CN105464395B - A kind of building inclination rectification method for disturbing bearing course at pile end - Google Patents

A kind of building inclination rectification method for disturbing bearing course at pile end Download PDF

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Publication number
CN105464395B
CN105464395B CN201510707991.1A CN201510707991A CN105464395B CN 105464395 B CN105464395 B CN 105464395B CN 201510707991 A CN201510707991 A CN 201510707991A CN 105464395 B CN105464395 B CN 105464395B
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pile
building
stake
soil
bearing course
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CN201510707991.1A
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CN105464395A (en
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张艳军
李梦云
肖玉成
万凯军
丁洪元
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中冶集团武汉勘察研究院有限公司
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR OTHER BUILDING AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00Working measures on existing buildings
    • E04G23/02Repairing, e.g. filling cracks; Restoring; Altering; Enlarging

Abstract

The present invention provides a kind of building inclination rectification method for disturbing bearing course at pile end, in the range of the deep foundation that building needs force-land, whole stakes or part stake is selected to coordinate directional swing spray high-pressure air-water disturbance bearing course at pile end using machine drilling according to precedence according to design requirement, reduce the bearing capacity of pile end groundwork soil, foundation pile gradually sinks, and the building is returned to disturbance side and inclines.Tight sedimentation is carried out to building simultaneously with tilting joint observation, when building settlement reaches soon with being inclined nearly to design requirement, bearing course at pile end is reinforced using stake end directional swing spray cement mortar.The present invention also provides a kind of building inclination rectification method for disturbing bearing course at pile end, it is that soil disturbance stake end unsaturation sand supporting course is carried by machine drilling cooperative mechanical or coordinates vibrator vibrational perturbation stake end saturated sand supporting course, the bearing capacity of the stake is reduced, is inclined so that the building returns to the side.The present invention can be used for the rectification processing of the deep foundation building with the non-embedding rock of common pile-type.

Description

A kind of building inclination rectification method for disturbing bearing course at pile end

Technical field

The present invention relates to a kind of building inclination rectification method, especially relates to a kind of building for disturbing bearing course at pile end and entangles Incline method.

Background technology

Herein referred building, refer to public or civic building;Alleged structures, refer to industrial premises, pond, pier Buildings or structures are referred to as building by platform, platform etc. but the structures for being not limited to above structure, this paper herein below.

The deep foundation of building refers to steel-pipe pile, reinforced concrete prestressed pipe (side) stake, construction reinforced concrete filling pile etc. but unlimited In the multi-column pier foundation of above form composition, it is characterized in upper building vertical load being delivered to by single foundation pile or a clump of piles In stable bearing stratum.

The bearing capacity of foundation pile and stake side and pile-end soil layer character are closely related, can divide by the bearing characters classification of foundation pile For:(1) type stake is held at Piles for Friction Piles and (2) end.

(1) Piles for Friction Piles:1. friction pile:Under ultimate limit states, stake top vertical load is born by pile side resistance, End resistance is small to can be neglected, if bearing course at pile end is plastic flow mud soil;2. point friction pile:In limit of bearing capacity shape Under state, stake top vertical load is mainly born by pile side resistance, if bearing course at pile end is soft~plastic clay, loose~slightly close sand With loose~slightly close gravelly soil etc..

(2) type stake is held at end:1. end-bearing pile:Under ultimate limit states, stake top vertical load is born by end resistance, Pile side resistance is small to can be neglected, if bearing course at pile end is middle decayed rock;2. rub end-bearing pile:In limit of bearing capacity shape Under state, stake top vertical load is mainly born by end resistance, as bearing course at pile end be hard plastic~gumbo, in close~closely knit powder Soil, in close~closely knit sand and in close~closely knit gravelly soil etc..

In building engineering field, cohesive soil refers to the soil that plasticity index is more than 10:1. plasticity index is more than 10, and is less than Or the soil equal to 17, name as silty clay;2. plasticity index is more than 17 soil, name as clay.Plasticity index should be by corresponding Depth in soil is sunk in 76g taper appliances to obtain for the liquid limit calculating determined during 10mm.

