CN102444112B - Gravel pier shell structure used for salinized soft soil foundation and pier shell construction method - Google Patents
Gravel pier shell structure used for salinized soft soil foundation and pier shell construction method Download PDFInfo
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- CN102444112B CN102444112B CN201110282039.3A CN201110282039A CN102444112B CN 102444112 B CN102444112 B CN 102444112B CN 201110282039 A CN201110282039 A CN 201110282039A CN 102444112 B CN102444112 B CN 102444112B
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Abstract
The invention relates to a gravel pier shell structure used for the salinized soft soil foundation and a pier shell construction method. The gravel pier shell structure comprises gravel piers and a shell formed by gravel and geogrids. The gravel piers are distributed on the soil foundation, bodies of the gravel piers are in the shape of sugar-coated haws, the shell formed by the gravel and the geogrids comprises a gravel tamped layer and the geogrids. The bearing force of a composite soil foundation treated by the gravel pier shell construction method is particularly suitable for the treatment of salinized soil foundation with undrained shear strength smaller than 20kPa, is increased by 4 to 5 times of that of the original soil foundation, settlement capacity is reduced by two to three times, and reinforcing effect is better than that of other methods.
Description
Technical field
The present invention relates to building lot process field.Particularly, to a salinized soil Treatment Methods of Soft Ground, be particularly useful for undrained shear strength to be less than the brining ground foundation processing of 20kPa, improve bearing capacity and the stability of ground.
Background technology
Any building all will be built on ground, so foundation quality directly affects the safety of building.The Salt Lake Area of NW China is composed and is deposited abundant chemical industry and rare earth resources, repair the roads in its vicinity, exploit and found the factory and need to have good ground, here the salinized soil of certain areas is comprised of silt or the silty clay of saturated bittern, belong to engineering property poor, shear strength is little, the soft foundation that bearing capacity is lower.Can not meet Architectural Design Requirements, need to carry out artificial treatment.Selecting except meeting building to the requirement of ground of processing method, also depends on the mechanical property of former foundation soil, and weak foundation soil generally all needs to process and transformation as building lot.Although build at present dealer research and invent many processing methods, Treatment Methods of Soft Ground is from technology and also can not meet economically Architectural Design Requirements; To undrained shear strength Cu < 20kPa, it is less that soft moulding～stream is moulded the Treatment Method for Salt-Affected Soil Foudation of state, especially the long-pending cohesive soil in the lake of Salt Lake Area, not only soil poor mechanical property, again main constructional materials (concrete and steel) is had to deep-etching effect, the processing method of this ground just still less.The present invention is just for this problem, studies and tests out " rubble big and heavy stone and reinforced gravel cushion process weak brining ground foundation method be big and heavy stone shell method ".
At present, weak brining ground foundation being processed to main method has:
1, broken stone pile method, in soft foundation is processed, use general, due to stake week soil to stake to enclose limiter little, Bearing Capacity of Composite Foundation improves limited, especially salinized soil soft foundation bearing capacity is brought up to maximum, also be a times of former bearing capacity of foundation slab, at stream, mould bearing capacity in the brining ground foundation of state and can only improve 50%, and construction groundwork soil is grown (3～4 months) recovery time.
2, dynamic compaction and heavy tamping replacement method, the foundation soil of weak brining ground foundation is all saturated soil, and water content is high, and this method does not only have the compression of foundation soil and compacted effect, easily forms on the contrary " spongy soil ", and reinforcement depth and bearing capacity improve limited especially.
3, rubble Wrapping pile method, examines your sweat Salt Lake Area critically and is widely used in Qinghai, because stake footpath is little, pile body compacting is limited, so the intensity of pile body is difficult for improving, for the building lot that requires Bearing Capacity of Composite Foundation characteristic value to be greater than 350kPa, is difficult for realizing.
