CN102561361A - Ultra-deep T-shaped trench-wall pile in soft-toped hard-bottomed soil layer and trench forming method - Google Patents
Ultra-deep T-shaped trench-wall pile in soft-toped hard-bottomed soil layer and trench forming method Download PDFInfo
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Abstract
The invention discloses an ultra-deep T-shaped trench-wall pile in a soft-toped hard-bottomed soil layer and a trench forming method. The trench forming method includes the steps: firstly, pre-reinforcing soft soil at each external corner of a T-shaped trench wall; secondly, digging a guide wall foundation pit, treating the extremely soft soil layer at the bottom area of a guide wall to lead the bearing capacity of the foundation bottom of the guide wall to be larger than or equal to 100kPa; and thirdly using the trench forming way of 'drilling and gripping'. By the method, trench forming efficiency can be improved greatly, cost is lowered, and evident economy is achieved.
Description
Technical field
The invention belongs to the building foundation engineering field, relate in particular to the technical field of pile foundation and forming construction method thereof.
Background technology
The cell wall stake is to adopt diaphragm wall to become wall technology to form the base form of Rectangular Section Pile as building, structure, bears the superstructure load.Compare with drilled pile, the preformed pile basis of routine; The cell wall stake has the vertical bearing capacity height, rigidity is big; Can be according to characteristics such as body of wall flexible arrangement adjustment foundation level rigidity; Can in practical applications, replace conventional drilled pile, preformed pile basis, direct single pile or multi-column pier foundation as building.
The cell wall stake has obtained significant progress abroad and has used widely; Use comparatively common at home in the deep foundation engineering of highrise building; Deep foundation engineering often adopts the cell wall stake as space enclosing structure in the foundation pit construction stage; And normal operational phase cell wall stake as basement structure exterior wall and wall under the pile foundation of load-bearing use, make the cell wall stake bring into play 3 kinds of functions of use, economic benefit is comparatively remarkable.
But owing to receive the influence of self cross sectional shape, the horizontal rigidity of the length edge direction of cell wall stake differs greatly, when the action direction of horizontal loading is parallel to the long side direction of cell wall stake, because the section modulus of this direction is big stressed comparatively reasonable.But when the action direction of horizontal loading is parallel to the short side direction of cell wall stake, because the section modulus of this direction is less stressed comparatively unfavorable.The stake of T-slot wall then can be guaranteed rigidity and the stressed uniformity of cell wall stake at two orthogonal directions than square-section cell wall stake preferably, strengthens the rigidity of horizontal loads direction, improves the resistivity to horizontal loading on the whole.
The T-slot wall stake of equal sectional area is compared with drilled pile, side's stake, and its perimeter of section is big, has increased and the soil layer contact surface; Increased the sidewall frictional resistance and the end load of the stake of T-slot wall, thereby improved the vertical bearing capacity of T-slot wall stake, its section modulus is big simultaneously; Also can bear bigger horizontal loading, the soil pressure of can apply it to that the top soft layer is thick, the bearing stratum buried depth is big, bearing is big, during the structure operation to the outstanding engineering of rigidity requirements such as settlement request strictness, for example large pier engineering; Can reduce the settlement after construction and the horizontal movement of harbour, when reducing construction costs, improve the structure functional performance; Has obvious economy; Publication number is CN201962688U, and open day is 2011.09.07, and denomination of invention has detailed description for the Chinese utility model of " diaphragm wall harbour pile foundation structure " to this.
The more employing hydraulic grab of cell wall stake groover carries out trenching construction; But compare with the square-section cell wall stake of routine; The ultra dark T-slot wall stake that the slotted eye degree of depth surpasses 50m is that soft layer and the bottom trenching construction difficulty when being hardpan is big on covering layer top; Be to exist two main difficult technical of trenching construction: the external corner position soil body of (1) T-slot wall is two and faces dummy status, in the work progress cell wall disturbance many, easy whole unstability of cell wall or partial collapse; Pile bottom sediment thickness is excessive, and construction risk is very high; When (2) the standard blow number of conventional hydraulic grab groover hardpan in the bottom hits above 30; Then excavation speed descends very fast; Hit then sharply decline of digging efficiency when surpassing 50; Cutting power, deviation-correcting function and grooving technology to groover are stern challenges, and grooving speed is merely 0.3～0.5m/h; (3) vertical precision of grooving is difficult to guarantee; But the vertical precision of T-slot wall requires high; The vertical precision control 1/150 of (JTJ303-2003) stipulating like " port works continuous underground wall structure design and construction rules " also is not suitable for the T-slot wall pile driving construction below the groove depth 30m; Vertical precision must reach more than 1/300; Even otherwise control the lifting distortion of reinforcing cage of T-slot wall stake well, as long as the vertical precision of T-slot wall has 1 direction not reach requirement, its reinforcing cage will be stuck and can't transfer smoothly and put in place.