In building engineering field, sand refers to that granular mass of the particle diameter more than 2mm is no more than the 50% of gross mass, particle diameter Granular mass more than 0.075mm exceedes the soil of gross mass 50%.Gravelly sand, thick can also be subdivided into according to grain composition sand Sand, middle sand, fine sand and flour sand.

In building engineering field, silt refers to that particle diameter is more than 0.075mm particle matter between cohesive soil and sand 50% of amount no more than gross mass, and plasticity index is equal to or less than 10 soil.

The reason for foundation construction thing occurs differential settlement and tilted someone be factor, as Pile Foundations Design is unreasonable, is constructed Clear bottom does not cause thoroughly sediment blocked up without post-mud-jacking bored pile is used during pile foundation, and stake end certain depth below scope has solution cavity or orphan Stone causes an end stress and other factors such as inconsistent;Also have natural cause, as underground water development cause an end concrete from Analysis, earthquake cause sand liquefaction, goaf earth subsidence to make the factors such as bearing capacity of pile tip weakening.

The content of the invention

In view of the above-mentioned problems, providing a kind of building inclination rectification method for disturbing bearing course at pile end, building can be effectively corrected Inclination, building is reached acceptance criteria as defined in specification, retrieve property loss caused by human factor or natural cause.

To achieve the above object, the present invention takes following technical scheme:

A kind of building inclination rectification method for disturbing bearing course at pile end, it is characterised in that comprise the following steps:

Stake end be cohesive soil supporting course under the conditions of,

A. in the range of the deep foundation that building needs force-land, whole stakes or part stake are selected, according to design requirement according to elder generation Order carries out bore operation afterwards, sequentially passes through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer cohesive soil so that hole depth Reach below stake end;

B. on the boring work position formed, the energy face stake in high-pressure injection air water is ensured using rotary jetting apparatus Direction, directional swing spray high-pressure air-water disturbs bearing course at pile end below stake end;

C. take precision level to be observed the infall process on building basis, observe that building returns arrival rule of inclining Permissible value as defined in model 80%~90% when, rotary jetting apparatus with the use of air compressor machine in foundation pile bottom directional swing spray water jetting at high pressure mud Underflow is to form curing area.

Stake end be unsaturation sand supporting course under the conditions of,

A. in the range of the deep foundation that building needs force-land, whole stakes or part stake are selected, according to design requirement according to elder generation Order carries out bore operation afterwards, sequentially passes through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer cohesive soil so that hole depth Reach below stake end;

B. on the boring work position formed, draw and dig unsaturation sand, disturb foundation pile bearing course at pile end;

C. take precision level to be observed the infall process on building basis, observe that building returns arrival rule of inclining Permissible value as defined in model 80%~90% when, using rotary jetting apparatus with the use of air compressor machine in the high injection of foundation pile bottom directional swing spray Cement underflow is to form curing area.

Under the conditions of below the stake end being saturated sand supporting course,

A. in the range of the deep foundation that building needs force-land, whole stakes or part stake are selected, according to design requirement according to elder generation Order carries out bore operation afterwards, sequentially passes through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer cohesive soil so that hole depth Reach below stake end;

B. on the boring work position formed, lay miniature eccentric hammer vibrator and put to foot of hole;

C. take precision level to be observed the infall process on building basis, observe that building returns arrival rule of inclining Permissible value as defined in model 80%~90% when, using rotary jetting apparatus with the use of air compressor machine in the high injection of foundation pile bottom directional swing spray Cement underflow is to form curing area.

, it is necessary to take precision level to be observed the infall process on building basis during building inclination rectification, The construction of disturbance bearing course at pile end is instructed, should also use precision theodolite to carry out declivity observation skyscraper.

Preferably, rapid hardening outer-penetrating agent can be added described in step C in cement underflow.

The pore pressure gauge depth of burying is consistent with the vibrator depth of burying.