By two kinds of methods above, process undrained shear strength Cu < 20kPa foundation soils, characteristic value of foundation bearing capacity be brought up to to be greater than 350kP all more difficult above.Additive method is applied as deep mixing cement pile, CFG stake and pulverized-coal-ash pile etc. in the soft stratum of salinized soil, all can be because of the deep-etching of bittern limited cannot employing.
Summary of the invention
The object of the invention is: a kind of Macadam Pier shell structure for weak brining ground foundation is provided, and the construction method of pier shell method, meet Architectural Design Requirements, economic, safe, feasible processing undrained shear strength is less than the method for the brining ground foundation of 20kPa again, improves bearing capacity and the stability of ground.
To achieve these goals, technical scheme of the present invention is to provide a kind of Macadam Pier shell structure for weak brining ground foundation, comprise Macadam Pier, the housing that rubble and geo-grid form, wherein, Macadam Pier is arranged according to full hall in ground, pier stud body is " sugarcoated haws " shape, Macadam Pier footpath is greater than the external diameter 15%-35% of pillar for construction Macadam Pier, the housing that rubble and geo-grid form is included in the first floor rubble compacting layer of laying successively at Macadam Pier top, first floor geo-grid, second layer rubble compacting layer, second layer geo-grid, the 3rd layer of rubble compacting layer, geo-grid is macromolecular material.
Further, geo-grid is that polyethylene or polypropylene are made.
Interchangeable, the housing that rubble and geo-grid form is included in the first floor rubble compacting layer of only laying successively at Macadam Pier top, first floor geo-grid, second layer rubble compacting layer, or the first floor rubble of laying successively compacting layer, first floor geo-grid, second layer rubble compacting layer, second layer geo-grid, the 3rd layer of rubble compacting layer, the 3rd layer of geo-grid, the 4th layer of rubble compacting layer.
The construction method of the above-mentioned Macadam Pier shell structure for weak brining ground foundation adopts pier shell method, mainly comprises following construction sequence:
on carry pillar to 1/2 place of new filler cylinder;
Advantage of the present invention and effect are:
Through overtesting and engineering practice and background technology comparison, the method major advantage one that big and heavy stone shell method is processed weak brining ground foundation is: by post, hammer into shape to ram metaling is rammed and is extruded in weak brining ground foundation, form the larger closely knit rubble big and heavy stone post of diameter.Because weak brining ground foundation is subject to stronger extruding and compacting effect, make the combination water of the soil particle in underground water saturated salt marsh soil layer become free pore space water, produce excess pore water pressure, destroy the grain structure of former foundation soil, ram the effect of shock wave and the slabbing action of pore water pressure that expand, make weak salinized soil stratum produce a large amount of minute fissures, soil body pore water pushes and is discharged in rubble big and heavy stone from crack, by rubble big and heavy stone, discharge earth's surface, make the soil body increase in density on salinized soil stratum and fixed, intensity will improve greatly; Simultaneously, by rammer, expanded salinized soil is replaced as to rubble big and heavy stone, form the rubble big and heavy stone post that diameter is larger in brining ground foundation, this rubble big and heavy stone diameter and density are much larger than broken stone pile, can as broken stone pile, by top active force effect, do not produced distortion or broken, to such an extent as to dissipate.Rubble big and heavy stone post is the fixed complete draining conduit pipe of foundation soil, is again the big and heavy stone post that supports building foundation vertical.In foundation soil, lay some rubble Dun Zhuyuyuan grounds local soil type and become composite foundation, the vertical bearing capacity of raising ground that can be larger.Because rubble big and heavy stone post is to ram to expand by certain spacing design to form, the variable density of the soil body between stake big and heavy stone is more far less apart from big and heavy stone cylinder, for foundation soil laterally for it is an inhomogeneous foundation soil body, the vertical bearing capacity of rubble big and heavy stone post is much larger than soil between big and heavy stone.In order to regulate the stressed inhomogeneities of soil between rubble big and heavy stone post and big and heavy stone, at its top, lay geo-grid hardcore bed, cushion thickness 300～500mm, 1～3 layer of geo-grid of middle laying.Geo-grid has anticorrosive, anti-aging, the advantage that tensile strength is high, it is linked into hardcore bed to be integrally formed flexible shell, and this layer of transversely strengthening body that housing is ground, is adjusted to the Main Function power of building lot on big and heavy stone post, geo-grid hardcore bed, not only can improve the vertical bearing capacity of ground, also increase the shear strength of foundation soil, reduce the differential settlement of ground.The synergy of rubble big and heavy stone post and native grid hardcore bed and the composite foundation method that forms is called " method that big and heavy stone shell method is processed weak brining ground foundation ".By test and result of calculation in the weak brining ground foundation in Cha Er sweat Salt Lake Area, prove: the Bearing Capacity of Composite Foundation after processing can improve 4～5 times than former bearing capacity of foundation soil, and settling amount reduces 2～3 times, and consolidation effect is better than additive method.
