out brill, pump concrete；Placing of reinforcement cage；Repeat construction；Pile body maintenance；Foundation pile test and detection.It is an advantage of the current invention that in this construction method boring procedure, noise is low, it is little to vibrate, not casting completely, not muck haulage.Owing to the soil body in stake holes entering to bore and two-way when carrying brill can be expressed in stake holes sidewall by two-way closed extruding-enlarging aiguille, thus the stake holes occurred in non-Squeezing Soil Pile engineering method can be avoided in formation of pile to cave in, mud off, pile bottom sediment be blocked up and pile peripheral earth Stress Release caused by stake holes casting causes to the displacement in hole and strength retrogression.

Such as, application number a kind of winter severe cold weather construction of manual-excavation cast-in-place pile engineering method that has been the patent disclosure of CN201210350856.2, its step is as follows: is not increasing on the basis of expense during (1) design stake footpath, is reducing stake number, increase stake footpath；(2) personnel arrangement selects the borehole operating personnel having construction experience in winter in the north, and is equipped with winter construction appliances for labor protection necessary to manually digging hole operation, separately arranges soft cat ladder in borehole operation aperture；(3) borehole power tool, inner concrete stirring all carries out under heating state；(4) concrete transport adopts concrete tank to transport, concrete tank charge can periphery parcel heat-preservation cotton；(5) inner concrete is built and is exceeded the design high minimum 1.0m of stake top mark, and covering insulation material simultaneously, and above heat-preservation cotton overburden soil.

Such as, the application number tide environmental impact pore-creating filling pile construction that has been the patent disclosure of CN201310447129.2, comprise the steps: (a) preparation of construction；Heart location, (b) hole；(c) driller insertion；The pore-creating of (d) bored concrete pile；(e) permanent steel pile casting retaining wall；F () boring is checked and accepted；(g) fabrication of reinforcing cage with lay；H () bored concrete pile is built；I () cleans and arranges.This invention address that filling pile construction block stone layer in the thicker Qiantang River of block stone layer under water is thick; the groynes of complicated geology and repeatedly jackstone are speedily carried out rescue work pool section; the construction period can be shortened largely; by adopting steel wall sleeve; pile foundation is risen permanent protective effect; the maintenance cost of the generation that minimizing weathers because of dam body, and adopt the down-hole hammer eccentric pipe-following drilling technology of advanced person to improve the drilling rod of rig and the joint length of follow-up sleeve pipe, use permanent set cylinder-wall.

In sum, although the construction construction of traditional friction pile is fast, easily operate, but shortcoming is friction pile utilizes pile peripheral earth to make the embedding of stake of stablizing the soil body, be not suitable for the landslide of relatively plastomer；The steel expended are more；Due to friction pile cross section many employings rectangle, and rectangular pile adopts hand excavation substantially, there is the shortcoming that mechanical rate is low and security risk is bigger.

Summary of the invention

It is an object of the invention to provide a kind of antiskid cast-in-place pile construction method that can overcome above-mentioned technical problem, the present invention can accelerate use progress and save cost while of can adopting the antiskid construction technology of incorporation engineering feature according to the restriction of execution conditions and can effectively meet detail design requirement.

The technical scheme is that and close on, domatic, the place that slope, river bank body seeps water more greatly and likely very big difficulty is subside and pouring construction is caused in landslide, adopt the technological means drawn water in time and accelerate means of putting in storage, quickening concrete initial set when perfusion.

The present invention comprises the following steps:

(1), construction information prepares

(11), site topography data and report of engineering geological exploration are grasped before manually digging hole construction；

(12), the data of construction drawing and the technical specification relevant to friction pile and technical measures, and carry out drawing joint examination；

(13), arrangement and method for construction is write；

(14), cement, sandstone, the product certificate of reinforcing bar main raw material(s), quality inspection are reported；Namely friction pile work progress needs intermediate materials and the intermediate materials of pouring construction process are required for reaching the standard that national regulation specifies, it is necessary to have the quality certification and quality report, ensured the quality of links in work progress；

(2), field operation prepares

(21), on-the-spot verification design, survey fixed pile by design, carry out construction lofting, the error occurred according to building site concrete condition and construction during setting-out, described Zhuan Wei size Daewoo design size, then leveling place, aperture；

(22), run derrick on well head or shake the head gin pole muck removal, charging, and sling height should exceed more than well head 3m and set up interim shelter, carries out the slope angle gutter on well head side slope, connects downstream draining；Well head sets railing and loads and unloads pedal and the well head switch gate of material for lifting personnel；

(23), stablizing for protection friction pile upper flat, hardened in place within the scope of 3m around friction pile, hardening adopts C25 concrete, thick 20cm；

(24), borehole lifting adopt well-bucket and lifting appliance, lifting appliance must be provided with gripping mechanism；

(25), construction period, it is considered to the infiltration of Pluvial side slope toe and subsoil water, being equipped with 2 suction pumps, separately standby 1 immersible pump is used for emergency drainage in well in flood season；

(26), determine that lifting appliance arranges position, in order hoc apparatus installation in place；

(27), before construction, on the right side of friction pile, tri-grades of packways of 3# slip mass EL235, EL250, EL265 are observed deformation observation a little, friction pile work progress is tracked observation, described EL represents height above sea level, absolute altitude, and EL235 represents that the relative elevation elevation at described position is 235；