Therefore; When using ultra dark T-slot wall stake under the last soft down hardpan condition, the technological means of taking for the above-mentioned main difficult technical that solves trenching construction at present, the one, on the grooving method, generally adopt two-wheel slotter milling grooving; Or the grooving method of " grab and mill combination "; Like publication number is CN101289853, and open day is 2008.10.22, and denomination of invention is that the Chinese invention patent application of " job practices of continuous wall trench underground on soft soil region " is said; Promptly adopt the grooving of hydraulic grab groover, adopt two-wheel slotter milling grooving behind the entering hardpan for the top soft layer; The 2nd, on the design scheme, in T-slot wall stake when design, only adopted T section, toward two side wing edges of next cancellation T section at the bottom of arranging that T section does not lead in the 30～40m depth bounds of the top of cell wall stake; For reducing the trenching construction difficulty of hydraulic grab groover, simply the slotted eye depth design with the stake of T-slot wall becomes to be no more than 50m when perhaps designing.
(1) problem that exists on the design scheme:
The stake of T-slot wall is taked only in the 30～40m depth bounds of top, to adopt T section; During toward the design scheme of two side wing edges of next cancellation T section; Though can reduce the difficulty of grooving process and control, satisfy under 1/150 situation at the vertical precision of cell wall, its reinforcing cage is transferred smoothly put in place; But the sectional area that has also reduced this cell wall stake bottom thus reaches and the soil layer contact area; Reduce sidewall frictional resistance, end load and the horizontal rigidity of the stake of T-slot wall, thereby reduced the vertical bearing capacity of T-slot wall stake and the resistivity of horizontal loading, weakened the engineering significance of using the stake of ultra dark T-slot wall.The stake of this T-slot wall in fact has not been ultra dark T-slot wall stake truly.
(2) problem that exists on the grooving method:
Two-wheel slotter milling grooving is strong to soil layer compliance; Can be used for the milling manual work and fill layer, fine sand layer, layer of sand and severely-weathered horizon d; Carry vertical precision checkout gear and hydraulic pressure deviation correcting device; Have that milling efficiency and grooving vertical precision are high, anti-collapsely can being guaranteed of grooving hole shape rule, cell wall, tangible characteristics such as clear hole is effective, but two-wheel slotter equipment is huge, and is higher to site requirements; Corollary equipment is more, and the place needs bigger with area; The two-wheel slotter of domestic present use is mainly import equipment, and quantity relatively seldom, like main spare and accessory parts damage in use; Must be from external import; To produce significant impact to programming, and satisfy not the construction speed requirement, maintenance cost and technical requirements are also high.The lease expenses of two-wheel slotter is expensive, if take to purchase mode, because complete machine and spare and accessory parts cost an arm and a leg, disposable input is huge, and is with high costs.
The hydraulic grab groover is the most general grooving equipment of present domestic use, and quantity is also more; The closing force of the type equipment is big, and the grooving ability is strong, and is provided with computer deviational survey and hydraulic pressure deviation correcting device more, can guarantee greater efficiency, grooving in high quality, and the covering layer that is suitable for cohesive soil, sand soil is directly grabbed excavation construction.But the grooving degree of depth surpasses 50m or standard blow number to be reached in 50 soil layers that hit, and work efficiency is lower.Because the grab bucket of hydraulic grab groover is frequently grabbed soil up and down, is unearthed, and is many to the cell wall disturbance, be unfavorable for the stable of cell wall.The hydraulic grab groover has realized that production domesticization produces, purchase or hiring cost, maintenance cost lower, keep in repair also easier; But compare with the two-wheel slotter, the control difficulty that the cell wall vertical precision that requires the hydraulic grab groover to excavate reaches more than 1/300 is bigger, also needs to be equipped with clear hole equipment in addition and carry out hole clearly.
Specifically comprehensively relatively see shown in the table 1, wherein to the hydraulic grab groover then emphasis compared the high product with safe two brands of Shanghai gold of the more last Hypon of domestic use.
The contrast of table 1 grooving technology method and apparatus
It is thus clear that the ultra dark T-slot wall pile driving construction under the last soft hardpan condition down adopt the hydraulic grab groover in the technical deficiency of ultra dark T-slot wall stake trenching construction for remedying, and the two-wheel slotter that adopts carries out trenching construction, cost is quite expensive.Therefore, need provide a kind of safe, efficient, cost is low, can avoid the cell wall of ultra dark T-slot wall stake to cave in, guarantee that the cell wall vertical precision reaches trenching construction technology and the corresponding T-slot wall stake design more than 1/300.
Summary of the invention
The objective of the invention is to remedy the deficiency of prior art, a kind of soft forming construction method thereof of the ultra dark T type cell wall stake of hardpan down that is applicable to is provided.
Another object of the present invention is to provide the stake of the resulting ultra dark T type cell wall of the above-mentioned job practices of a kind of employing.
In order to reach the foregoing invention purpose, the present invention has adopted following technical scheme: be used for the soft forming construction method thereof of the ultra dark T-slot wall stake of hardpan down, it is characterized in that may further comprise the steps:
(1) leads the preceding preparatory consolidation process of each external corner place of T-slot wall being carried out soft soil of wall construction;
(2) excavation is led wall base hole, and soil layer a little less than leading the dead-soft that the wall bottom section exists is handled, and makes the bearing capacity >=100kPa that leads at the bottom of the wall base;
(3) take the trenching construction mode of " brill is grabbed combination "; Adopt large-scale rotary drilling rig construction bullport to the stake end; The both wings symmetric position of T-slot wall stake is respectively dug and is bored a bullport; The web position of T-slot wall stake is dug and is bored one or two bullport, carries out the grooving construction with the hydraulic grab groover by the soil order of grabbing of first wing plate trailing web again, cooperates the clear hole of the anti-recycle unit of gaslift with the mud purification sand filter at last.