Accompanying drawing

Fig. 1 a, Fig. 1 b are the applicable pile foundation types of the present invention;

Fig. 2 a, Fig. 2 b, Fig. 2 c are the applicable bearing course at pile end types of the present invention;

Fig. 3 a, Fig. 3 b, Fig. 3 c are disturbance bearing course at pile end sectional views;

Fig. 4 is that bearing course at pile end reinforces schematic perspective view;

Description of reference numerals:1 building basement;2 steel-pipe piles or reinforced concrete prestressed pipe (side) stake;3 reinforcing bar concrete pourings Stake;20 foundation piles;21 cohesive soils;22 unsaturation sands;23 saturated sands;Decomposed rock or micro- decomposed rock in 24;25 phreatic lines; 31 geological drilling rigs;32 steel sleeves;33 waters jetting at high pressure are emanated perturbing area;34 rotary jetting apparatus;35 air compressor machines;36 carry disturbance of sand area;37 swash The device that shakes vibrates;38 steel bushings;39 pore water pressure flowmeter sensors;40 wires;41 readout instruments;50 rotary jetting apparatus masts;51 orientation pendulums Spray the curing area that water jetting at high pressure mud underflow is formed.

Embodiment

In order to be better understood from technical scheme, technology provided by the invention is described in detail with reference to embodiment Scheme.

A kind of building inclination rectification method for disturbing bearing course at pile end of the present invention, it is characterised in that comprise the following steps:

Stake end be cohesive soil supporting course under the conditions of,

A. in the range of the deep foundation that building needs force-land, whole stakes or part stake are selected, according to design requirement according to elder generation Order carries out bore operation afterwards, sequentially passes through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer cohesive soil so that hole depth Reach below stake end;

B. on the boring work position formed, the energy face stake in high-pressure injection air water is ensured using rotary jetting apparatus Direction, directional swing spray high-pressure air-water disturbs bearing course at pile end below stake end;

C. take precision level to be observed the infall process on building basis, observe that building returns arrival rule of inclining Permissible value as defined in model 80%~90% when, rotary jetting apparatus with the use of air compressor machine in foundation pile bottom directional swing spray water jetting at high pressure mud Underflow is to form curing area.

It is described to disturb bearing course at pile end to pendulum spray high-pressure air-water, refer to after the design altitude that drilling reaches foundation pile bottom, Physics cutting is carried out to the following soil body in stake end using air compressor machine directional swing spray water jetting at high pressure, the technique emanated, destroys supporting course soil Original physical state of body, soil body cohesive strength is such as reduced, soil body internal friction angle is reduced, reduces soil body modulus of compressibility, reduces the soil body The mechanics index of physics such as effective stress and increase pore water pressure, so as to realize disturbance bearing course at pile end.

, it is necessary to take precision level to be observed the infall process on building basis during building inclination rectification, Instruct the construction of disturbance bearing course at pile end.The tilting value of skyscraper and the relation of foundation's settlement are a curved line relation, and Inclined horizontal displacement is greater than the settling amount of basic maximum, so should also be inclined to skyscraper using precision theodolite Tiltedly observation.

Return and inclined to a certain extent in building, the sedimentation and inclination of building are determined soon close to design requirement using air compressor machine To pendulum spray water jetting at high pressure mud underflow (or adding waterglass, other class rapid hardening outer-penetrating agents), enable bearing course at pile end rapid curing.With true The fast quick-recovery of bearing course at pile end bearing capacity is protected, stake top vertical load is less than pile side friction and end resistance sum, it is ensured that Building meets design requirement in the bearing capacity of follow-up service stage pile foundation.

The cohesive soil supporting course, refer to above-mentioned definition cohesive soil, or silt soil, powder with cohesive soil part of properties Soil, gravelly soil, completely decomposed rock and strong-weathered rock, but be absolutely not middle decomposed rock and micro- decomposed rock.

The machine drilling, it is the perforate near foundation pile, using geological drilling rig using building basement bottom plate as working face Pipe-following drilling, depth reach 1~3m below foundation pile bottom, performed by design requirement.