(28), there is top-bottom cross operation with friction pile construction in 3# slip mass anchor cable, anchor pole and anchoring beam construction, for ensureing friction pile construction safety, side slope safety protected working must be carried out before going into operation, draft and face side slope side at friction pile and do 2.5 meters of high barricades to prevent rockfall or article from dropping harm, barricade adopts array pitch 1.5m between steel pipe support, bamboo splint completely spreads, elongated layout；It is actually needed according to scene, higher level's slope construction is taked classified protection measure again；

(3), construction equipment selects

According to sitework geological state, select digging tool, go out soil working tool, precipitation instrument, illuminations, ventilation instrument, dado template, detection equipment；

(4), site operation

(41), backfill outside stake

Export actual landform according to diversion tunnel to measure, outside the friction pile of seven, downstream, berm width is less than 5m, and outside platform height is EL222, EL222 represents that relative elevation elevation is 222, design of pile top elevation EL230, EL230 represents that relative elevation elevation is 230, first friction pile exterior lateral area is carried out backfill process, to ensure outside pressure balance in pile body, waste in access tunnel Bailey bridge waste region is adopted to backfill outside stake, because backfill material mostly is the cubic meter of stone, after backfill, porosity is big, for avoiding river course in a large number to infiltration in friction pile, consideration river course in flood season is to washing away that platform can cause simultaneously, stake outer backfill width is enlarged to 12m, the actual measurement stake heart is from opposite bank 104m, in the middle of backfill region, 2m adopts clay backfilling, backfill material adopts bull-dozer to roll, 1:1.5 is compared on backfill slope near water, region；

(42), stake position unwrapping wire

Thering is provided control point according to Construction Party, according to design drawing and designing requirement, adopt total powerstation to throw peg central point with method of polar coordinates, pile center adopts timber, reinforcing bar labelling, and stake position setting-out deviation must less than 50mm；The stake holes aperture measurement of higher degree adopts level gauge, measures each stake holes mouth absolute altitude according to the bench mark set, by self-inspection qualified after submit a report asking for management and check and accept and confirm；

(43), manually digging hole

(431), preparing pile body construction, after stake position determines, build retaining circle at pore digging edge, in case in insulated stream hand-hole, after guard ring reaches requirement of strength, arranging cross lead-in wire labelling on guard ring, well head center overlaps with the stake heart；Undertaken excavating by every three people one group, retaining wall, take during construction to jump excavation construction；

(432), pore-forming tunnels, for making aperture in antiskid stake holes digging process stable, before formal excavation, friction pile fore shaft is poured into a mould at position, aperture, 50cm width is made around friction pile top fore shaft, the armored concrete enclosing of thick 50cm, fore shaft upper surface and friction pile anchoring section stake top are in one plane, fore shaft adopts C20 reinforced concrete structure, stake adopts hoe to excavation, the driving pore-forming that pneumatic pick matches with drillhole blasting, according to top geological condition, stake soil excavation is carried out again after first squeezing into downwards advanced reinforcing bar, every deep excavation 2m tackles vertical degree of the peg hole and carries out self-inspection, blasting is adopted for entering the big rock of rock section hardness at the bottom of stake, prevent stone from flying out well head and ensure that upper strata pile wall is not damaged during explosion, stack 30cm thickness sand pocket；

(433), retaining wall, often tunnel 1.0m, namely retaining wall is carried out, breast wall concrete thickness is 25cm, joins monolayer reinforcing bar, hoop and vertically respectively join diameter 12mm and 16mm screw-thread steel, internal mold is steel form, bottom sets radially wedge shape mouth, wedge-shaped opening height 10cm width 11cm, it is simple to breast wall concrete puts in storage construction next time；Retaining wall concrete adopts blending station centralized mixing, is transported to work surface, manually puts in storage, vibration compacting；

Stake holes center line plane position deviation is less than 50mm, and vertical missing is less than 45mm, retaining wall cover to reinforcement 40mm, and every layer of retaining wall vertical reinforcement inserts lower floor retaining wall 500mm, makes upper and lower retaining wall mutually socket to avoid retaining wall drawing crack because of deadweight；According to practical situation in panelling construction process, support is set inside concrete dado, to prevent retaining wall from deforming, it is ensured that construction safety；Anti-wall has obvious water spot place, should arrange aqueduct draining；

The special easily side of collapsing often tunnels in region 0.3～0.5m and namely carries out retaining wall, and dado thickness should meet design requirement；Utilize cross lead-in wire calibration punching block center, before cast retaining wall concrete, place retaining wall reinforcing bar, it is ensured that retaining wall intensity, quality and safety；

(434), borehole wall collapse processes；

In work progress, at groundwater effect or when causing landslide because of the effect of blowing out, controlling in well and contiguous blowing out, carry out retaining wall supporting, at the vacancy stone filling that collapses, the suitable reinforcement of retaining wall, pouring concrete should not be shored by form removal not up to before design strength 80%；When rock crushing and groundwater effect continue to collapse and collapse, remove danger stone, joist sleeper is built in landslide place, and reinforce stickfast with timber wedge, spike, the inside block stone is filled, to stop soil stone to continue to cave in, and supporting immediately, suitably encryption landslide place reinforcing bar, pouring concrete can not be shored by form removal not up to before design strength 80%；