Preferably, before step (1) is led wall construction, 3 cement mixing piles of each external corner place construction of T-slot wall so that soft soil is carried out preparatory consolidation process, to improve the mechanical property of the soil body, are improved the cell wall resistance to overturning at T-slot wall stake external corner place.
Preferably, carry out mode that the soil body handles and comprise changing and fill out and grinding compacting leading the wall bottom section in the step (2), or the high-pressure rotary-spray consolidation process.
Preferably, the said wall of leading adopts "] [" shape monolithic C20 reinforced concrete structure.
Preferably, during trenching construction, adopt the composite bentonite mud of high surrender type swell soil, blanc fixe and CMC preparation to carry out retaining wall, mix blanc fixe in the mud and improve mud density to 1.25g/cm
3,, increase the local stability of the cell wall resistance to overturning and the cell wall soil body to improve the osmosis and the lateral force of mud to the cell wall soil layer.
Specifically; The trenching construction mode of said " brill is grabbed combination " is made into one and forms groove equipment with 1 rotary drilling rig, 2 hydraulic grab groovers, the clear hole of 1 cover equipment, and wherein said clear hole equipment is made up of 1 mud purification sand filter, 2 air compressor machines and some conduits; 2 hydraulic grab groovers carry out the flowing water construction by the different grooving degree of depth, the grooving construction of the 1st responsible slotted eye 0～40m degree of depth, the 2nd the grooving construction of then being responsible for slotted eye 40m～projected depth.
Specifically, the slotted eye degree of depth of said T-slot wall stake is 55～65m, and the wing plate of pile body and the thickness of web are identical, is 0.8～1.2m, and the length of wing plate is 2.8m, and the length of web is 2.5～4.2m.
As a kind of embodiment wherein; Said web length is 2.5～2.8m; Adopt three brills two to grab form of construction work, wing plate two terminal positions of T-slot wall stake dig symmetrically respectively and bore a bullport, and T-slot wall stake web digs at the end away from both wings and bores a bullport.
As a kind of preferred implementation wherein; Said web length is 3.4～4.2m; Preferred four brills three that adopt are grabbed form of construction work; Wing plate two terminal positions of T-slot wall stake dig symmetrically respectively and bore a bullport, and the web of T-slot wall stake bores a bullport digging respectively away from both wings and near the position of both wings, when using the hydraulic grab groover earlier to wing plate two bullports between position grooving construction; Then to grooving construction in position between web two bullports, at last to grooving construction in position between wing plate and the nearly wing bullport of web.
Technical scheme of the present invention also comprises uses the resulting ultra dark T-slot wall stake that is used for soft following hardpan of above-mentioned arbitrary job practices.
Preferably, the tip position of the wing plate of T-slot wall stake and web is outer semicircle of opening.
The technological means that the present invention taked has comprised improves and adopts unique forming construction method thereof two broad aspect to the Cross section Design scheme of T-slot ancient piece of jade, round, flat and with a hole in its centre stake.Ultra dark T-slot wall of the present invention stake is applied under the soft down hard soil layer condition, compared with drilled pile, side's stake of equal sectional area, has increased itself and soil layer contact surface; Its sidewall frictional resistance and end load have been increased; Improved its vertical bearing capacity and horizontal loading ability to bear, can apply it to that the top soft layer is thick, the bearing stratum buried depth is big, during the structure operation to the outstanding engineering of rigidity requirements such as settlement request strictness, can reduce the settlement after construction and the horizontal movement of engineering; Improve the structure functional performance; It is long to reduce stake than the pile foundation of other forms such as borehole friction pile, reduces construction costs, has obvious economy.Table 2 be the stake of the ultra dark T-slot wall of certain harbour practical applications with the economy of drilled pile commonly used relatively, the Foundation Design cost of this harbour reduces more than 30%, has economical with materials and cost characteristics, meets the policy of national energy-saving consumption-reducing, has good social benefit.
The economy of table 2 ultra dark T-slot wall stake and drilled pile relatively
The engineering practice data show; Since the one-tenth slot thickness that the design scheme of ultra dark T-slot wall stake adapts to domestic hydraulic grab groover commonly used with become the groove depth requirement, and grooving method and other technological means through employing integrate innovations " brill is grabbed combination " improve trenching construction efficient significantly; The grooving time of accomplishing the stake of single T-slot wall is in 40 hours; Improve more than 25% than the simple efficient of hydraulic grab groover grooving that adopts, and the vertical precision of cell wall reaches 1/550～1/600, the cell wall phenomenon of caving in does not take place; The average reaming coefficient of slotted eye is merely 1.04; The reinforcing bar cage hoisting of cell wall stake is gone into groove one-time success rate in place and is reached 100%, and the time of accomplishing the stake of a ultra dark T-slot wall was controlled at 60～72 hours, and the ultrasound examination I class stake behind the pile reaches more than 95%.The stake of ultra dark T-slot wall takes " brill is grabbed combination " technology to carry out trenching construction; The milling trenching construction of comparable simple employing two-wheel slotter reduces cost 40%～50%, reduces cost more than 30% than " grab to mill and the combine " trenching construction that adopts the hydraulic grab groover with the combination of two-wheel slotter.The grooving technology method of " brill is grabbed combination " had both guaranteed the safe mass and the duration of ultra dark T-slot wall stake, had avoided adopting the expensive two-wheel slotter of cost to carry out trenching construction again, had practiced thrift construction cost, had remarkable economical property.