It is described to refer to that whole process has steel bushing to protect soil layer side wall from top to bottom during rig drilling fetches earth with pipe, Purpose with pipe has two:1. being that the stress field for protecting the foundation pile side wall soil body does not discharge, do not reduced so as to reach pile side friction;② Do not cause necking down when being through soft layers such as mud, it is ensured that creep into being smoothed out for work.

The directional swing spray high-pressure air-water disturbs bearing course at pile end, refers to the design altitude that foundation pile bottom is reached in drilling Afterwards, physics cutting is carried out to the following soil body in stake end using air compressor machine directional swing spray water jetting at high pressure, the technique emanated, destroys supporting course Original physical state of the soil body, soil body cohesive strength is such as reduced, soil body internal friction angle is reduced, reduces soil body modulus of compressibility, reduces soil The mechanics index of physics such as body effective stress and increase pore water pressure, so as to realize disturbance bearing course at pile end.

The sedimentation refers to during building inclination rectification, it is necessary to take precision level to building with tilting joint observation The infall process for building thing basis is observed, and instructs the construction of disturbance bearing course at pile end.The tilting value of skyscraper sinks with basis The relation of drop amount is a curved line relation, and inclined horizontal displacement is greater than the settling amount of basic maximum, so to high level Building should also use precision theodolite to carry out declivity observation.Built in the acceptance criteria of skyscraper, national regulation defines The permission tilting value index of thing is built, therefore settle and tilt joint observation in this inclination correction method to implement.

When the building settlement is also not up to being inclined nearly to design requirement, refer to according to disturbance stake end of the present invention Supporting course, building sedimentation change be that slowly, i.e., daily variable quantity is very small, but according to daily sedimentation with Declivity observation data, building settlement can be obtained with tilting the chart of rule, return what is inclined completely to analyze prediction building Moment.Also need to wait the recovery time (24h~48h) of soil strength in view of ground disturbed soil after being reinforced, reinforced for this The work of bearing course at pile end should have lead, it is impossible to just enter until building settlement is with being tilted up to even more than design requirement OK.

The directional swing spray cement mortar, refer to return in building and incline to a certain extent, the sedimentation and inclination of building connect soon Nearly design requirement, using air compressor machine directional swing spray water jetting at high pressure mud underflow (or adding waterglass, other class rapid hardening outer-penetrating agents), make stake Hold supporting course energy rapid curing.To ensure the fast quick-recovery of bearing course at pile end bearing capacity, stake top vertical load is set to be rubbed less than stake side Resistance and end resistance sum, it is ensured that building meets design requirement in the bearing capacity of follow-up service stage pile foundation.

Stake end be unsaturation sand supporting course under the conditions of,

A. in the range of the deep foundation that building needs force-land, whole stakes or part stake are selected, according to design requirement according to elder generation Order carries out bore operation afterwards, sequentially passes through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer cohesive soil so that hole depth Reach below stake end;

B. on the boring work position formed, draw and dig unsaturation sand, disturb foundation pile bearing course at pile end;

C. take precision level to be observed the infall process on building basis, observe that building returns arrival rule of inclining Permissible value as defined in model 80%~90% when, using rotary jetting apparatus with the use of air compressor machine in the high injection of foundation pile bottom directional swing spray Cement underflow is to form curing area.

The machinery carries soil disturbance bearing course at pile end, refers to the design altitude that below foundation pile bottom is reached in drilling, uses Machinery takes the technique of sand to disturb the following sand in stake end.Because sand does not have cohesive strength, when extracting sand, surrounding Sand can flow to empty position, cause the destruction of bearing course at pile end, so as to realize disturbance bearing course at pile end.

Under the conditions of below the stake end being saturated sand supporting course,

A. in the range of the deep foundation that building needs force-land, whole stakes or part stake are selected, according to design requirement according to elder generation Order carries out bore operation afterwards, sequentially passes through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer cohesive soil so that hole depth Reach below stake end;

B. on the boring work position formed, lay miniature eccentric hammer vibrator and put to foot of hole;

C. take precision level to be observed the infall process on building basis, observe that building returns arrival rule of inclining Permissible value as defined in model 80%~90% when, using rotary jetting apparatus with the use of air compressor machine in the high injection of foundation pile bottom directional swing spray Cement underflow is to form curing area.

