CN103758113A - Liquefaction resistance foundation stabilization method by grate hooping - Google Patents
Liquefaction resistance foundation stabilization method by grate hooping Download PDFInfo
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- CN103758113A CN103758113A CN201410001778.4A CN201410001778A CN103758113A CN 103758113 A CN103758113 A CN 103758113A CN 201410001778 A CN201410001778 A CN 201410001778A CN 103758113 A CN103758113 A CN 103758113A
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Abstract
A liquefaction resistance foundation stabilization method by grate hooping belongs to the field of building and specifically is a foundation treatment method. Cement piling wall grates are made in a foundation to hoop soil under the foundation, and the foundation is separated into a plurality of enclosed grids. By the aid of the liquefaction resistance foundation stabilization method by grate hooping, integral strength and rigidity of the foundation are improved greatly, and meanwhile most of shearing strength generated by earthquake load is shared by the cement hoop piling walls to limit foundation deformation greatly, so that hyperstatic pore water pressure of saturated sand and floury soil in the grids is restrained effectively, and a great liquefaction resisting function is achieved.
Description
Technical field
The invention belongs to building field, it is applied to the anti-liquefaction processing of ground of the engineering field building such as building construction, municipal administration, water conservancy and hydropower, petroleum and petrochemical industry, road and rail, a kind ofly specifically solves that thick-layer saturated sand and silt foundation produce liquefaction under seismic loading, intensity is close to a kind of new method for processing foundation completely losing and cause the subsidence of foundations, side direction expansion or slide.
Background technology
The mechanism producing according to foundation soil liquefaction, is used for the specific practice of building foundation liquefaction harm control to mainly contain two kinds of thinkings:
(1) improvement liquefying soil soil property: by the improvement of liquefying soil grogs, raising compactness, cementation solidifying, reduction saturation ratio being strengthened to the ability of foundation soil opposing in early stage liquefaction.
(2) improve ess-strain condition: by reducing water level, set up catch pit, supercharging, the measure dissipation hole such as seal and press, improve effective stress, stop hole Hair Fixer exhibition, suppress shear strain, thereby control the increase accumulation of hole water stress and the increase of shearing strain, the large deformation producing after restriction liquefaction.
When liquefaction soil layers is more smooth and even, by current specifications, can select the anti-liquefaction Measures of corresponding ground to carry out the depression of all or part of elimination foundation liquefaction according to building the provide fortification against earthquakes grade of liquefaction of classification and ground of (structure) thing.Conventional anti-liquefied foundation reinforcement means mainly contains following several at present:
(1) excavate to change and fill out or densification: liquefying soil is excavated and is replaced into non-liquefying soil or densification.
(2) enciphered method: adopt the punching of shaking, vibration encryption, compacted sand-gravel pile, strong rammer or blasting procedure to carry out deep layer encryption, to improve sand and silt relative compaction.
(3) other method for processing foundation: suppress shear strain as agitation pile, high-pressure rotary jet grouting pile, CFG stake method etc. form reinforcement in ground, and all soil of stake increases with consolidation intensity because of compacted, thereby strengthen ground anti-liquefying power, and the thickness etc. that covers non-liquefaction soil layers in catch pit, surcharge preloading, reinforcement, increase is solidified, sets in slip casting.
(4) seal method: by continuous piling wall structure, together with building basis, foundation soil is surrounded to the generation of restriction liquefaction large deformation.
(5) deep foundation: generally adopt pile foundation, penetrate liquefaction soil layers, stake end stretches into the following steady soil of liquefaction depth.
Every kind for the treatment of measures have its scope of application above, advantage and deficiency, as normal employing steel sheet pile and diaphragm wall etc. seal at present to seal method, when adopting large scale mass-type foundation (as raft foundation, case base, oil tank mass-type foundation) or liquefied foundation on ground can be surrounded while having ballast (as highway subgrade), make the basis liquescent impact in outside controlled, and restriction basis below saturated sand and silt produce sandblast and emit the liquefaction macroscopic appearances such as water or lateral flow and cause the foundation soil loss of escaping, thereby avoid ground to occur obvious depression, tilt, reach certain anti-liquefaction effect, but cost is relatively high, when sealing area when larger, the center that seals still there will be higher excess pore water pressure, the shrinkage strain of cutting that geological process produces also be can not ignore, the situation of inapplicable employing bar base or single footing, ground integral rigidity is not high yet, limited to closing on the lateral displacement effect that the gentle slope territorial restrictions liquefaction on riverbank etc. produces.