(435), slag tap, well-bucket, illumination, removable cover and ventilation blower are installed

(4351), when installing assembly pulley and well-bucket, well-bucket is made when overlapping as borehole, to control Zhuan Wei center and the centrage of retaining wall formwork with stake holes center intuitively；

(4352), the Safety lamps and lanterns of shaft bottom illumination low-tension supply, water blocking tape cover；Stake mouth sets guardrail；

(4353), when stake holes is deeply more than 10m, should to underground ventilating, strengthen cross-ventilation, ventilate and adopt aerator, it is furnished with plastics ajutage, upper and lower rotation operation during operation, in stake holes, personnel pay close attention to the situation of personnel under stake holes of observing, response mutually, prevents the generation of security incident conscientiously；

(4354), stake holes mouth install horizontal translocation activity safety cover plate, safety cover plate should have been covered when there being people to construct in stake holes, it is prevented that foreign material fall down pounds people；Unrelated person must not near stake holes mouth limit；During handling slag, then open safety cover plate；

(4355), checking stake position central axis and absolute altitude, with the location line of stake holes mouth for foundation, school is surveyed section by section；To prevent stake holes from tilting and distortion；During next joint retaining wall of construction, hole headroom size, center off normal are checked every time, determine center, hole and positive direction by steel ruler and mutual stake, draw to both sides chi to check hole headroom size；

(4356), successively down cycle operation, stake holes is dug to projected depth, removes empty slag, check geological condition, should be bearing on the supporting course of design defined at the bottom of stake, along with stake holes is dug deeply, set in hole rigidity ladder falls, the semicircle net with hole wall anchoring is set and blocks；

(4357), stay slag at ground change location, to keep sample when borehole process runs into geological transformation, check and whether be consistent with geologic information, as reported to supervising engineer in time when not meeting geologic information；

(4358), inspect for acceptance, notify after pore-forming that supervising engineer arrives site inspection, be confirmed whether to meet requirement, it is necessary to absolute altitude, stake position center line, the borehole wall at the bottom of pile body diameter, size, hole are vertically measured comprehensively, carry out construction note, handle concealment acceptance formality；

(4359), at the bottom of stake underseal: pile body digs to designed elevation, carries out removing slag from pile bottom, drainage sunk well, then adopts C20 concrete to carrying out back cover at the bottom of stake, and its thickness is 10cm.

(436), draining

When underground water outlet, transport with by muddy water well-bucket with digging, first digging catch pit at the bottom of stake holes, precipitation limit, the limit borehole that draws water is sunk to high-lift pump, water pump size is determined by pump-out, carrying out biliquid sealing slip casting in hole in next time before excavation construction, each cutting depth is 1 meter simultaneously, and hole depth 1.5 meters is pressed in two fluid grouting hole；Spacing 0.5 meter, along stake holes periphery, below construction to sliding surface, during without panelling construction section, if river course infiltration occur or caving in, stops construction；

(44), fabrication of reinforcing cage with hang；

(441), fabrication of reinforcing cage: the boundary of works area caisson designing pile length 16m to 23m at friction pile pile body place, diameter 3m, main muscle specification adopts 36mm screw-thread steel, distribution bar adopts 16mm screw-thread steel, reinforcing bar is in Gang Jia factory patterning process, processing dimension strictly presses design drawing and code requirement, it is transported to job site piecemeal to stack, steel reinforcement cage is installed in stake, the main muscle of steel reinforcement cage adopts sleeve connection, joint should stagger more than 1.5m, stirrup adopts welding, weld length meets single welding 10d, welding by both sides 15d, the joint quality of mechanical connecting joint and welding should meet related specifications requirement, concrete pad is set between reinforcing bar and breast wall concrete, guarantee that steel reinforcement cage is placed in the middle；

(442), the manufacturing deviation of steel reinforcement cage should meet the following requirements:

(4421), main muscle spacing: ± 10mm；

(4422), stirrup spacing: ± 20mm；

(4423), diameter: ± 10mm；

(4424), length: ± 100mm.

(45), concrete stirring and perfusion；

(451), adopt C30 concrete pouring, on-the-spot HZS120 blending station mixing, first stake holes should be cleared up before perfusion, drain hydrops, it is ensured that the clear end is clean, and described HZS120 is a kind of model of mixing station mixing equipment system；

(452), adopt the transport of concrete tank car to on-the-spot, it is to avoid concrete generation laminated segregation phenomenon, when the stake holes degree of depth is less than 15 meters, adopt the slow string pipe mode that drops of concrete to put in storage, string pipe from the height at the bottom of hole less than 2m；When the stake holes degree of depth is more than 15 meters, the diameter steel elephant trunk mode more than 20 centimetres is adopted to put in storage；

For ensureing concrete degree of compaction, adopt vibrating head layering tamping, build height less than 0.5 meter for every section, vibrating head operation accomplishes that fast inserting is pulled out slowly, vibrating head should be twitched by vibrating process up and down slightly, so that vibrating up and down uniformly, every some vibrating time was generally advisable with 20 seconds, 30 seconds, but also answering apparent surface is that level is no longer significantly sunk, no longer occurred that bubble, surface glow mortar and be as the criterion；

(453), laminated pouring vibrate, vibrating head should insert lower floor about 5cm, and to remove the seam of two-layer, concrete pouring is complete, should indwelling test block on request, stake top covers geomembrane maintenance often wet water or water storing conservation.