, it is necessary to take precision level to be observed the infall process on building basis during building inclination rectification, The construction of disturbance bearing course at pile end is instructed, should also use precision theodolite to carry out declivity observation skyscraper.

Preferably, rapid hardening outer-penetrating agent can be added described in step C in cement underflow.

The pore pressure gauge depth of burying is consistent with the vibrator depth of burying.

The vibrator vibrational perturbation bearing course at pile end, refer to the design altitude that below foundation pile bottom is reached in drilling, adopt With the following saturated sand in vibrator vibropile end.Because saturated sand is in water-bearing layer, due to pore water under effect of vibration Pressure rises, and effective stress reduces, and causes sand to change from solid-state to liquid, the skeleton function between sand grains gradually loses Lose, cause the bearing capacity of sand to be gradually reduced.Particularly, the loose powder for saturation, the fine sand soil body, due to the infiltration of Extra-fine sand Property is bad, under external force vibration, pore water pressure can great increase, when reaching total stress value, soil body effective stress drops to 0, sand liquefies completely, and sand completely loses bearing capacity.Therefore, based on principles above, bearing course at pile end is vibrated using vibrator, Pore water pressure in saturated sand rises, and the effective stress between sand skeleton particle reduces, and foundation pile sinks.When stopping is vibrated When, and provide a good drainage channel with steel bushing drilling, pore water pressure rapid dispersion, stake end sand bearing capacity is extensive It is multiple.

The pore pressure gauge, refer to that one kind is embedded in foundation soil, native mesopore is monitored by vibratory stress gauge The equipment of hydraulic pressure force value, it is made up of three pore water pressure flowmeter sensor, wire and readout instrument main members, is architectural engineering neck The conventional monitoring device in domain.The pore pressure gauge depth of burying is consistent with the vibrator depth of burying, before vibrator starts vibration, Pore water pressure numerical value around it in sand is P0 (units:KPa, initial value);When vibrator vibrates, pore water pressure number It is worth for P1, there are P1 > P0, sand effective stress loses numerical value and is equal to P1-P0;After vibrator stops vibrating, pore water pressure number It is worth for P2, there are P1 > P2 > P0, elapse over time, P2 numerical value is gradually reduced, and as P2=P0, illustrates that sand bearing capacity is extensive The multiple numerical value to before disturbing.

First, directional swing spray disturbance stake end cohesive soil inclination correction method:

Be mud below stake end, the cohesive soil such as clay, silt, gravelly soil, completely decomposed rock and strong-weathered rock foundation pile is provided , should be first using directional swing spray disturbance stake end cohesive soil inclination correction method when bearing capacity be can not ignore in end.

The directional swing spray disturbance stake end cohesive soil inclination correction method, as shown in Figure 3 a, needs, first selects on the right side of building Selecting needs the part foundation pile 20 of sinking side in building, and geological drilling rig 31 is in orlop basement, by design requirement according to elder generation Order (generally since most stud is first, starting after the stake of inner side) carries out bore operation, boring aperture 110mm, steel sleeve 32 afterwards A diameter of 108mm, the plan-position of drilling is not less than 30cm apart from foundation pile outward flange.The drilling of outermost foundation pile, if any bar Part need not be then got in, and the drilling of inner side stake can only carry out the work on basement bottom board in outdoor work.

As drilling is carried out, it is necessary to sequentially pass through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer cohesive soil 21. Diameter 130mm vertical preformed hole can be first opened on reinforced concrete bottom plate with concrete special drilling tool, is existed for geological drilling rig 31 Drilling provides convenient in soil layer.According to design requirement, when drilling is reached at the 1m of below stake end, stop drilling, ensure steel herein The lower end of sleeve pipe 32 has about 30cm distance apart from foot of hole, the working section that this segment distance stays when being to following directional swing spray. The drilling rod of geological drilling rig 31 is lifted, moved on on next operating position, the steel bushing 32 below bottom plate is stayed in foundation soil, only will One section of steel bushing 32 for being higher by basement bottom board unloads.