Summary of the invention
The object of the present invention is to provide a kind of cement-soil grid to enclose the anti-liquefaction of hoop ground reinforcement means, it makes cement-soil pile by techniques such as deep-layer stirring, high-pressure rotary-sprays foundation soil under basis is sealed in ground, and utilizes cement earth pile can cut feature that splicing processes construction flexible combination becomes various cell structures in district, with certain reasonably spacing, cement-soil pile to be in length and breadth set and to form grid to sealing the ground fortifield village hoop in district sealing.Cement-soil grid piling wall is divided into ground the grid of several sealings, bulk strength and the rigidity of ground are improved significantly, cement fortifield village hoop piling wall has been shared the shear stress that most seismic load produces simultaneously, foundation deformation is also had to stronger restriction, the interior saturated sand of grid and silt excess pore water pressure are effectively suppressed, thereby play good anti-liquefaction; Can strengthen on the other hand supporting capacity and the slide ability of ground.While needing, also can catch pit be set in grid enclosing hoop, form drainage system dissipation hole with the mattress layer of tool water filtering function and press, stop hole Hair Fixer exhibition.
This method can be widely used on thick-layer liquefiable saturated sand and silt foundation during to bearing capacity of foundation soil and settlement request, all the anti-liquefaction of ground of higher building is processed, particularly higher, the antagonism liquefaction side direction extended capability of the bulk strength to ground and rigidity requirement require strong and surrounding edge environment to construction noise require tight (as conventional enciphered method construction noise and vibration large) and be positioned at the ground of the building in the area, gentle slope of closing on riverbank etc.
For reaching above object, the technical solution adopted in the present invention is:
A kind of grid encloses the anti-liquefied foundation reinforcement means of hoop, comprising:
(1) in ground, making cement-soil pile seals foundation soil below basis, and cement-soil pile is set in district in length and breadth forms grid ground fortifield village is bound round sealing, ground is divided into the grid of several sealings, to improve bulk strength and the rigidity of ground, reach and suppress the object that pore water pressure rises.
(2) cement-soil pile can select process using cutting splicing processes (or with the little arranged with interval) construction of deep-layer stirring, high-pressure rotary-spray to make, thick 0.5～the 2.5m of piling wall body of wall, can be solid shape or grid-like, while adopting cell structure, replacement ratio is generally not less than 0.7; Its Specific construction technique and parameter can design by current specifications according to geological conditions and construction equipment.
(3) the grid-like anti-liquefaction of cement-soil pile is enclosed cuff structure and can only within the scope of basic plane, be arranged; To large scale mass-type foundation (as raft foundation, case base, oil tank mass-type foundation), grid encloses hoop body of wall and can under basis, be grid and be arranged symmetrically with, single footing grid encloses hoop body of wall can be along arranging under mast axis, and strip foundation grid is enclosed to hoop body of wall can be along arranging under strip foundation wall; Seismic fortification intensity is the desirable 100～250m of 7 grid lattice area while spending
2, 8 desirable 60～150m while spending
2.It is definite that cement-soil pile grille plane also arranges that the method that should press current specifications suggestion in conjunction with building superstructure feature and to ground bearing capacity, to the requirement of the anti-extended capability of side direction is calculated design.
(4), while all eliminating foundation liquefaction depression, cement-soil pile extends the following steady soil of liquefaction depth; Part is while eliminating foundation liquefaction depression, and the foundation liquefaction index below the cement-soil pile degree of depth should not be greater than 5, and to single footing and strip foundation, the cement-soil pile degree of depth still should not be less than the higher value of liquefying soil depths of features and foundation width under foundation bed.The cement-soil pile degree of depth also should be determined the requirement of ground bearing capacity according to superstructure, and should penetrate soft layer to reaching the soil layer that bearing capacity is relatively high.When being positioned at gentle slope when area, piling wall stretches into the following steady soil length of liquefaction depth should carry out slide checking computations by national earthquake resistant code and determine.