It is an advantage of the invention that the water yield hour employing immersible pump draining in digging process, when the water yield is big, first carry out biliquid sealing slip casting in hole before each excavation construction, each cutting depth is 1 meter, and hole depth 1.5 meters is pressed in two fluid grouting hole；Spacing 0.5 meter, along stake holes periphery, can effectively control wall body and subside, and adopts the C30 slump and adds accelerator, it is possible to accelerate pile body stable in casting concrete process.

Detailed description of the invention

Below embodiments of the present invention are described in detail.The present invention comprises the following steps:

(1), construction information prepares

(11), site topography data and report of engineering geological exploration are grasped before manually digging hole construction；

(12), the data of construction drawing and the technical specification relevant to friction pile and technical measures, and carry out drawing joint examination；

(13), arrangement and method for construction is write；

(14), cement, sandstone, the product certificate of reinforcing bar main raw material(s), quality inspection are reported；Namely friction pile work progress needs intermediate materials and the intermediate materials of pouring construction process are required for reaching the standard that national regulation specifies, it is necessary to have the quality certification and quality report, ensured the quality of links in work progress；

(2), field operation prepares

(21), on-the-spot verification design, survey fixed pile by design, carry out construction lofting, the error occurred according to building site concrete condition and construction during setting-out, described Zhuan Wei size Daewoo design size, then leveling place, aperture；

(22), run derrick on well head or shake the head gin pole muck removal, charging, and sling height should exceed more than well head 3m and set up interim shelter, carries out the slope angle gutter on well head side slope, connects downstream draining；Well head sets railing and loads and unloads pedal and the well head switch gate of material for lifting personnel；

(23), stablizing for protection friction pile upper flat, hardened in place within the scope of 3m around friction pile, hardening adopts C25 concrete, thick 20cm；

(24), borehole lifting adopt well-bucket and lifting appliance, lifting appliance must be provided with gripping mechanism；

(25), construction period, it is considered to the infiltration of Pluvial side slope toe and subsoil water, being equipped with 2 suction pumps, separately standby 1 immersible pump is used for emergency drainage in well in flood season；

(26), determine that lifting appliance arranges position, in order hoc apparatus installation in place；

(27), before construction, on the right side of friction pile, tri-grades of packways of 3# slip mass EL235, EL250, EL265 are observed deformation observation a little, friction pile work progress is tracked observation, described EL represents height above sea level, absolute altitude, and EL235 represents that the relative elevation elevation at described position is 235；

(28), there is top-bottom cross operation with friction pile construction in 3# slip mass anchor cable, anchor pole and anchoring beam construction, for ensureing friction pile construction safety, side slope safety protected working must be carried out before going into operation, draft and face side slope side at friction pile and do 2.5 meters of high barricades to prevent rockfall or article from dropping harm, barricade adopts array pitch 1.5m between steel pipe support, bamboo splint completely spreads, elongated layout；It is actually needed according to scene, higher level's slope construction is taked classified protection measure again；

(3), construction equipment selects

According to sitework geological state, select digging tool, go out soil working tool, precipitation instrument, illuminations, ventilation instrument, dado template, detection equipment；

(4), site operation

(41), backfill outside stake

Export actual landform according to diversion tunnel to measure, outside the friction pile of seven, downstream, berm width is less than 5m, and outside platform height is EL222, EL222 represents that relative elevation elevation is 222, design of pile top elevation EL230, EL230 represents that relative elevation elevation is 230, first friction pile exterior lateral area is carried out backfill process, to ensure outside pressure balance in pile body, waste in access tunnel Bailey bridge waste region is adopted to backfill outside stake, because backfill material mostly is the cubic meter of stone, after backfill, porosity is big, for avoiding river course in a large number to infiltration in friction pile, consideration river course in flood season is to washing away that platform can cause simultaneously, stake outer backfill width is enlarged to 12m, the actual measurement stake heart is from opposite bank 104m, in the middle of backfill region, 2m adopts clay backfilling, backfill material adopts bull-dozer to roll, 1:1.5 is compared on backfill slope near water, region；

(42), stake position unwrapping wire

Thering is provided control point according to Construction Party, according to design drawing and designing requirement, adopt total powerstation to throw peg central point with method of polar coordinates, pile center adopts timber, reinforcing bar labelling, and stake position setting-out deviation must less than 50mm；The stake holes aperture measurement of higher degree adopts level gauge, measures each stake holes mouth absolute altitude according to the bench mark set, by self-inspection qualified after submit a report asking for management and check and accept and confirm；

(43), manually digging hole

(431), preparing pile body construction, after stake position determines, build retaining circle at pore digging edge, in case in insulated stream hand-hole, after guard ring reaches requirement of strength, arranging cross lead-in wire labelling on guard ring, well head center overlaps with the stake heart；Undertaken excavating by every three people one group, retaining wall, take during construction to jump excavation construction；