Description of drawings
Fig. 1 is ultra dark T-slot wall stake facade structures sketch map.
Fig. 2 is the A-A cut-away view of Fig. 1.
Fig. 3 is the B-B cut-away view of Fig. 2.
Fig. 4 is ultra dark T-slot wall stake trenching construction step sketch map, wherein
Fig. 4 a shows operation platform build sketch map;
Fig. 4 b demonstration cement mixing pile is reinforced T-slot wall external corner position sketch map in advance;
Fig. 4 c shows that leading the wall bottom solum handles sketch map.
Wall construction sketch map is led in Fig. 4 d demonstration.
Fig. 4 e1～4e2 shows rotary drilling rig construction bullport sketch map.
Fig. 4 f1～4f6 is the facade and the floor map of hydraulic grab groover grooving construction.
Fig. 5 a～5b shows that the end is semicircular ultra dark T type cell wall stake cross sectional representation.
Fig. 6 shows " three bore two grabs " trenching construction sketch map.
Fig. 7 is ultra dark T-slot wall stake trenching construction flow chart.
The specific embodiment
With certain specific embodiment technical scheme of the present invention is carried out concrete description at present.
The second stage of the project water front length overall 1200m of certain shore wharf, the wharf apron depth of water is-17.5m (chart datum), is 4 the deep-water berth harbours that can stop a new generation's Panamanian type container ship in super back.The place ground level 2.30～3.0m of this project; The engineering stratum is mainly sand and clay deposition layer and the Pliocene Epoch in Quaternary Period marine sediment Miocene Epoch in the Tertiary Period, and key horizon is distributed as from top to bottom: the loose middle fine sand of top layer backfill and and gravel, mud matter clay, powder fine sand and mud matter silty clay alternating layers, powder fine sand, mud matter clay, plastic shape clay, detail sand.The stratum is complicated on the whole, the loose soil layer of the backfill on top, softly moulds the silt soil strata of shape and the thickness of fine sand layer reaches 45m, is typical soft layer, and have following characteristics: 1. bearing capacity is very low, and sedimentation and deformation is big, and the standard blow number is 1～16 to hit mostly; 2. be prone to stream soil, liquefaction phenomenon take place, unfavorable to cell wall stability.Thickness 3.9～the 34.3m of the plastic shape clay layer of bottom, standard blow number 6～36 hit; The detail layer of sand is close in being～extremely closely knit shape, and the standard blow number is 40～100 to hit (average out to 80.2 hits), can be used as the bearing stratum of harbour pile foundation, but is unfavorable for the grooving construction of hydraulic grab groover.
Pile foundation wharfs form of structure is adopted in this harbour engineering designing requirement; Former design scheme adopts the load-bearing basis of diameter 2.5m drilled pile as the pier body structure; But because the top soft layer is thick, the pile-base supporting layer buried depth is big, the projected depth of drilled pile need surpass 100m, and because seismic design requires height and wharf apron and stockyard, rear to form the big soil pressure of 20m; Require pile foundation to have the ability to bear of bigger horizontal loading; Especially outstanding to rigidity requirements such as sedimentation and horizontal movements during the dock structure operation, the functional performance of the dock structure of drilled pile form does not have advantage, and economy is also poor.Than choosing, adopted the main load-bearing basis of ultra dark T-slot wall of the present invention stake through optimum Scheme as dock structure.The slotted eye degree of depth of the T-slot wall stake of this project is 57.5～60.5m; The wing plate of pile body and the thickness of web all are taken as 0.8m; The length of wing plate is 2.8m; The length of web (not comprising the lap with wing plate) is 3.4m, can adapt to the one-tenth slot thickness and the requirement that becomes groove depth, groove segment length of domestic hydraulic grab groover commonly used like this, on technology and the economy better.
Overall trenching construction flow process is as shown in Figure 7, is followed successively by operation platform build → cell wall external corner position and reinforces → lead wall construction → rotary drilling rig construction bullport → clear hole of hydraulic grab groover grooving construction → slotted eye in advance.
Specifically, take following steps:
(1) operation platform is built, shown in Fig. 4 a.
Need build out the required job platform of T shape pile driving construction, comprise work such as the cleaning leveling of the face of land, job site, operation platform backfill compacting, the construction of mask sand pocket.Berm width is generally 14m, and the gradient by 1: 3, adopts the thick sandbag revetment of 1m through stable checking computations, and the end, slope is provided with enrockment rib body.Backfilling material is taked sand: stone: soil is pressed 4: 4: 2 mixed, fills out construction by land pushing away, the rolling machine compacting; Bank protection adopts the form of jackstone mask behind the worker's cloth that spreads a layer of clay earlier.Bury sedimentation pipe and displacement observation pipe when filling underground, sedimentation of periodic observation platform and displacement situation.