(5) adopt grid to enclose after the anti-liquefaction Treatment Design of hoop, when Bearing Capacity of Composite Foundation and distortion do not meet design requirement, can be in conjunction with conventional ground processing in lattice district, method for processing foundation can adopt Deep Mixing Method, high-pressure rotary spraying method, Sand Pile Method, CFG method, the compound thin pile foundation method of settlement Control etc.
(6) grid encloses the anti-liquefaction reinforced composite ground of hoop and should under basis, arrange and be not less than medium sand or coarse sand or the graded sand and stone mattress layer that 20cm is thick, and concrete thickness is definite according to wall soil relative rigidity.When foundation liquefaction layer is between permeability lower level, when design needs, also can in grid encloses hoop grid, catch pit be set, catch pit blossom type or arranged in squares, spacing 1.5～4.0m, in order to improve anti-liquefaction effect, the soil layer of all poor permeability of catch pit between must punching under easy liquefaction layer and basis, and form drainage system dissipation hole with the mattress layer of tool water filtering function and press, stop hole Hair Fixer exhibition.
(7) method for designing principle of the present invention:
First according to the provide fortification against earthquakes grade of liquefaction of classification and ground of place seismic fortification intensity, building, by technique scheme, carry out anti-liquefaction Design, and determine that in conjunction with the interaction of superstructure feature, basis and ground cement-soil grid encloses hoop piling wall layout pattern, grid area, reinforcement depth, piling wall thickness and unit structure pattern, select suitable curing compound and mix ratio, construction technology, construction technical requirement, and composite foundation method checking computations grid encloses the anti-liquefied foundation bearing capacity of hoop and whether distortion meets design requirement routinely.
While adopting large scale mass-type foundation, grid encloses the anti-liquefaction Bearing Capacity of Composite Foundation characteristic value of hoop and should determine according to load test and regional experience.
During preliminary design, Bearing Capacity of Composite Foundation characteristic value f
spkpress following formula estimation: f
spk=ζ f
sk.In above formula: ζ is that bearing capacity improves coefficient, generally gets 1.1～2.0, desirable low value when the substrate soil mud that is normal consolidation and mucky soil, stream are moulded soft plasticviscosity soil, saturated loess, plain fill; When substrate soil is silt, sand, gravelly soil, plastic hard plastic cohesive soil or replacement ratio desirable high value when high; f
skfor natural foundation bearing capacity characteristic value.In < < Code for design of building > > (GB-50007-2012), have regulation, composite foundation distortion can be by the pertinent regulations calculative determination of current specifications.
When adopting bar base and single footing, while arranging piling wall under wall or under mast axis, the modulus of compressibility that encloses the anti-liquefaction Bearing Capacity of Composite Foundation characteristic value of hoop and composite earth layer can be by current specifications calculative determination.
When being positioned at area, gentle slope, composite foundation still should carry out slide checking computations, takes anti-soil body slip measure.
When grid encloses the anti-liquefaction composite foundation of hoop design checking computations cannot meet bearing capacity or settlement request time, can be in conjunction with conventional ground processing in grid, processing method can adopt Deep Mixing Method, high-pressure rotary spraying method, Sand Pile Method, CFG method, the compound thin pile foundation method of settlement Control etc.
Composite foundation arranges and is not less than the thick mattress layer of 20cm under basis, and its material can be selected medium sand, coarse sand, graded sand and stone etc.When foundation liquefaction layer is between permeability lower level, when design needs, catch pit, catch pit blossom type or arranged in squares, spacing 1.5～4.0m also can be set in grid.
(8) anti-liquefied foundation reinforcement means implementation step of the present invention comprises:
1, data collection, comprises the bad border situation in place detailed geotechnical investigation data, superstructure and basic design information, regional ground processing experience and execution conditions, place etc.
2, according to design basis type, load and instructions for use, in conjunction with sitework geological conditions, design determines that cement-soil grid encloses hoop piling wall layout pattern, grid area, reinforcement depth, piling wall thickness and unit structure pattern, the method for processing foundation that combines etc., select suitable curing compound and mix ratio, construction technology, specify construction technical requirement, draw working drawing.And carry out technical economic analysis and contrast with other method, reach the object of prioritization scheme.