(432), pore-forming tunnels, for making aperture in antiskid stake holes digging process stable, before formal excavation, friction pile fore shaft is poured into a mould at position, aperture, 50cm width is made around friction pile top fore shaft, the armored concrete enclosing of thick 50cm, fore shaft upper surface and friction pile anchoring section stake top are in one plane, fore shaft adopts C20 reinforced concrete structure, stake adopts hoe to excavation, the driving pore-forming that pneumatic pick matches with drillhole blasting, according to top geological condition, stake soil excavation is carried out again after first squeezing into downwards advanced reinforcing bar, every deep excavation 2m tackles vertical degree of the peg hole and carries out self-inspection, blasting is adopted for entering the big rock of rock section hardness at the bottom of stake, prevent stone from flying out well head and ensure that upper strata pile wall is not damaged during explosion, stack 30cm thickness sand pocket；

(433), retaining wall, often tunnel 1.0m, namely retaining wall is carried out, breast wall concrete thickness is 25cm, joins monolayer reinforcing bar, hoop and vertically respectively join diameter 12mm and 16mm screw-thread steel, internal mold is steel form, bottom sets radially wedge shape mouth, wedge-shaped opening height 10cm width 11cm, it is simple to breast wall concrete puts in storage construction next time；Retaining wall concrete adopts blending station centralized mixing, is transported to work surface, manually puts in storage, vibration compacting；

Stake holes center line plane position deviation is less than 50mm, and vertical missing is less than 45mm, retaining wall cover to reinforcement 40mm, and every layer of retaining wall vertical reinforcement inserts lower floor retaining wall 500mm, makes upper and lower retaining wall mutually socket to avoid retaining wall drawing crack because of deadweight；According to practical situation in panelling construction process, support is set inside concrete dado, to prevent retaining wall from deforming, it is ensured that construction safety；Anti-wall has obvious water spot place, should arrange aqueduct draining；

The special easily side of collapsing often tunnels in region 0.3～0.5m and namely carries out retaining wall, and dado thickness should meet design requirement；Utilize cross lead-in wire calibration punching block center, before cast retaining wall concrete, place retaining wall reinforcing bar, it is ensured that retaining wall intensity, quality and safety；

(434), borehole wall collapse processes；

In work progress, at groundwater effect or when causing landslide because of the effect of blowing out, controlling in well and contiguous blowing out, carry out retaining wall supporting, at the vacancy stone filling that collapses, the suitable reinforcement of retaining wall, pouring concrete should not be shored by form removal not up to before design strength 80%；When rock crushing and groundwater effect continue to collapse and collapse, remove danger stone, joist sleeper is built in landslide place, and reinforce stickfast with timber wedge, spike, the inside block stone is filled, to stop soil stone to continue to cave in, and supporting immediately, suitably encryption landslide place reinforcing bar, pouring concrete can not be shored by form removal not up to before design strength 80%；

(435), slag tap, well-bucket, illumination, removable cover and ventilation blower are installed

(4351), when installing assembly pulley and well-bucket, well-bucket is made when overlapping as borehole, to control Zhuan Wei center and the centrage of retaining wall formwork with stake holes center intuitively；

(4352), the Safety lamps and lanterns of shaft bottom illumination low-tension supply, water blocking tape cover；Stake mouth sets guardrail；

(4353), when stake holes is deeply more than 10m, should to underground ventilating, strengthen cross-ventilation, ventilate and adopt aerator, it is furnished with plastics ajutage, upper and lower rotation operation during operation, in stake holes, personnel pay close attention to the situation of personnel under stake holes of observing, response mutually, prevents the generation of security incident conscientiously；

(4354), stake holes mouth install horizontal translocation activity safety cover plate, safety cover plate should have been covered when there being people to construct in stake holes, it is prevented that foreign material fall down pounds people；Unrelated person must not near stake holes mouth limit；During handling slag, then open safety cover plate；

(4355), checking stake position central axis and absolute altitude, with the location line of stake holes mouth for foundation, school is surveyed section by section；To prevent stake holes from tilting and distortion；During next joint retaining wall of construction, hole headroom size, center off normal are checked every time, determine center, hole and positive direction by steel ruler and mutual stake, draw to both sides chi to check hole headroom size；

(4356), successively down cycle operation, stake holes is dug to projected depth, removes empty slag, check geological condition, should be bearing on the supporting course of design defined at the bottom of stake, along with stake holes is dug deeply, set in hole rigidity ladder falls, the semicircle net with hole wall anchoring is set and blocks；

(4357), stay slag at ground change location, to keep sample when borehole process runs into geological transformation, check and whether be consistent with geologic information, as reported to supervising engineer in time when not meeting geologic information；

(4358), inspect for acceptance, notify after pore-forming that supervising engineer arrives site inspection, be confirmed whether to meet requirement, it is necessary to absolute altitude, stake position center line, the borehole wall at the bottom of pile body diameter, size, hole are vertically measured comprehensively, carry out construction note, handle concealment acceptance formality；

(4359), at the bottom of stake underseal: pile body digs to designed elevation, carries out removing slag from pile bottom, drainage sunk well, then adopts C20 concrete to carrying out back cover at the bottom of stake, and its thickness is 10cm.