Rotary drilling rig and hydraulic grab groover construction area are taked the sclerosis measure, under its stop position, re-lay the thick steel plate of 4cm during trenching construction.
(2) cell wall external corner position reinforces in advance, and shown in Fig. 4 b, what dotted line was represented among the figure is the structure (down together) of not constructing as yet.
Each external corner place 3 cement mixing pile 2 of construction of T-slot wall carry out preparatory consolidation process; The stake top mark of cement mixing pile is high for leading wall bottom surface absolute altitude; Stake end absolute altitude confirms comprehensively that according to the buried depth of soft layer and the depth value that caves in of cell wall stability analysis reinforcement depth generally is no more than 18m.The cement mixing pile diameter is 50cm, overlaps 25cm between two, and the stake limit is from leading side 5cm within the walls.Cement mixing pile is taked " four stir two spray methods " construction, requires 28d test block unconfined compression strength standard value >=1.0MPa.The layout form of cement mixing pile is visible shown in Figure 2.
(3) lead the wall construction, shown in Fig. 4 c～4d.
Adopt the excavator excavation to lead wall base hole; After leading wall base hole excavation; To leading very soft layer (standard blow number 1～5 hits) or the loosening sand layer that the wall bottom section exists, when its thickness is in 3m, adopt the clay compound that mixes 10% cement to change to banket 4 and grinding compacting; When surpassing 3m thickness, then take high-pressure rotary jet grouting pile 5 consolidation process, shown in Fig. 4 c.Lead the wall bottom solum change fill out or the high-pressure rotary-spray consolidation process after, cooperate the clear end, ram and to fill out, to flatten by manual work, make and lead wall and be seated on the solid foundation.
Lead wall and build moulding at twice, build base plate and side plate the first time, backfill compacting after-pouring top board, and the compacting employing is artificial to cooperate small-sized vibrating impacter to implement, and leads side employing 100 * 100mm lumps of wood support within the walls and leads the displacement of wall side plate in order to avoid backfill causes, shown in Fig. 4 d.
Lead wall and adopt "] [" shape monolithic C20 reinforced concrete structure, clear span than cell wall stake wing plate, web thickness strengthen 5cm, lead the high 170cm of wall, top board, base plate and floor thickness are 20cm, top board, baseplate width are respectively 80cm, 120cm."] [" shape is led wall and is led the wall base plate than
shape commonly used and have bigger contact area; Can effectively disperse heavy construction equipment near the overload the notch; Prevent notch soil layer generation shear failure; Guarantee that the notch soil layer is stable, preventing that cell wall from caving in down spreads from notch.
(4) mud system construction and slurrying
During trenching construction, adopt the composite bentonite mud of " high surrender type swell soil+blanc fixe+CMC " preparation to carry out retaining wall.When leading the wall construction, can carry out mud system and construct, dispose, store the needs of circulation, deposition purification, recovery to satisfy mud.
Adopt following flow process to carry out new slurrying: the raw material weighing feeds intake → and swell soil adds water and fully stirs the expanded 4h of 10min → leave standstill → mix blanc fixe to stir 10min → mud property index determining → swelling subsequent use after 24 hours.Mud disposes, is stored in the precast plate half buried mud pit.Because soil layer changes adjustment performance indications in time, and the swell soil volume generally is controlled at 4.5%～5.5%, and bar volume generally is controlled at 6%～8%, the CMC volume then is controlled at 0.03～0.1% to mud in work progress.Mix blanc fixe in the mud to improve mud density to 1.25g/cm
3, mud density is a bit larger tham the maximum value 1.20g/cm of standard such as JTJ303-2003 regulation
3,, increase the local stability of the cell wall resistance to overturning and the cell wall soil body to improve the osmosis and the lateral force of mud to the cell wall soil layer.
Mud uses after 1 circulation, utilizes the mud purification sand filter to carry out isolation of purified and additional new system mud, recovers original retaining wall performance, improves the repeat usage of mud.
(5) rotary drilling rig construction bullport
Adopt SD28 type rotary drilling rig 7 to press the bullport 6 of construction shown in Fig. 4 e1～4e2, wherein Fig. 4 e1 is an elevational schematic view, and Fig. 4 e2 is a floor map.During rotary drilling rig 7 location, be mutually on the both direction at right angle, detecting the verticality of drilling rod with transit.The drill bit slotted eye of at a slow speed, steadily coming in and going out of control rotary drilling rig 7 during construction; Bit central with draw the hole centre deviation and be no more than 25mm; With digging with injecting mud; Remain in the groove mud face and be not less than and lead wall end face 0.4m and more than groundwater table 1.5～2m, and in drawing the hole process, utilize the verticality detector table that is equipped with on the rotary drilling rig 7 and the deviation correcting device verticality that guarantees bullport of rectifying a deviation at any time to reach requirement.