Accompanying drawing explanation
Fig. 1: for the Macadam Pier shell structure schematic diagram of weak brining ground foundation.
Fig. 2-12: pier shell method construction process schematic diagram.
Reference numeral: 1, Dun Bi; 2, first floor geo-grid; 3, second layer geo-grid; 4, salinized soil; 5, metaling; 6, first floor rubble compacting layer; 7, second layer rubble compacting layer; 8, the 3rd layer of rubble compacting layer; 9, Macadam Pier.
The specific embodiment
Below in conjunction with concrete case study on implementation, the present invention is described as follows: if Fig. 1 is for as shown in the Macadam Pier shell structure schematic diagram of weak salinized soil 4 grounds, comprise Macadam Pier 9, the housing that rubble and geo-grid form, wherein, Macadam Pier is arranged according to full hall in ground, pier stud body is " sugarcoated haws " shape, Macadam Pier footpath is greater than the external diameter 15%-35% of pillar for construction Macadam Pier, the housing that rubble and geo-grid form is included in the first floor rubble compacting layer 6 of laying successively at Macadam Pier top, first floor geo-grid 2, second layer rubble compacting layer 7, second layer geo-grid 3, the 3rd layer of rubble compacting layer 8, geo-grid is macromolecular material, preferably geo-grid is that polyethylene or polypropylene are made, also the first floor rubble compacting layer 6 that can only lay successively at Macadam Pier top according to the housing of the demand rubble of actual bearing capacity of foundation soil and geo-grid formation, first floor geo-grid 2, second layer rubble compacting layer 7, or the first floor rubble of laying successively compacting layer 6, first floor geo-grid 2, second layer rubble compacting layer 7, second layer geo-grid 3, the 3rd layer of rubble compacting layer 8, the 3rd layer of geo-grid, the 4th layer of rubble compacting layer.Construction mainly adopts pier shell method for the Macadam Pier shell structure of weak brining ground foundation, comprise following construction sequence (referring to Fig. 2-12): on former ground, with post hammer, ram expansion machine pore-forming, by with managing and protecting wall, by ramming big and heavy stone pillar, ram the design elevation (referring to Fig. 2-Fig. 3) of shaking in ground; Mention hammer ram; As shown in Figure 4, in big and heavy stone hole, inject a certain amount of crushed stone aggregate; The post hammer rammer expansion that diameter is less than to pillar internal diameter is rammed in hand-hole down; When diffusing into pillar bottom absolute altitude, fills out again by rammer certain metaling; On carry pillar to 1/2 place of new filler cylinder; With post hammer, ram and expand until rammer diffuses into pillar bottom (referring to Fig. 5); Recharge certain metaling 5; As shown in Fig. 6-7, repeat above-mentioned construction sequence until construction reaches top design absolute altitude, closely knit rubble big and heavy stone forms, the diameter of rubble big and heavy stone post expands through ramming, generally be greater than the diameter 15%～35% of pillar, it is larger that the softer rammer of ground soil property expands diameter, the rubble big and heavy stone post that density is larger will be formed in ground, by design big and heavy stone, apart from requirement, the rubble big and heavy stone of full hall in ground has been constructed, wherein according to equilateral triangle or the full hall of square, arrange construction rubble big and heavy stone post, the spacing of construction rubble big and heavy stone post is by the degree of porosity according to foundation soil and field trial design; The length of rubble big and heavy stone post, according to the thickness of consolidation process foundation soil and the design of the size of bearing capacity; As shown in Fig. 8-12, then smooth rubble big and heavy stone top and lay first floor rubble and compacting, then lay first floor geo-grid, re-lay second layer rubble and compacting; Then after laying second layer geo-grid, lay the 3rd layer of rubble compacting thereon, on weak brining ground foundation, form the shell that rubble and geo-grid form.The general design thickness of general rubble compacting layer is 300～500mm, can lay therein 1～3 layer of geo-grid, according to former ground geotechnique journey characteristic and design characteristic value of foundation bearing capacity, select the model of geotechnological barrier, rubble layering laying and compacting, form the shell that the flexible rubble of one deck and geo-grid form, the flexible shell that rubble big and heavy stone, rubble and geo-grid form forms the composite foundation of big and heavy stone hull shape.