On the boring work position formed, constructed using rotary jetting apparatus 34, unification platform air compressor machine 35 need to be matched somebody with somebody, it is required Material only has water and air.The nozzle of rotary jetting apparatus is arranged on the bottom of rotary jetting apparatus mast 50, and mast 50 is extend into drilling, falls The position that the 30cm height reserved to stake end is protected without steel pile casting.Because design requirement directional swing spray, nozzle selection only has 1 The model of perforate, to be marked during whereabouts mast 50, with ensure in high-pressure injection air water can face stake direction, Stake end fan-shaped water jetting at high pressure formed below is emanated perturbing area 33.Spray angle, jetting height, injection pressure and water consumption according to Design requirement determines.

According to above step, geological drilling rig 31 being carried out successively and draws hole, rotary jetting apparatus 34 are just, and water jetting at high pressure is emanated perturbing area 33 Formed so that foundation pile bearing course at pile end in groups is disturbed, and foundation pile sinks.

This forced landing method key is the scope of supporting course disturbance, therefore when designing perturbing area height, preferably according to most Designing the 1/10~1/20 of big designed amount of precipitation, it is ensured that each disturbance makes building slowly sink all in controllable scope, This is needed to combine tight sedimentation and tilt joint observation to instruct as construction, and reliable and stable observation is set up before construction System, it is easy to understand building at any time in construction and sinks back situation about inclining.

By observation, when building returns the 80%~90% of the permissible value as defined in arrival specification that inclines, rotary jetting apparatus 34, which return to, to be needed Want the operating position of consolidated subsoil to construct, unification platform air compressor machine 35 need to be matched somebody with somebody, required material has water, cement, air and rapid hardening to add Add agent.As shown in figure 4, rotary jetting apparatus 34 and mast 50 are installed in place as it was previously stated, being in the high injection of foundation pile bottom directional swing spray Cement underflow is to form curing area 51.

After above reinforcement measure, building side, which still has slightly settlement after construction and tilted back, inclines, and now stills need Tight sedimentation is carried out with tilting joint observation.

2nd, machinery carries soil disturbance stake end unsaturation sand inclination correction method:

When providing foundation pile end for unsaturation sand below stake end and can not ignore bearing capacity, native disturbance is preferably carried using machinery Stake end unsaturation sand inclination correction method.

The machinery carries soil disturbance stake end unsaturation sand inclination correction method, as shown in Figure 3 b, needs on the right side of building, First select to need the part foundation pile 20 of sinking side in building, geological drilling rig 31 is in orlop basement, by design requirement Carry out bore operation according to precedence, boring aperture 110mm, a diameter of 108mm of steel sleeve 32, the plan-position of drilling away from It is not less than 30cm from foundation pile outward flange.

As drilling is carried out, it is necessary to sequentially pass through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer unsaturation sand Soil 22.Diameter 130mm vertical preformed hole can be first opened on reinforced concrete bottom plate with concrete special drilling tool, is geological drilling rig 31 creep into offer conveniently in soil layer.According to design requirement, when drilling is reached at the 0.5m of below stake end, stop drilling, herein Ensure that the lower end of steel sleeve 32 has about 5cm distance apart from foot of hole, this segment distance is that the work that shoveling is drawn to following machinery is broken Face.Earth boring auger head is carried using the cooperation of the drilling rod of geological drilling rig 31 and draws digging unsaturation sand 22.It is true according to design requirement to draw soil body product of digging sand It is fixed.

According to above step, geological drilling rig 31 is carried out successively and draws hole, draws and digs unsaturation sand 22 so that Under Pile in groups End supporting course is disturbed, and foundation pile sinks.