(436), draining

When underground water outlet, transport with by muddy water well-bucket with digging, first digging catch pit at the bottom of stake holes, precipitation limit, the limit borehole that draws water is sunk to high-lift pump, water pump size is determined by pump-out, carrying out biliquid sealing slip casting in hole in next time before excavation construction, each cutting depth is 1 meter simultaneously, and hole depth 1.5 meters is pressed in two fluid grouting hole；Spacing 0.5 meter, along stake holes periphery, below construction to sliding surface, during without panelling construction section, if river course infiltration occur or caving in, stops construction；

(44), fabrication of reinforcing cage with hang；

(441), fabrication of reinforcing cage: the boundary of works area caisson designing pile length 16m to 23m at friction pile pile body place, diameter 3m, main muscle specification adopts 36mm screw-thread steel, distribution bar adopts 16mm screw-thread steel, reinforcing bar is in Gang Jia factory patterning process, processing dimension strictly presses design drawing and code requirement, it is transported to job site piecemeal to stack, steel reinforcement cage is installed in stake, the main muscle of steel reinforcement cage adopts sleeve connection, joint should stagger more than 1.5m, stirrup adopts welding, weld length meets single welding 10d, welding by both sides 15d, the joint quality of mechanical connecting joint and welding should meet related specifications requirement, concrete pad is set between reinforcing bar and breast wall concrete, guarantee that steel reinforcement cage is placed in the middle；

(442), the manufacturing deviation of steel reinforcement cage should meet the following requirements:

(4421), main muscle spacing: ± 10mm；

(4422), stirrup spacing: ± 20mm；

(4423), diameter: ± 10mm；

(4424), length: ± 100mm.

(45), concrete stirring and perfusion；

(451), adopt C30 concrete pouring, on-the-spot HZS120 blending station mixing, first stake holes should be cleared up before perfusion, drain hydrops, it is ensured that the clear end is clean, and described HZS120 is a kind of model of mixing station mixing equipment system；

(452), adopt the transport of concrete tank car to on-the-spot, it is to avoid concrete generation laminated segregation phenomenon, when the stake holes degree of depth is less than 15 meters, adopt the slow string pipe mode that drops of concrete to put in storage, string pipe from the height at the bottom of hole less than 2m；When the stake holes degree of depth is more than 15 meters, the diameter steel elephant trunk mode more than 20 centimetres is adopted to put in storage；

For ensureing concrete degree of compaction, adopt vibrating head layering tamping, build height less than 0.5 meter for every section, vibrating head operation accomplishes that fast inserting is pulled out slowly, vibrating head should be twitched by vibrating process up and down slightly, so that vibrating up and down uniformly, every some vibrating time was generally advisable with 20 seconds, 30 seconds, but also answering apparent surface is that level is no longer significantly sunk, no longer occurred that bubble, surface glow mortar and be as the criterion；

(453), laminated pouring vibrate, vibrating head should insert lower floor about 5cm, and to remove the seam of two-layer, concrete pouring is complete, should indwelling test block on request, stake top covers geomembrane maintenance often wet water or water storing conservation.

The above; being only the specific embodiment of the present invention, but protection scope of the present invention is not limited thereto, any those familiar with the art is in scope disclosed by the invention; the change that can readily occur in or replacement, all should be encompassed in the protection domain of the claims in the present invention.

Claims (3)

1. an antiskid cast-in-place pile construction method, it is characterized in that, close on, domatic, the place that slope, river bank body seeps water more greatly and likely very big difficulty is subside and pouring construction is caused in landslide, adopt the technological means drawn water in time and accelerate means of putting in storage, quickening concrete initial set when perfusion；Comprise the following steps:

(1), construction information prepares

(11), site topography data and report of engineering geological exploration are grasped before manually digging hole construction；

(12), the data of construction drawing and the technical specification relevant to friction pile and technical measures, and carry out drawing joint examination；

(13), arrangement and method for construction is write；

(14), cement, sandstone, the product certificate of reinforcing bar main raw material(s), quality inspection are reported；Namely friction pile work progress needs intermediate materials and the intermediate materials of pouring construction process are required for reaching the standard that national regulation specifies, it is necessary to have the quality certification and quality report, ensured the quality of links in work progress；

(2), field operation prepares

(21), on-the-spot verification design, survey fixed pile by design, carry out construction lofting, the error occurred according to building site concrete condition and construction during setting-out, described Zhuan Wei size Daewoo design size, then leveling place, aperture；

(22), run derrick on well head or shake the head gin pole muck removal, charging, and sling height should exceed more than well head 3m and set up interim shelter, carries out the slope angle gutter on well head side slope, connects downstream draining；Well head sets railing and loads and unloads pedal and the well head switch gate of material for lifting personnel；

(23), stablizing for protection friction pile upper flat, hardened in place within the scope of 3m around friction pile, hardening adopts C25 concrete, thick 20cm；

(24), borehole lifting adopt well-bucket and lifting appliance, lifting appliance must be provided with gripping mechanism；

(25), construction period, it is considered to the infiltration of Pluvial side slope toe and subsoil water, being equipped with 2 suction pumps, separately standby 1 immersible pump is used for emergency drainage in well in flood season；

(26), determine that lifting appliance arranges position, in order hoc apparatus installation in place；

(27), before construction, on the right side of friction pile, tri-grades of packways of 3# slip mass EL235, EL250, EL265 are observed deformation observation a little, friction pile work progress is tracked observation, described EL represents height above sea level, absolute altitude, and EL235 represents that the relative elevation elevation at described position is 235；

(28), there is top-bottom cross operation with friction pile construction in 3# slip mass anchor cable, anchor pole and anchoring beam construction, for ensureing friction pile construction safety, side slope safety protected working must be carried out before going into operation, draft and face side slope side at friction pile and do 2.5 meters of high barricades to prevent rockfall or article from dropping harm, barricade adopts array pitch 1.5m between steel pipe support, bamboo splint completely spreads, elongated layout；It is actually needed according to scene, higher level's slope construction is taked classified protection measure again；

