CN101967819B - Forced ramming displacement synthetic method for construction of soft soil foundations of transformer substations - Google Patents
Forced ramming displacement synthetic method for construction of soft soil foundations of transformer substations Download PDFInfo
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- CN101967819B CN101967819B CN2009100554389A CN200910055438A CN101967819B CN 101967819 B CN101967819 B CN 101967819B CN 2009100554389 A CN2009100554389 A CN 2009100554389A CN 200910055438 A CN200910055438 A CN 200910055438A CN 101967819 B CN101967819 B CN 101967819B
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Abstract
The invention relates to the technical field of constructional foundation treatment, in particular to a forced ramming displacement synthetic method suitable for soft soil foundations. The forced ramming displacement synthetic method comprises the following steps of: performing pretreatment on the foundation ground before forced ramming displacement; backfilling composite soil materials which have compact structures and contain granular granules and calcined lime; and after completing the forced ramming of a mound body through point displacement, paving a sand-mingled hardcore bed, and performing rolling compaction compactly. In the method of the invention, through the treatment of foundations of builds and structures of transformer substations, massive (broken) stone mounds are formed finally, and the massive (broken) stone mounds and rammed soil mixed with sandstone and soil around the stone mounds form composite foundations. The foundations treated by the forced ramming displacement synthetic method improve the foundation strength and drainage condition, and are favorable for the solidification of soft soil.
Description
Technical field
The present invention relates to the building lot processing technology field, relate in particular to a kind of dynamic replacement synthesis that is applicable to soft foundation.
Background technology
In the partial function property buildings such as electric substation of building quite a few being arranged is to build on the soft foundation.Firm for the basis of guaranteeing electric substation's building and electric substation's erection equipment, common processing method is to adopt pile foundation, forms such as vacuum preloading, vacuum piling prepressing, piling prepressing at present.
When adopting pile foundation to handle electric substation's ground because the floor space of general electric substation is bigger, so just can only to main build, structure and main structure support employing pile foundation down, and adopt different long; Have to adopt other forms of foundation treatment mode under other water conservancy project structure and road, enclosure wall, the cable trench,, on time of handling and expense, all will spend great amount of time and financial resources like this like forms such as cement mixing method, plain concrete deposited stakes.Generally, each electric substation all can not once just accomplish to drop into and build up, and will extend a part later stage; Often when building first phase; Should based process all be accomplished, when this just possibly cause extending in the later stage, because of various reasons; Bring many contradiction and difficulty to enlarging, restricted etc. like the type selecting of equipment.
When adopting forms such as vacuum preloading, vacuum piling prepressing, piling prepressing to handle, will spend long time, and owing to the reasons such as otherness of ground, neither be very desirable on last treatment effect.Occurred a lot of problems in the process in last putting into operation, jeopardized functional building, special as electric substation etc. has the safe operation that main equipment is built the place.
After the general electric substation that handled through above method built up and put into operation one, two year, some bad phenomenon of appearance mainly contain: cable trench ftractureed, damage; Indivedual terminal boxs tilt; The setting of ground of 220kV place causes that 220kV positive bus-bar (pipe parent form) is crooked serious, makes accident potential such as positive female plug-in strip static contact and insulation column disengaging.
At present domestic to because ground compactness and intensity is low, the bearing capacity difference causes foundation soil bigger compressive strain of appearance easily when bearing upper pressure; Cause fabric structure to produce the problem of crack and differential settlement, effective method is the dynamic replacement method the most.The dynamic replacement method mainly is that the HI high impact ability of utilizing the high drop of weight to produce arranges weak soil; Ramming the material brute force of better performances such as stone, rubble, slabstone, slag, sand and other coarse granule materials again clamp-ons in the ground; In ground, form pellet pier one by one; Soil forms composite foundation between pier and the pier, to improve foundation capability.CN1743561A discloses a kind of improved novel column-hammer forced tamping substitution method.