3, before formal construction, on representational place, carry out corresponding field trial or tentative construction, and carry out necessary test, with test design parameter and treatment effect.
4, when combining encryption method in grid is processed, the interior ground processing of the grid of first constructing, when processing in conjunction with grounds such as employing cement earth pile method, CFG stake method, the compound thin pile foundation methods of settlement Control in grid, can synchronize to intert with anti-liquefaction cement-soil pile construction according to physical condition and carry out or can construct in two steps, sequence of construction can be according to actual conditions adjustment, and construction technical requirement and quality inspection are undertaken by existing technical standard and designing requirement.
5, Foundation Treatment complete after, as while being designed with vertical drainage system, then construction drainage well.Also can be according to the designing requirement all or part of vertical drainage well of first having constructed.
6, last excavation pit, to design elevation, carries out top mattress layer construction, completes after construction detects and pays, and carries out top foundation construction.
Owing to having adopted such scheme, the present invention has following characteristics: reinforcement mechanism is clear and definite, and applicability is strong, the scope of application is wide, and anti-liquefaction effect is remarkable, reaches the object of eliminating foundation liquefaction depression, suppressing side direction expansion or slide, and few on the impact of bad border, construction experience maturation, cost is relatively economized.
Accompanying drawing explanation
Fig. 1 is that the anti-liquefied foundation of the embodiment of the present invention one is reinforced layout schematic diagram;
Fig. 2 is the generalized section of embodiment mono-in Fig. 1;
Fig. 3 is the cement-soil pile unit structure pattern of embodiment mono-in Fig. 1;
Fig. 4 is that the anti-liquefied foundation of the embodiment of the present invention two is reinforced layout schematic diagram;
Fig. 5 is that the anti-liquefied foundation of the embodiment of the present invention three is reinforced layout schematic diagram;
Fig. 6 is the generalized section of embodiment tri-in Fig. 5.
In figure: 1--cement-soil pile 2--cement earth pile 3--commonly uses the non-liquefaction steady soil of vertical reinforcement 4--large scale mass-type foundation 5--mattress layer 6--liquefaction soil layers 7--8--bar base.
The specific embodiment
Below in conjunction with accompanying drawing illustrated embodiment, the present invention is further illustrated:
Fig. 1～Fig. 6 is that grid of the present invention encloses the anti-liquefied foundation Scheme of Strengthening of hoop method design diagram.When specific design is implemented, according to basic pattern and other engineering specifications, can adopt different cement-soil pile grid layout patterns or carry out ground Treatment Design with other combination by mentality of designing of the present invention.
The arrangement that can adopt Fig. 1 to raft foundation, case base, oil tank mass-type foundation cement-soil pile grid, is grid and is arranged symmetrically with; To single footing cement-soil pile grid, can adopt the arrangement of Fig. 4, along arranging under mast axis; To strip foundation cement-soil pile grid, can adopt the arrangement of Fig. 5, along arranging under strip foundation wall.
Embodiment mono-: see Fig. 1, Fig. 2, Fig. 3, place is positioned at area, gentle slope, approximately 12 ° of earth grades, basis is large scale mass-type foundation 4(raft foundation), cement-soil pile 1 is grid for 4 times and is arranged symmetrically with ground is separated into the grid of sealing one by one on basis; Cement-soil pile 1 adopts grid construction as shown in Figure 2, by cement earth pile 2, adopts the construction of cutting splicing processes to make; Cement-soil pile 1 stretches into the following steady soil 7 of liquefaction depth through liquefaction soil layers 6; In lattice in conjunction with conventional method for processing foundation to improve anti-liquefaction Bearing Capacity of Composite Foundation and to reduce sedimentation and deformation, conventional vertical reinforcement 3 is by arranged in squares; The graded sand and stone mattress layer 5 that 30cm is thick is set on composite foundation.
Embodiment bis-: see Fig. 4, basis is single footing, arranges under cement-soil pile 1 mast axis, and ground is separated into the grid of sealing one by one; Under single footing, carry out according to a conventional method ground processing, Bearing Capacity of Composite Foundation and sedimentation and deformation are met design requirement, and unify with cement-soil pile 1, improve bulk strength and the rigidity of ground.