What adopt in this example is the trenching construction mode that four brills three dig; Promptly wing plate two terminal positions in the stake of T-slot wall dig bullport 6 of brill respectively symmetrically; The web of T-slot wall stake is digging bullport 6 of brill respectively away from both wings and near the position of both wings, shown in Fig. 4 e.
(6) hydraulic grab groover grooving construction
Adopt two SG40A type hydraulic grab groovers 8 by the grooving construction that the soil order is carried out the T-slot hole of grabbing shown in Fig. 4 f1,4f3, the 4f5, wherein 4f2,4f4,4f6 are the floor map of each step.For a T-slot hole, wherein 1 hydraulic grab groover is responsible for the grooving construction of slotted eye 0～40m degree of depth, in addition 1 grooving construction of then being responsible for slotted eye 40m～projected depth.In the grooving process; Hydraulic grab groover 8 is followed the principle of " put forward slowly slowly and putting; steadily go into groove, go out groove ", reduces the influence of dynamic load to cell wall, and rectifies a deviation at any time through the verticality detector table that carries on the groover and automatic deviation rectifying device and to guarantee the verticality of grooving.With digging, remain in the groove mud face and be not less than and lead wall end face 0.4m and more than groundwater table 1.5～2m during grooving, in the soil layer that mud possibly missed, during grooving, prepare leaking-stopping measure, lay in enough mud with injecting mud.The order of grooving is carried out by the order of I, II, III successively.Promptly earlier to the I position grooving construction between wing plate two bullports, then to the II position grooving construction between web two bullports, at last to the III position grooving construction between wing plate and the nearly wing bullport of web.
Behind the slotted eye excavation certain altitude, adopt KODEN DM602/604 type ultrasonic wave to survey the wall appearance completed slotted eye is carried out the verticality detection, groove is repaiied at the position of not satisfying the verticality requirement immediately, meet the demands with the vertical precision of guaranteeing grooving.
After whole slotted eye arrived projected depth, hydraulic grooving machine was used wing plate and the web tip position that square hammer 8.1 shown in Fig. 4 f5 carries out T-slot instead and is repaiied groove, for outer open semicircular, then need not adopt square hammer to repair groove for the termination variation of wing plate and web.
In this constructure scheme, form groove equipment, carry out the continuous productive process of trenching construction according to the ratio of 1 rotary drilling rig, 2 hydraulic grab groovers, 1 cover clear hole equipment (forming) by 1 mud purification sand filter, 2 air compressor machines and some conduits.For solving the hydraulic grab groover when slotted eye surpasses the grooving of the 50m degree of depth; Its wire rope and oil pressure pipe are changed the number of times showed increased; Shorten the effective time of hydraulic grab groover; Cause the more problem of grooving decrease in efficiency of combination grooving equipment, 2 hydraulic grab groovers in the middle of a group also are divided into the flowing water construction by the different grooving degree of depth, the wherein grooving of the 1st responsible slotted eye 0～40m degree of depth construction; The 2nd grooving construction of then being responsible for slotted eye 40m～projected depth (rotary drilling rig be disposable on earth) with the bullport construction; With the strain degree of the 1st hydraulic grab groover of effective reduction, guarantee hydraulic grab groover working continuously at the scene, simultaneously the manpower emphasis of repair apparatus is put in the middle of the maintenance of the 2nd hydraulic grab groover; Improve the operating efficiency that consumable accessorys such as wire rope, oil pipe, axle sleeve are changed, make the whole grooving efficient of combination grooving equipment improve more than 20%.
(7) the clear hole of slotted eye
After whole hole of slotted eye and the acceptance(check), carry out the clear hole work of slotted eye.At first utilize the hydraulic grooving machine grab bucket that slotted eye bottom body refuse is grabbed out, adopt the mud purification sand filter to carry out mechanical forced scarfing cinder desanding then, cooperate the anti-recycle unit of gaslift to carry out hole clearly.The 6m in the clear hole of gaslift
3Air compressor machine pressure is controlled at 0.7～0.9MPa.Mud with position, slotted eye upper, middle and lower detects the foundation whether index meets the demands and whether accomplish as clear hole, generally speaking when mud sand factor≤4%, and density≤1.15g/cm
3The time, can stop hole clearly, get into the reinforcing bar cage hoisting work of ultra dark T-slot wall stake, and then pouring underwater concrete is accomplished the construction of ultra dark T type cell wall stake.
The slotted eye degree of depth of the T-slot wall stake after the completion is 55～65m; The wing plate 3.1 of pile body and the thickness of web 3.2 are identical; Value is 0.8～1.2m, and the suggestion value is 0.8m, 1.0m or 1.2m, the one-tenth slot thickness that can adapt to domestic hydraulic grab groover commonly used like this with become the groove depth requirement; Also can improve trenching construction efficient significantly, reduce engineering cost.Structure after cement mixing pile 2 is reinforced T-slot wall external corner position in advance and led wall 1 construction is shown in Fig. 1～3.The little T section of short limb edge is taked in the stake of T-slot wall, and the length T value 2.8m of wing plate just in time is that the width when cutting the earth is opened in the grab bucket of the hydraulic grab groover used always fully; Just be a grab bucket grooving cell width, avoid heavy-duty machinery such as groover to stop grooving fast for a long time a groove section; Quick concrete perfusion; Because the length of wing plate is short, can improve the level arch effect on stratum in addition, help the stability of cell wall.The length L of web (not comprising the lap with wing plate) also should be lacked desirable 2.5～4.2m.