Because general electric substation is lower to the requirement of bearing capacity of foundation soil, all about one～two layer, the general requirements bearing capacity of foundation soil get final product at 100kpa like electric substation's construction of structures, for the structure support, builds relatively, the requirement of structure is just littler.If after when electric substation's design process, adopting the dynamic replacement synthesis to handle; All can satisfy that electric substation builds on bearing capacity and the sedimentation and deformation fully, the requirement of structure and structure support; And be all to finish dealing with to full institute ground is disposable; Reorganization and expansion meeting for the later stage brings great convenience, simultaneously for full institute afterwards the uneven subsidence that then produced of operation also can be well solved.
The dynamic replacement synthesis that how to design a kind of suitable electric substation soft foundation is pendulum technical issues that need to address in face of the science and technology personnel.
Summary of the invention
The technical issues that need to address of the present invention provide a kind of dynamic replacement synthesis that is directed to electric substation's soft foundation, are intended to solve problems such as reducing electric substation's uneven settlement of foundation.
In order to solve the problems of the technologies described above, the present invention realizes through following technical scheme:
The dynamic replacement synthesis that is used for electric substation's soft soil foundation construction of the present invention; Before being included in dynamic replacement preliminary treatment is carried out on basic ground; Backfill structure then is closely knit, the mixing soil materials of prose style free from parallelism particle such as the building stones that grating is good, shear strength is high, mountain skin soil and/or pool slag and quicklime, the point type displacement accomplish strong ram cylinder after; Lay sand folder hardcore bed, and grinding compacting.Concrete, may further comprise the steps:
(1) levelling of the land: by design elevation, excavate the top layer plough plant plough like reed plant, and miscellaneous fill;
(2) back fill course: backfill comprises the mixing soil materials of quicklime and prose style free from parallelism particle, and described prose style free from parallelism particle is selected from least a in building stones, mountain skin soil and the pool slag;
(3) the strong pier body that rams is accomplished in the point type displacement;
(4) lay sand folder hardcore bed, and grinding compacting.
In the method for the invention, be that whole ground is carried out backfill, after back fill course reached design elevation, unwrapping wire was layouted again, carried out strong rammer of point type displacement and handled.
In a preferred embodiment of the invention, the volume ratio of quicklime and prose style free from parallelism particle is 1 in the described back fill course: 2--1: 3; Volume content organic in the described mixing soil materials is less than 5%, and do not contain expansive soil.
More preferably, also can admixture gypsum and cement near the mixing soil materials the design elevation of pier top in the described back fill course, make a living 3%～10% (volume) of lime consumption of the amount of admixture.
In practical implementation of the present invention, the volume ratio of quicklime and prose style free from parallelism particle can be preferably with 1: 2 or 1: 3 in the mixing soil materials; Near the design elevation of pier top quicklime consumption is unsuitable excessive, preferred admixture gypsum and cement.Have no particular limits for gypsum and cement, select to get final product with experience according to actual needs.
In the method for the invention, the powder containing quantity of the mixing soil materials of permission use is less than 10%.In the preferred described mixing soil materials weight content greater than 90% grain diameter between 200～500mm, wherein particle diameter greater than the weight content of the particle of 300mm less than 10% of mixing soil materials gross weight.
When the practical implementation of method of the present invention, the thickness of described back fill course confirms that according to design elevation the thickness of preferred described back fill course is about 1.5m.
In a preferred embodiment of the invention, the mud content of the sand of described laying folder hardcore bed should be less than 3%, and do not contain the impurity like plant residue, rubbish; Behind grinding compacting, compactness is not less than 0.94, and the maximum particle diameter of its medium stone is 20mm.In the specific implementation, rubble accounts for full weight ratio and coefficient of consolidation and confirms to get final product by the requirement for bearing capacity field trial.
In dynamic replacement synthesis of the present invention, the strong rammer pier position of ramming the pier body of described point type displacement arranges and can be the quincunx two kinds of layouts that are uniformly distributed with and completely ram that pier is apart from being 1.5～2.0 times of hammer end diameters.