(3), construction equipment selects

According to sitework geological state, select digging tool, go out soil working tool, precipitation instrument, illuminations, ventilation instrument, dado template, detection equipment；

(4), site operation

(41), backfill outside stake

Export actual landform according to diversion tunnel to measure, outside the friction pile of seven, downstream, berm width is less than 5m, and outside platform height is EL222, EL222 represents that relative elevation elevation is 222, design of pile top elevation EL230, EL230 represents that relative elevation elevation is 230, first friction pile exterior lateral area is carried out backfill process, to ensure outside pressure balance in pile body, waste in access tunnel Bailey bridge waste region is adopted to backfill outside stake, because backfill material mostly is the cubic meter of stone, after backfill, porosity is big, for avoiding river course in a large number to infiltration in friction pile, consideration river course in flood season is to washing away that platform can cause simultaneously, stake outer backfill width is enlarged to 12m, the actual measurement stake heart is from opposite bank 104m, in the middle of backfill region, 2m adopts clay backfilling, backfill material adopts bull-dozer to roll, 1:1.5 is compared on backfill slope near water, region；

(42), stake position unwrapping wire

Thering is provided control point according to Construction Party, according to design drawing and designing requirement, adopt total powerstation to throw peg central point with method of polar coordinates, pile center adopts timber, reinforcing bar labelling, and stake position setting-out deviation must less than 50mm；The stake holes aperture measurement of higher degree adopts level gauge, measures each stake holes mouth absolute altitude according to the bench mark set, by self-inspection qualified after submit a report asking for management and check and accept and confirm；

(43), manually digging hole

(44), fabrication of reinforcing cage with hang；

(441), fabrication of reinforcing cage: the boundary of works area caisson designing pile length 16m to 23m at friction pile pile body place, diameter 3m, main muscle specification adopts 36mm screw-thread steel, distribution bar adopts 16mm screw-thread steel, reinforcing bar is in Gang Jia factory patterning process, processing dimension strictly presses design drawing and code requirement, it is transported to job site piecemeal to stack, steel reinforcement cage is installed in stake, the main muscle of steel reinforcement cage adopts sleeve connection, joint should stagger more than 1.5m, stirrup adopts welding, weld length meets single welding 10d, welding by both sides 15d, the joint quality of mechanical connecting joint and welding should meet related specifications requirement, concrete pad is set between reinforcing bar and breast wall concrete, guarantee that steel reinforcement cage is placed in the middle；

(442), the manufacturing deviation of steel reinforcement cage should meet the following requirements:

(4421), main muscle spacing: ± 10mm；

(4422), stirrup spacing: ± 20mm；

(4423), diameter: ± 10mm；

(4424), length: ± 100mm.

(45), concrete stirring and perfusion.

2. a kind of antiskid cast-in-place pile construction method according to claim 1, it is characterised in that described step (43) comprises the following steps:

(431), preparing pile body construction, after stake position determines, build retaining circle at pore digging edge, in case in insulated stream hand-hole, after guard ring reaches requirement of strength, arranging cross lead-in wire labelling on guard ring, well head center overlaps with the stake heart；Undertaken excavating by every three people one group, retaining wall, take during construction to jump excavation construction；

(432), pore-forming tunnels, for making aperture in antiskid stake holes digging process stable, before formal excavation, friction pile fore shaft is poured into a mould at position, aperture, 50cm width is made around friction pile top fore shaft, the armored concrete enclosing of thick 50cm, fore shaft upper surface and friction pile anchoring section stake top are in one plane, fore shaft adopts C20 reinforced concrete structure, stake adopts hoe to excavation, the driving pore-forming that pneumatic pick matches with drillhole blasting, according to top geological condition, stake soil excavation is carried out again after first squeezing into downwards advanced reinforcing bar, every deep excavation 2m tackles vertical degree of the peg hole and carries out self-inspection, blasting is adopted for entering the big rock of rock section hardness at the bottom of stake, prevent stone from flying out well head and ensure that upper strata pile wall is not damaged during explosion, stack 30cm thickness sand pocket；

(433), retaining wall, often tunnel 1.0m, namely retaining wall is carried out, breast wall concrete thickness is 25cm, joins monolayer reinforcing bar, hoop and vertically respectively join diameter 12mm and 16mm screw-thread steel, internal mold is steel form, bottom sets radially wedge shape mouth, wedge-shaped opening height 10cm width 11cm, it is simple to breast wall concrete puts in storage construction next time；Retaining wall concrete adopts blending station centralized mixing, is transported to work surface, manually puts in storage, vibration compacting；

Stake holes center line plane position deviation is less than 50mm, and vertical missing is less than 45mm, retaining wall cover to reinforcement 40mm, and every layer of retaining wall vertical reinforcement inserts lower floor retaining wall 500mm, makes upper and lower retaining wall mutually socket to avoid retaining wall drawing crack because of deadweight；According to practical situation in panelling construction process, support is set inside concrete dado, to prevent retaining wall from deforming, it is ensured that construction safety；Anti-wall has obvious water spot place, should arrange aqueduct draining；