This forced landing method key is the scope of supporting course disturbance, therefore when designing perturbing area height, preferably according to most Designing the 1/10~1/20 of big designed amount of precipitation, it is ensured that each disturbance makes building slowly sink all in controllable scope, This is needed to combine tight sedimentation and tilt joint observation to instruct as construction, and reliable and stable observation is set up before construction System, it is easy to understand building at any time in construction and sinks back situation about inclining.

By observation, when building returns the 80%~90% of the permissible value as defined in arrival specification that inclines, rotary jetting apparatus 34, which return to, to be needed Want the operating position of consolidated subsoil to construct, unification platform air compressor machine 35 need to be matched somebody with somebody, required material has water, cement, air and rapid hardening to add Add agent.As shown in figure 4, rotary jetting apparatus 34 and mast 50 are installed in place as it was previously stated, being in the high injection of foundation pile bottom directional swing spray Cement underflow is to form curing area 51.

After above reinforcement measure, building side, which still has slightly settlement after construction and tilted back, inclines, and now stills need Tight sedimentation is carried out with tilting joint observation.

3rd, vibrator vibrational perturbation stake end saturated sand inclination correction method:

When providing foundation pile end for saturated sand below stake end and can not ignore bearing capacity, preferably using vibrator vibrational perturbation Stake end saturated sand inclination correction method.

Vibrator vibrational perturbation stake end saturated sand inclination correction method, as shown in Figure 3 c, need on the right side of building, First select to need the part foundation pile 20 of sinking side in building, geological drilling rig 31 is in orlop basement, by design requirement Carry out bore operation according to precedence, boring aperture 110mm, a diameter of 108mm of steel sleeve 32, the plan-position of drilling away from It is not less than 30cm from foundation pile outward flange.

As drilling is carried out, it is necessary to sequentially pass through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer saturated sand 23.Diameter 130mm vertical preformed hole can be first opened on reinforced concrete bottom plate with concrete special drilling tool, is geological drilling rig 31 Drilling provides convenient in soil layer.According to design requirement, when drilling is reached at the 1m of below stake end, stop drilling, ensure herein The lower end of steel sleeve 32 has about 20cm distance apart from foot of hole, and the work that this segment distance stays when being to following directional swing spray is broken Face.The drilling rod of geological drilling rig 31 is lifted, moved on on next operating position, the steel bushing 32 below bottom plate is stayed in foundation soil, Only one section of steel bushing 32 for being higher by basement bottom board is unloaded, miniature eccentric hammer vibrator is laid and puts to foot of hole.

Representational at least three point position is selected near foundation pile simultaneously, using above identical method perforate follow-up steel Sleeve 38, when drilling is reached at the 1m of below stake end, stop drilling, ensure that the lower end of steel sleeve 38 has about apart from foot of hole herein 5cm distance, working section when this segment distance is to following embedded pore water pressure sensor 39.Pore water pressure will be connected Sensor 39 is connected on readout instrument 41 by wire 40.

According to above step, geological drilling rig 31 is carried out successively and draws hole, lay vibrator, vibrator vibration 37, pore water pressure Power rises, and readout instrument 41 shows numerical value so that foundation pile bearing course at pile end in groups is disturbed, and foundation pile sinks.

This forced landing method key is the amplitude of the rising of supporting course pore water pressure, therefore in construction, needs to combine Pore water pressure readout instrument and tight sedimentation are with tilting joint observation, preferably according to the 1/10~1/20 of design maximum settling amount Design, it is ensured that each disturbance makes building slowly sink all in controllable scope.

By observation, when building returns the 80%~90% of the permissible value as defined in arrival specification that inclines, rotary jetting apparatus 34, which return to, to be needed Want the operating position of consolidated subsoil to construct, unification platform air compressor machine 35 need to be matched somebody with somebody, required material has water, cement, air and rapid hardening to add Add agent.As shown in figure 4, rotary jetting apparatus 34 and mast 50 are installed in place as it was previously stated, being in the high injection of foundation pile bottom directional swing spray Cement underflow is to form curing area 51.