Embodiment tri-: see Fig. 5, Fig. 6, basis is strip foundation 8, cement-soil pile 1, along arranging under strip foundation wall, takes to cut splicing processes construction, and ground is separated into the grid of sealing one by one; The broken stone cushion layer 5 that 30cm is thick is set on composite foundation under bar base.
Certain engineering is the complex building on beach, nearly Fenhe River, Taiyuan City, high 10 floor in building, and frame construction, design adopts raft lamination foundation, higher to ground requirement for bearing capacity, more responsive to sedimentation and deformation.Place is positioned at area, gentle slope, approximately 12 ° of earth grades, and seismic fortification intensity is 8 degree, and foundation liquefaction grade is serious, and foundation soil forms distribution situation and is: top is saturated sand and silt, and the sense of silt sand is strong, loose～slightly close, bed thickness 7.5～10.0m; Bottom is silty clay, cobble, clay and medium coarse sand, and cohesive soil plastic state is close in sand; Another surrounding enviroment require sternly, should not take to vibrate enciphered method and carry out anti-liquefaction processing to vibration and noise.
In this engineering, the emphasis of ground processing is eliminate foundation liquefaction depression, limit lateral expansion or slide, and improves on the other hand bearing capacity of foundation soil, reduces sedimentation and deformation, makes foundation settlement distortion meet the average settlement amount of complex building and the requirement of integral inclination.
For reaching well above-mentioned processing intent, avoid surrounding enviroment to produce large impact, through designing and calculating such as the distortion of anti-liquefaction, bearing capacity and settlement and slide checking computations, this engineering adopts grid to enclose the anti-liquefaction consolidation process of hoop method, and in grid in conjunction with conventional ground processing.Concrete implementation step is as follows:
(1) cement-soil pile grid symmetry is quadrangle layout, and grid size is 10m × 9.6m, only in raft foundation planar range, arranges; Cement earth pile wall thickness 1300mm, takes to cut splicing processes construction by three row's cement earth piles and makes, and lap width 100mm, is grid-like structure, the replacement ratio 0.899 of cement-soil; Cement earth pile adopts deep mixing method, wet construction, stake footpath 500mm, every meter of water mixing mud 50kg; Cement-soil pile is dark 12.5, and stake end stretches into the following steady soil of liquefaction depth through liquefaction soil layers and is no less than 2.5m.
(2) in grid area, carry out cement-soil mixing pile processing, to meet the requirement of complex building antagonism liquefaction Bearing Capacity of Composite Foundation and sedimentation and deformation, cement-soil mixing pile stake footpath 500mm, pile spacing 1.2m, by arranged in squares, every meter of water mixing mud 55kg, arranges the graded sand and stone mattress layer that 30cm is thick on composite foundation.
(3) Farm Planning, agitation pile synchronous construction in anti-liquefaction cement-soil pile and grid, construction technical requirement and quality inspection are undertaken by existing technical standard and designing requirement.
(4) excavation pit, to design elevation, carries out top mattress layer construction, detects qualified rear payment, carries out top foundation construction.
The mechanism that the present invention produces according to liquefaction, by cement-soil pile grid, enclose the method for hoop ground and improve foundation soil ess-strain condition, reaching dissipation hole presses, improves effective stress, stops hole Hair Fixer exhibition, suppresses shear strain object, thereby control the increase accumulation of hole water stress and the increase of shearing strain, the large deformation producing after restriction liquefaction.Anti-liquefaction reinforcement mechanism is clear and definite, and applicability is strong, can combine use with other method for processing foundation simultaneously, and performance advantage separately, makes effect better, and the scope of application is wider.
The above-mentioned description to embodiment is can understand and apply the invention for the ease of those skilled in the art.Person skilled in the art obviously can easily make various modifications to these embodiment, and General Principle described herein is applied in other embodiment and without performing creative labour.Therefore, the invention is not restricted to the embodiment here, those skilled in the art are according to announcement of the present invention, and the improvement that the present invention is made and modification all should be within protection scope of the present invention.