For with the forming construction method thereof close fit, reduce the grooving construction sequence, accelerate the grooving speed of slotted eye, the cross section of T-slot wall stake can exist with lower variation, promptly the tip position of wing plate and web is changed to outer semicircle of opening.Shown in Fig. 5 a, the total length of wing plate is T, and contracting in the arc center of circle, wing plate two ends, to make the distance between the circular arc distal-most end be T; In like manner, the web total length is L, and contracting in the circular arc center of circle of web far-end, to make the distance between circular arc distal-most end and wing plate be L.Perhaps shown in Fig. 5 b, under the situation that keeps former wing plate length T, circular arc is outwards offered at the wing plate two ends, makes the center of circle of circular arc be positioned at the center, end of former wing plate; In like manner, keeping offering circular arc to the web far-end under the situation of former web length L, making the circular arc center of circle of web far-end be positioned at the center, end of former web.Concrete which kind of scheme that adopts is confirmed through calculating by the needed horizontal sectional area size of T-slot wall stake.
Web length is greater than 2.8m, as then adopts when equaling 3.4m four in this example to bore the three grooving methods of grabbing.When web length is 2.5～2.8m, the grooving method that can take three brills two to grab, as shown in Figure 6, be area I, area I I to be constructed successively equally according to first wing plate trailing web.
More than be described, but this explanation is merely and is convenient to understand this grooving technology method and should regard the restriction to the patent art content as through the grooving technology method of a specific embodiment to " brill is grabbed combination ".Those of ordinary skill in the art adopts " four bore three grabs " grooving technology method instance also can make multiple variation and combination on the basis at the slotted eye of this ultra dark T shape stake.The protection domain of this patent is limited the described technical scheme of each claim, comprises the various variations and the distortion that fall into each claim scope, and their equivalent.
Claims (10)
1. be used for the soft forming construction method thereof of the ultra dark T-slot wall stake of hardpan down, it is characterized in that may further comprise the steps:
(1) leads the preceding preparatory consolidation process of each external corner place of T-slot wall being carried out soft soil of wall construction;
(2) excavation is led wall base hole, and soil layer a little less than leading the dead-soft that the wall bottom section exists is handled, and makes the bearing capacity >=100kPa that leads at the bottom of the wall base;
(3) take the trenching construction mode of " brill is grabbed combination "; Adopt large-scale rotary drilling rig construction bullport to the stake end; The both wings symmetric position of T-slot wall stake is respectively dug and is bored a bullport; The web position of T-slot wall stake is dug and is bored one or two bullport, carries out the grooving construction with the hydraulic grab groover by the soil order of grabbing of first wing plate trailing web again, cooperates the clear hole of the anti-recycle unit of gaslift with the mud purification sand filter at last.
2. job practices according to claim 1 is characterized in that: before step (1) is led wall construction, to each external corner place 3 cement mixing pile of construction of T-slot wall so that soft soil is carried out preparatory consolidation process.
3. job practices according to claim 1 is characterized in that: carries out mode that the soil body handles and comprises changing and fill out and grinding compacting leading the wall bottom section in the step (2), or the high-pressure rotary-spray consolidation process.
4. job practices according to claim 1 is characterized in that: during trenching construction, adopt the composite bentonite mud of high surrender type swell soil, blanc fixe and CMC preparation to carry out retaining wall, mix blanc fixe in the mud and improve mud density to 1.25g/cm
3
5. job practices according to claim 1; It is characterized in that: the trenching construction mode of said " brill is grabbed combination " is made into one and forms groove equipment with 1 rotary drilling rig, 2 hydraulic grab groovers, the clear hole of 1 cover equipment, and wherein said clear hole equipment is made up of 1 mud purification sand filter, 2 air compressor machines and some conduits; 2 hydraulic grab groovers carry out the flowing water construction by the different grooving degree of depth, the grooving construction of the 1st responsible slotted eye 0～40m degree of depth, the 2nd the grooving construction of then being responsible for slotted eye 40m～projected depth.
6. job practices according to claim 1 is characterized in that: the slotted eye degree of depth of said T-slot wall stake is 55～65m, and the wing plate of pile body and the thickness of web are identical, is 0.8～1.2m, and the length of wing plate is 2.8m, and the length of web is 2.5～4.2m.
7. job practices according to claim 7; It is characterized in that: said web length is 2.5～2.8m; Adopt three brills two to grab form of construction work, wing plate two terminal positions of T-slot wall stake dig symmetrically respectively and bore a bullport, and T-slot wall stake web digs at the end away from both wings and bores a bullport; When using the hydraulic grab groover earlier to wing plate two bullports between position grooving construction, then position grooving between wing plate and web bullport is constructed.
8. job practices according to claim 7; It is characterized in that: said web length is 3.4～4.2m; Adopt four brills three to grab form of construction work; Wing plate two terminal positions of T-slot wall stake dig symmetrically respectively and bore a bullport, and the web of T-slot wall stake bores a bullport digging respectively away from both wings and near the position of both wings, when using the hydraulic grab groover earlier to wing plate two bullports between position grooving construction; Then to grooving construction in position between web two bullports, at last to grooving construction in position between wing plate and the nearly wing bullport of web.