After above reinforcement measure, building side, which still has slightly settlement after construction and tilted back, inclines, and now stills need Tight sedimentation is carried out with tilting joint observation.

The detailed description of specific embodiments of the present invention is the foregoing is only, the present invention is not limited with this, it is all at this All any modification, equivalent and improvement made in the mentality of designing of invention etc., should be included in protection scope of the present invention it It is interior.

Claims (4)

  1. A kind of 1. building inclination rectification method for disturbing bearing course at pile end, it is characterised in that comprise the following steps:
    Under the conditions of below the stake end being saturated sand supporting course,
    A. in the range of the deep foundation that building needs force-land, whole stakes or part stake are selected, according to design requirement according to successively secondary Sequence carries out bore operation, sequentially passes through basement reinforced concrete bottom plate, Pile side soil layer and pile-end soil layer cohesive soil so that hole depth reaches Below stake end;
    B. on the boring work position formed, lay miniature eccentric hammer vibrator and put to foot of hole;
    C. take precision level to be observed the infall process on building basis, observe that building returns to incline and reach specification rule Fixed permissible value 80% ~ 90% when, using rotary jetting apparatus with the use of air compressor machine it is dense in foundation pile bottom directional swing spray water jetting at high pressure mud Starch to form curing area.
  2. A kind of 2. building inclination rectification method for disturbing bearing course at pile end according to claim 1, it is characterised in that:Building , it is necessary to take precision level to be observed the infall process on building basis during thing rectification, disturbance stake is instructed to support The construction of power layer, should also precision theodolite be used to carry out declivity observation skyscraper.
  3. A kind of 3. building inclination rectification method for disturbing bearing course at pile end according to claim 1, it is characterised in that:Step C Described in rapid hardening outer-penetrating agent is added in cement underflow.
  4. A kind of 4. building inclination rectification method for disturbing bearing course at pile end according to claim 1, it is characterised in that:Pore water The pressure gauge depth of burying is consistent with the vibrator depth of burying.
CN201510707991.1A 2015-10-27 2015-10-27 A kind of building inclination rectification method for disturbing bearing course at pile end CN105464395B (en)

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CN108343102A (en) * 2018-04-26 2018-07-31 北京恒祥宏业基础加固技术有限公司 Jacking leveling structure and its construction method are reinforced in a kind of sedimentation of pile foundation
CN109024719A (en) * 2018-09-14 2018-12-18 山东建筑大学 A kind of side disturbance drop resistance building inclination rectification method
CN109594594A (en) * 2018-12-20 2019-04-09 上海勘察设计研究院(集团)有限公司 A kind of bentonitic method for correcting error of sandy soil layer Lateral injection

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CN101793029A (en) * 2009-02-03 2010-08-04 叶长青 Method for correcting pile deviation
CN102251542A (en) * 2011-04-18 2011-11-23 张继红 Construction method for deviation correction of pile foundation by high-pressure spraying disturbance and construction equipment used in same
CN103410182A (en) * 2013-08-22 2013-11-27 天津大学 Unilateral pile foundation unloading horizontal top-level pull deviation rectifying and broken pile reinforcement construction method
CN203462466U (en) * 2013-08-22 2014-03-05 天津大学 Reinforced structure for rectifying deviation of pile foundation and reinforcing broken pile

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DE19605189A1 (en) * 1996-02-13 1997-08-14 Univ Dresden Tech Method of refurbishing retaining concrete or brickwork walls
CN101793029A (en) * 2009-02-03 2010-08-04 叶长青 Method for correcting pile deviation
CN102251542A (en) * 2011-04-18 2011-11-23 张继红 Construction method for deviation correction of pile foundation by high-pressure spraying disturbance and construction equipment used in same
CN103410182A (en) * 2013-08-22 2013-11-27 天津大学 Unilateral pile foundation unloading horizontal top-level pull deviation rectifying and broken pile reinforcement construction method
CN203462466U (en) * 2013-08-22 2014-03-05 天津大学 Reinforced structure for rectifying deviation of pile foundation and reinforcing broken pile

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