In the specific implementation, preferred described strong rammer place is rammed by force by following two kinds of arrangement forms respectively:
(1) a main rammer and a rammer are arranged in squares, length of side 3.2m; Full hammer ram print is cut;
(2) a main rammer and a rammer are quincuncial arrangement, length of side 4.0m; Full hammer ram print is cut.
More preferably, described point type dynamic replacement satisfies: the single-click number is that main the rammer is no less than 9 and hits, and a rammer is no less than 6 and hits, and last 3 hit, and whenever hits the heavy amount of tamping pit smaller or equal to 5cm; Completely ramming 3 hits; Ramming pass is 4 times, wherein rams whole tamping points for the 1st, 2 time for slipping a line, and rams between being for the 3rd time, promptly mends a tamping point at each oblique diagonal angle of main tamping point, rams for full for the 4th time, and dynamic replacement is handled the degree of depth smaller or equal to 5m.
In dynamic replacement method practical implementation process of the present invention, should note measuring following data, to guarantee construction quality:
(1) the place absolute altitude before strong the rammer, back leveling absolute altitude is rammed in each time;
(2) ramming volume that hits of each time tamping point last three; Calculate total submergence depth of tamping pit, select the point of some to survey each deflection that hits in the whole rammer of each omnipresence district uniformly, as with strong rammer relatively and detect with reference to, full only the rammer when the beginning; Control with pile penetration; Draw the hammering number, count the injection that is as the criterion with this later on, do not remake measurement;
When (3) changing greatly as if discovery ground in strong the rammer, need work to swell and fall observation;
(4) the strong tamping pit diameter that forms that rams is mainly measured when strong the rammer, as the reference of calculating soil body compression and amount of filler;
(5) write down the filler quantity of each tamping pit;
(6) carry out testings such as in-situ test, soil test, cone penetration test, standard penetration test, load test, pressurementer test, wave velocity method test etc. are done in the scene.
Compared with prior art, the invention has the beneficial effects as follows:
1, through to build, the structure ground carries out after the dynamic replacement synthesis handles; Final piece (broken) stone pier that forms, piece (broken) stone pier be mixed with sandstone on every side and the rammer of soil between soil formation composite foundation, both improved foundation strength; Improve drainage condition again, helped the fixed of weak soil.
The bearing capacity of electric substation's ground of 2, handling through method of the present invention can satisfy fully build entirely, the superstructure requirement of structure, also brought very big convenience for the enlarging in electric substation's later stage and the type selecting and the installation of equipment.
Description of drawings
Fig. 1 is that the present invention rams pier position square tamping point arrangement diagram;
Fig. 2 is that the present invention rams the quincunx tamping point arrangement diagram in pier position;
Fig. 3 is that the present invention rams completely tamping point arrangement diagram of pier position;
Fig. 4 is place, a basic ground sectional drawing after the inventive method is handled.
1--construction of structures basis; 2--place back fill course; 3-sand folder hardcore bed; Soil between the 4--pier; 5--pier body
The specific embodiment
Below in conjunction with accompanying drawing dynamic replacement synthesis of the present invention is described in further detail.
One, the institute natural conditions and the geological conditions of present embodiment electric substation
Present embodiment institute geomorphic type belongs to the alluviation marine plain, and the place was the aquaculture in tideland field originally.Site topography is more smooth.Near the institute river in length and breadth, the basic ponding of distinguishing, surface drainage growth.Institute superficial part foundation soil is mainly the long-pending phase deposit in Quaternary system alluviation sea to be formed, and existing division is following from top to bottom with soil layer proterties in the depth of exploration scope:
(0) laminin is banketed: lark, and very wet, loosely organized, mainly form by mucky soil, cohesive soil.This layer mainly is distributed in the dyke position, the pool of distinguishing, bed thickness 0.70～1.50m.