The special easily side of collapsing often tunnels in region 0.3～0.5m and namely carries out retaining wall, and dado thickness should meet design requirement；Utilize cross lead-in wire calibration punching block center, before cast retaining wall concrete, place retaining wall reinforcing bar, it is ensured that retaining wall intensity, quality and safety；

(434), borehole wall collapse processes；

In work progress, at groundwater effect or when causing landslide because of the effect of blowing out, controlling in well and contiguous blowing out, carry out retaining wall supporting, at the vacancy stone filling that collapses, the suitable reinforcement of retaining wall, pouring concrete should not be shored by form removal not up to before design strength 80%；When rock crushing and groundwater effect continue to collapse and collapse, remove danger stone, joist sleeper is built in landslide place, and reinforce stickfast with timber wedge, spike, the inside block stone is filled, to stop soil stone to continue to cave in, and supporting immediately, suitably encryption landslide place reinforcing bar, pouring concrete can not be shored by form removal not up to before design strength 80%；

(435), slag tap, well-bucket, illumination, removable cover and ventilation blower are installed

(4351), when installing assembly pulley and well-bucket, well-bucket is made when overlapping as borehole, to control Zhuan Wei center and the centrage of retaining wall formwork with stake holes center intuitively；

(4352), the Safety lamps and lanterns of shaft bottom illumination low-tension supply, water blocking tape cover；Stake mouth sets guardrail；

(4353), when stake holes is deeply more than 10m, should to underground ventilating, strengthen cross-ventilation, ventilate and adopt aerator, it is furnished with plastics ajutage, upper and lower rotation operation during operation, in stake holes, personnel pay close attention to the situation of personnel under stake holes of observing, response mutually, prevents the generation of security incident conscientiously；

(4354), stake holes mouth install horizontal translocation activity safety cover plate, safety cover plate should have been covered when there being people to construct in stake holes, it is prevented that foreign material fall down pounds people；Unrelated person must not near stake holes mouth limit；During handling slag, then open safety cover plate；

(4355), checking stake position central axis and absolute altitude, with the location line of stake holes mouth for foundation, school is surveyed section by section；To prevent stake holes from tilting and distortion；During next joint retaining wall of construction, hole headroom size, center off normal are checked every time, determine center, hole and positive direction by steel ruler and mutual stake, draw to both sides chi to check hole headroom size；

(4356), successively down cycle operation, stake holes is dug to projected depth, removes empty slag, check geological condition, should be bearing on the supporting course of design defined at the bottom of stake, along with stake holes is dug deeply, set in hole rigidity ladder falls, the semicircle net with hole wall anchoring is set and blocks；

(4357), stay slag at ground change location, to keep sample when borehole process runs into geological transformation, check and whether be consistent with geologic information, as reported to supervising engineer in time when not meeting geologic information；

(4358), inspect for acceptance, notify after pore-forming that supervising engineer arrives site inspection, be confirmed whether to meet requirement, it is necessary to absolute altitude, stake position center line, the borehole wall at the bottom of pile body diameter, size, hole are vertically measured comprehensively, carry out construction note, handle concealment acceptance formality；

(4359), at the bottom of stake underseal: pile body digs to designed elevation, carries out removing slag from pile bottom, drainage sunk well, then adopts C20 concrete to carrying out back cover at the bottom of stake, and its thickness is 10cm.

(436), draining

When underground water outlet, transport with by muddy water well-bucket with digging, first digging catch pit at the bottom of stake holes, precipitation limit, the limit borehole that draws water is sunk to high-lift pump, water pump size is determined by pump-out, carrying out biliquid sealing slip casting in hole in next time before excavation construction, each cutting depth is 1 meter simultaneously, and hole depth 1.5 meters is pressed in two fluid grouting hole；Spacing 0.5 meter, along stake holes periphery, below construction to sliding surface, during without panelling construction section, if river course infiltration occur or caving in, stops construction.

3. a kind of antiskid cast-in-place pile construction method according to claim 1, it is characterised in that described step (45) comprises the following steps:

(451), adopt C30 concrete pouring, on-the-spot HZS120 blending station mixing, first stake holes should be cleared up before perfusion, drain hydrops, it is ensured that the clear end is clean, and described HZS120 is a kind of model of mixing station mixing equipment system；

(452), adopt the transport of concrete tank car to on-the-spot, it is to avoid concrete generation laminated segregation phenomenon, when the stake holes degree of depth is less than 15 meters, adopt the slow string pipe mode that drops of concrete to put in storage, string pipe from the height at the bottom of hole less than 2m；When the stake holes degree of depth is more than 15 meters, the diameter steel elephant trunk mode more than 20 centimetres is adopted to put in storage；

For ensureing concrete degree of compaction, adopt vibrating head layering tamping, build height less than 0.5 meter for every section, vibrating head operation accomplishes that fast inserting is pulled out slowly, vibrating head should be twitched by vibrating process up and down slightly, so that vibrating up and down uniformly, every some vibrating time was generally advisable with 20 seconds, 30 seconds, but also answering apparent surface is that level is no longer significantly sunk, no longer occurred that bubble, surface glow mortar and be as the criterion；

(453), laminated pouring vibrate, vibrating head should insert lower floor about 5cm, and to remove the seam of two-layer, concrete pouring is complete, should indwelling test block on request, stake top covers geomembrane maintenance often wet water or water storing conservation.