Claims (2)
1. the Macadam Pier shell structure for weak brining ground foundation, it is characterized in that: comprise Macadam Pier (9), the housing that rubble and geo-grid form, wherein, Macadam Pier (9) is arranged according to full hall in ground, pier stud body is " sugarcoated haws " shape, Macadam Pier footpath is greater than the external diameter 15%-35% of pillar for construction Macadam Pier, the housing that rubble and geo-grid form is included in the first floor rubble compacting layer (6) of laying successively at Macadam Pier (9) top, first floor geo-grid (2), second layer rubble compacting layer (7), second layer geo-grid (3), the 3rd layer of rubble compacting layer (8), geo-grid is that macromolecular material polyethylene or polypropylene are made, adopt pier shell method, mainly comprise following construction sequence:
1) on former ground, with post hammer, ram expansion machine pore-forming, by with managing and protecting wall, by ramming big and heavy stone pillar, ram the design elevation of shaking in ground;
2) mention hammer ram;
3) in big and heavy stone hole, inject a certain amount of metaling (5);
4) the post hammer rammer expansion that diameter is less than to pillar internal diameter is rammed in hand-hole down;
5) when rammer diffuses into pillar bottom absolute altitude, fill out again certain metaling (5);
6) on, carry pillar to newly filling out 1/2 place of metaling cylinder;
7) with post hammer, ram and expand until rammer diffuses into pillar bottom;
8) recharge certain metaling;
9) repeat 2)～8) until construction reaches top design absolute altitude, closely knit rubble big and heavy stone (9) forms;
10) after the rubble big and heavy stone (9) of the full hall of ground having been constructed apart from requirement by design big and heavy stone, first floor rubble is also laid and compacting in smooth rubble big and heavy stone (9) top;
11) lay first floor geo-grid (2), re-lay second layer rubble compacting;
12) lay second layer geo-grid (3) and lay afterwards the 3rd layer of rubble compacting thereon, on weak salinized soil (4) ground, form the shell that rubble and geo-grid form.
2. the Macadam Pier shell structure for weak brining ground foundation according to claim 1, it is characterized in that: interchangeable, the housing that rubble and geo-grid form is included in the first floor rubble compacting layer (6) of only laying successively at Macadam Pier (9) top, first floor geo-grid (2), second layer rubble compacting layer (6), or the first floor rubble of laying successively compacting layer (6), first floor geo-grid (2), second layer rubble compacting layer (7), second layer geo-grid (3), the 3rd layer of rubble compacting layer, the 3rd layer of geo-grid, the 4th layer of rubble compacting layer.
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Denomination of invention: Gravel pier shell structure and its construction method for soft saline soil foundation Effective date of registration: 20210324 Granted publication date: 20140226 Pledgee: Xi'an investment and financing Company limited by guarantee Pledgor: Shaanxi long fine Construction Engineering Co.,Ltd. Registration number: Y2021610000069 |
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