(1) layer mud: grey, saturated, stream is moulded, and dry strength is high, contains a small amount of organic matter and mica sheet, and local this layer bottom accompanies powder soil horizon, is recent deposit, and character is poor.This layer distinguish distribution all arranged, bed thickness 2.70～4.10m, the high 0.33～2.00m of layer top mark is generally about 1.30m; Characteristic value of foundation bearing capacity f
Ak=50kPa.
(2-1) layer silt folder mud matter silty clay: sallow, grey, very wet, close slightly is main, dry strength is medium on the low side, toughness is medium on the low side, accompanies mud matter farinose argillic horizon (grey, saturated, stream is moulded), this layer part be in close shape silt.This layer distinguish distribution all arranged, bed thickness 11.50～13.10m, layer top mark be high by-2.97～-0.79m; Characteristic value of foundation bearing capacity f
Ak=100kPa.
(2-2) layer silt: ash, lark, wet～wet slightly, in close be main, dry strength is low, toughness is low, contains a small amount of silty sand.This layer distinguish distribution all arranged, bed thickness 4.60～6.50m, layer top mark be high by-14.57～-13.29m; Characteristic value of foundation bearing capacity f
Ak=170kPa.
(3) layer mud matter silty clay: grey, saturated, stream is moulded, and dry strength is medium higher, contains a small amount of powder and organic matter.This layer distinguish distribution all arranged, bed thickness 8.30～12.50m, layer top mark be high by-20.57～-18.80m; Characteristic value of foundation bearing capacity f
Ak=80kPa.
(4-1) layer silt: ash, lark, wet～wet slightly, in close be main, dry strength is low, toughness is low, contains a small amount of silty sand.Bed thickness 1.20～3.40m, layer top mark height-28.71～-28.07m; Characteristic value of foundation bearing capacity f
Ak=150kPa.
(4-2) layer silty clay: ash, lark, wet, plastic is main, and dry strength is medium, and toughness is medium, contains a small amount of powder.This layer distinguish distribution all arranged, bed thickness 0.90～2.80m, layer top mark be high by-31.69～-29.89m; Characteristic value of foundation bearing capacity f
Ak=120kPa.
(4-3) layer silty clay: lark, wet～wet slightly, plastic, dry strength is medium, and toughness is medium, contains a small amount of powder, and the part is silt, silty sand.This layer distinguish distribution all arranged, general bed thickness 1.70～3.40m, layer top mark be high by-33.59～-local this layer thickness of 31.87m is greater than 7.10m; Characteristic value of foundation bearing capacity f
Ak=150kPa.
(5) layer silt: lark, wet～wet slightly, in close～closely knit, dry strength is low, toughness is low, the part is a silty sand.
Place underground water is to the concrete non-corrosiveness; Under the alternation of wetting and drying condition, underground water has moderate corrosion property to the reinforcing bar in the reinforced concrete structure; Underground water has moderate corrosion property to steel work.
Two, present embodiment main technical detail
Wind velocity pressure: 0.70kN/m
2Snow reference pressure value: 0.45kN/m
2
(GB18306-2001) reach " Chinese earthquake motion response spectrum block plan eigenperiod " (GB18306-2001) according to " Chinese earthquake motion peak accelerator block plan "; The following earthquake motion peak accelerator that surmounted probability 10% in 50 years of institute is 0.05g (g is an acceleration of gravity), and corresponding seismic fortification intensity is 6 degree.The great soil group type of distinguishing be weak soil, the project site classification is the IV class, belongs to the unfavorable location of antidetonation.
Three, present embodiment electric substation district's general layout
General layout is with reference to the modular design A-5 of 220kV transformer station of State Grid Corporation of China scheme and " amphitypy one is changed ", according to the corresponding adjustment of outlet scale.