Claims (7)
1. grid encloses the anti-liquefied foundation reinforcement means of hoop, it is characterized in that: in ground, make cement-soil pile grid foundation soil below basis is enclosed to hoop, ground is divided into the grid of several sealings.
2. a kind of grid according to claim 1 encloses the anti-liquefied foundation reinforcement means of hoop, it is characterized in that: described cement-soil pile grid adopts Deep Mixing Method, high-pressure rotary spraying method construction to make, and cement-soil pile grid wall thickness is 0.5～2.5m.
3. a kind of grid according to claim 1 encloses the anti-liquefied foundation reinforcement means of hoop, it is characterized in that: described cement-soil pile grid: to large scale mass-type foundation, be latticed and be arranged symmetrically with; To single footing, cement-soil pile grid body of wall arranges along mast axis, and to strip foundation, cement-soil pile grid body of wall is along arranging under strip foundation wall; Place seismic fortification intensity is that 7 lattice of grid while spending areas are 100～250m
2, 8 is 60～150m while spending
2.
4. a kind of grid according to claim 1 encloses the anti-liquefied foundation reinforcement means of hoop, it is characterized in that: while all eliminating foundation liquefaction depression, described cement-soil pile grid extends the following steady soil of liquefaction depth, when part is eliminated foundation liquefaction depression, the described following foundation liquefaction index of the cement-soil pile grid degree of depth is not more than 5.
5. a kind of grid according to claim 1 encloses the anti-liquefied foundation reinforcement means of hoop, it is characterized in that: in cement-soil pile grid, adopt Deep Mixing Method, high-pressure rotary spraying method, Sand Pile Method, CFG method to carry out ground processing.
6. a kind of grid encloses the anti-liquefied foundation reinforcement means of hoop according to claim 1 or 5, it is characterized in that: on anti-liquefaction reinforced composite ground, arrange and be not less than medium sand or coarse sand or the graded sand and stone mattress layer that 20cm is thick.
7. according to a kind of grid described in claim 1 or 5 or 6, enclose the anti-liquefied foundation reinforcement means of hoop, it is characterized in that: in cement-soil pile grid, catch pit is set.
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| CN109778829A (en) * | 2019-03-20 | 2019-05-21 | 安徽省水利水电勘测设计院 | A kind of Deep Thick Soft Ground rigid and flexible pile combines composite foundation with lattice wall |
| CN109778829B (en) * | 2019-03-20 | 2024-04-19 | 安徽省水利水电勘测设计研究总院股份有限公司 | Composite foundation combining deep soft soil rigid and flexible piles and lattice walls |
| CN109972469A (en) * | 2019-03-21 | 2019-07-05 | 长江勘测规划设计研究有限责任公司 | The weak subgrade processing unit and method of modular replacement stone pile composite foundation combination surcharge preloading |
| CN112878299A (en) * | 2021-01-09 | 2021-06-01 | 大地巨人(北京)工程科技有限公司 | Sludge solidification reinforced composite foundation treatment method |
| CN112889559A (en) * | 2021-01-21 | 2021-06-04 | 北京市建设工程质量第一检测所有限责任公司 | Pre-reinforcement method for soil liquefaction caused by straight root system arbor swing under typhoon action |
| CN113494074A (en) * | 2021-07-30 | 2021-10-12 | 中铁七局集团郑州工程有限公司 | Building foundation treatment method for area with liquefied soil bearing layer |
| CN113494074B (en) * | 2021-07-30 | 2022-09-13 | 中铁七局集团郑州工程有限公司 | Building foundation treatment method for area with liquefied soil bearing stratum |
| CN114297742A (en) * | 2021-11-22 | 2022-04-08 | 浙江杰地建筑设计有限公司 | Anti-liquefaction processing method based on average seismic subsidence and differential seismic subsidence |
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| CN103758113B (en) | 2015-11-25 |
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Effective date of registration: 20151009 Address after: 030021 23 Yi Jing Street, Wan Berlin District, Shanxi, Taiyuan Applicant after: China Chemical Engineering Second Construction Corporation Applicant after: Shanxi Huajin Geotechnical Engineering Prospecting Co., Ltd. Address before: 030021 23 Yi Jing Street, Wan Berlin District, Shanxi, Taiyuan Applicant before: China Chemical Engineering Second Construction Corporation |
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