Because the place is more smooth, to satisfy under flood control, the prevention waterlogging prerequisite and considering electric substation's planning requirement on every side, the ground in whole place adopts plane sloping to arrange.Place nature absolute altitude is (1985 national height datums, down together) about 1.05～2.93m.Frequency is 1% high water mark 4.00m near the institute, and a line seawall design standard is 50 years one chances; Frequency is 1% waterlogging flood level 3.49m.
Four, use dynamic replacement synthesis of the present invention to handle the concrete steps of the soft foundation of electric substation:
(1) before dynamic consolidation construction, excavate the top layer reed plough plant, miscellaneous fill, smooth place;
(2) backfill structure is closely knit, grating is good, shear strength is high contains quicklime; The mixing soil materials of prose style free from parallelism particles such as building stones, mountain skin soil or pool slag; Wherein the volume ratio of quicklime and prose style free from parallelism particle was selected for use 1: 3; Admixture gypsum and cement near the design elevation of pier top, the consumption of gypsum and cement is 1: 1, both total addition contents about 5% of lime volumetric usage of making a living; The thickness of back fill course is 1.5m, and organic volume content must not surpass 5% in the earth material, does not contain expansive soil.The grain diameter of mixing soil materials is between 200～500mm, and particle diameter is 8% of a mixing soil materials full weight greater than the weight content of the particle of 300mm, and powder containing quantity is 6% of a mixing soil materials gross weight.
(3) carry out the point type displacement and accomplish the strong cylinder that rams; Design parameters is following:
(a) confirm the main tamping energy that rams that rams, expires.
The main rammer and a rammer 2400kNm (the heavy 160kN of hammer, diameter 2.1m falls apart from 15m); Completely ram 1200kNm (the heavy 160kN of hammer, diameter 2.1m falls apart from 7.5m).
(b) hammer end static ground force value desirable 100～250kPa hammer and heavyly should get 150～200kN, and the hammer bottom surface should symmetry be provided with the desirable 250～300mm in steam vent aperture some and the end face perforation.
(c) visible by Fig. 1-3: ram the pier position and adopt the quincunx two kinds of layouts that are uniformly distributed with and completely ram, pier is apart from desirable 1.5～2.0 times of hammer end diameters.The concrete strong parameter of ramming is following:
A, single-click number: main rammer is no less than 9 and hits, and a rammer is no less than 6 and hits, and requires last 3 to hit, and whenever hits the heavy amount of tamping pit smaller or equal to 5cm; Completely ramming 3 hits.
B, ram the place by force and can ram by force by following two kinds of arrangement forms respectively: mainly ram and ram arranged in squares, length of side 3.2m; Full hammer ram print is cut; A main rammer and a rammer quincuncial arrangement, length of side 4.0m; Full hammer ram print is cut.
C, ram pass: 4 times, wherein ram whole tamping points for 1,2 time for slipping a line, ram between being for the 3rd time, promptly mend a tamping point at each oblique diagonal angle of main tamping point, ram for full for the 4th time.
D, dynamic replacement are handled the degree of depth :≤5m.
(4) lay the thick sand folder of 500mm hardcore bed, and through grinding compacting, compactness is not less than 0.94.Sand folder hardcore bed must not contain impurity such as plant residue, rubbish, and mud content is about 2%.Rubble maximum particle diameter 20mm.
Visible by Fig. 4; Through method of the present invention the full institute ground of electric substation is carried out after the dynamic replacement synthesis handles; Final piece (broken) stone pier that forms; Piece (broken) stone pier and be mixed with sandstone on every side and the rammer of soil between soil form composite foundation, comprising soil 4, pier body 5 between the thick graded broken stone bed course of construction underpin layer 1, place back fill course 2,500mm 3, pier.Ground through dynamic replacement synthesis of the present invention is handled had both improved foundation strength, had improved drainage condition again, helped the fixed of weak soil.Can reach 120KPa through detecting characteristic value of foundation bearing capacity, so just can satisfy the superstructure requirement of full electric substation fully.
Claims (8)
1. dynamic replacement synthesis that is used for soft soil foundation construction, it may further comprise the steps:
(1) levelling of the land: by design elevation, excavate the top layer plough plant, miscellaneous fill;
(2) back fill course: backfill comprises the mixing soil materials of quicklime and prose style free from parallelism particle, and the volume ratio of quicklime and prose style free from parallelism particle is 1 in the mixing soil materials: 2-1: 3; Volume content organic in the described mixing soil materials is less than 5%, and do not contain expansive soil, and described prose style free from parallelism particle is selected from least a in building stones, mountain skin soil and the pool slag;
(3) the strong pier body that rams is accomplished in the point type displacement;
(4) lay sand folder hardcore bed, and grinding compacting.
2. dynamic replacement synthesis according to claim 1 is characterized in that: in the described back fill course near the mixing soil materials the design elevation of pier top admixture gypsum and cement, addition content 3%～10% of the lime consumption of making a living.
3. dynamic replacement synthesis according to claim 1; It is characterized in that: in the described mixing soil materials weight content greater than 90% particle grain size between 200～500mm, wherein particle diameter greater than the weight content of the particle of 300mm less than 10% of mixing soil materials gross weight.
4. according to the described dynamic replacement synthesis of one of claim 1-3, it is characterized in that: the thickness of described back fill course is 1.5m.
5. dynamic replacement synthesis according to claim 1 is characterized in that: described sand presss from both sides the mud content of hardcore bed less than 3%, and does not contain the impurity of plant residue, rubbish; Behind grinding compacting, compactness is not less than 0.94, and the maximum particle diameter of its medium stone is 20mm.
6. dynamic replacement synthesis according to claim 1 is characterized in that: the strong rammer pier position of ramming the pier body of point type displacement is arranged as the quincunx two kinds of layouts that are uniformly distributed with and completely ram, and pier is apart from being 1.5～2.0 times of hammer end diameters.
7. dynamic replacement synthesis according to claim 6 is characterized in that: described strong rammer rams by force by following two kinds of arrangement forms respectively:
(1) a main rammer and a rammer are arranged in squares, length of side 3.2m; Full hammer ram print is cut;
(2) a main rammer and a rammer are quincuncial arrangement, length of side 4.0m; Full hammer ram print is cut.
8. according to each described dynamic replacement synthesis in the claim 1,6 or 7, it is characterized in that: the point type dynamic replacement satisfies: the single-click number is that main the rammer is no less than 9 and hits, and a rammer is no less than 6 and hits, and last 3 hit, and whenever hits the heavy amount of tamping pit smaller or equal to 5cm; Completely ramming 3 hits; Ramming pass is 4 times, wherein rams whole tamping points for the 1st, 2 time for slipping a line, and rams between being for the 3rd time, mends a tamping point at each oblique diagonal angle of main tamping point, rams for full for the 4th time, and dynamic replacement is handled the degree of depth smaller or equal to 5m.
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| CN2009100554389A CN101967819B (en) | 2009-07-27 | 2009-07-27 | Forced ramming displacement synthetic method for construction of soft soil foundations of transformer substations |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102518111B (en) * | 2011-11-15 | 2014-05-21 | 攀钢集团工程技术有限公司 | Blast furnace slag replacement method for high-fill steel slag foundation |
| CN103711114A (en) * | 2012-10-08 | 2014-04-09 | 中国石油化工集团公司 | Foundation treatment method |
| CN106087946A (en) * | 2016-06-13 | 2016-11-09 | 贵州正业工程技术投资有限公司 | A kind of carbonate rock boulder strong rammer is combined to change to fill changes foundation reinforcement method |
| CN107268572B (en) * | 2017-07-11 | 2020-01-24 | 中冶华天工程技术有限公司 | Large-area silt soft soil foundation hardening treatment method |
| CN109914385A (en) * | 2019-03-22 | 2019-06-21 | 黄虎 | A kind of method of hydraulic structure treatment of soft foundation |
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