9. use the last soft ultra dark T-slot wall stake of hardpan down that is used for like the arbitrary job practices gained of claim 1～8.
10. the ultra dark T-slot wall stake that is used for soft following hardpan according to claim 9 is characterized in that: the wing plate of T-slot wall stake and the tip position of web are outer semicircle of opening.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102976643A (en) * | 2012-11-30 | 2013-03-20 | 华侨大学 | Novel cementing material for cemented soil mixing pile |
| CN103122636A (en) * | 2012-12-25 | 2013-05-29 | 中铁十三局集团第三工程有限公司 | Superficial layer groove wall reinforcing method of feeble stratum underground continuous wall |
| CN103334434A (en) * | 2013-07-10 | 2013-10-02 | 上海市基础工程集团有限公司 | Underground diaphragm wall construction method in red sandstone pebble bed |
| CN103628500A (en) * | 2013-11-14 | 2014-03-12 | 广东华隧建设股份有限公司 | Grooving construction method for underground diaphragm wall in water-rich roundstone stratum |
| CN103967024A (en) * | 2013-01-25 | 2014-08-06 | 深圳市勘察测绘院有限公司 | United construction method for forming holes and grooves in deep sandy gravel stratum |
| CN104452776A (en) * | 2014-11-19 | 2015-03-25 | 中铁十八局集团第一工程有限公司 | Construction treatment method for underground diaphragm wall meeting with boulders |
| CN104947689A (en) * | 2014-12-31 | 2015-09-30 | 云南省第三建筑工程公司 | Hole collapse preventive trenching construction method of underground diaphragm wall |
| CN104963346A (en) * | 2015-06-30 | 2015-10-07 | 中国二十冶集团有限公司 | Support construction method for deep foundation pit in complex geological condition |
| CN105951712A (en) * | 2016-05-31 | 2016-09-21 | 中铁第四勘察设计院集团有限公司 | Underground diaphragm wall construction method for cutting through underground structure under ground limitation condition |
| CN108118727A (en) * | 2017-12-22 | 2018-06-05 | 上海市基础工程集团有限公司 | Ground wall leads the cell wall post-reinforcing construction technology led after wall is implemented outside wall side wall |
| CN108222025A (en) * | 2017-12-22 | 2018-06-29 | 上海市基础工程集团有限公司 | Lead the cell wall post-reinforcing construction method in the later guide wall mouth of wall completion in underground |
| CN112942312A (en) * | 2021-02-04 | 2021-06-11 | 北京城建华夏基础建设工程有限公司 | T-shaped underground diaphragm wall construction process |
| CN113550350A (en) * | 2021-07-24 | 2021-10-26 | 中铁广州工程局集团深圳工程有限公司 | Construction method and application of single wall of underground station in silt and broken zone stratum |
| CN113836624A (en) * | 2021-09-23 | 2021-12-24 | 西南科技大学 | Calculation method for vertical compression settlement of segmental wall foundation |
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| CN102976643A (en) * | 2012-11-30 | 2013-03-20 | 华侨大学 | Novel cementing material for cemented soil mixing pile |
| CN103122636A (en) * | 2012-12-25 | 2013-05-29 | 中铁十三局集团第三工程有限公司 | Superficial layer groove wall reinforcing method of feeble stratum underground continuous wall |
| CN103967024A (en) * | 2013-01-25 | 2014-08-06 | 深圳市勘察测绘院有限公司 | United construction method for forming holes and grooves in deep sandy gravel stratum |
| CN103334434A (en) * | 2013-07-10 | 2013-10-02 | 上海市基础工程集团有限公司 | Underground diaphragm wall construction method in red sandstone pebble bed |
| CN103628500A (en) * | 2013-11-14 | 2014-03-12 | 广东华隧建设股份有限公司 | Grooving construction method for underground diaphragm wall in water-rich roundstone stratum |
| CN104452776A (en) * | 2014-11-19 | 2015-03-25 | 中铁十八局集团第一工程有限公司 | Construction treatment method for underground diaphragm wall meeting with boulders |
| CN104947689A (en) * | 2014-12-31 | 2015-09-30 | 云南省第三建筑工程公司 | Hole collapse preventive trenching construction method of underground diaphragm wall |
| CN104963346A (en) * | 2015-06-30 | 2015-10-07 | 中国二十冶集团有限公司 | Support construction method for deep foundation pit in complex geological condition |
| CN105951712A (en) * | 2016-05-31 | 2016-09-21 | 中铁第四勘察设计院集团有限公司 | Underground diaphragm wall construction method for cutting through underground structure under ground limitation condition |
| CN108118727A (en) * | 2017-12-22 | 2018-06-05 | 上海市基础工程集团有限公司 | Ground wall leads the cell wall post-reinforcing construction technology led after wall is implemented outside wall side wall |
| CN108222025A (en) * | 2017-12-22 | 2018-06-29 | 上海市基础工程集团有限公司 | Lead the cell wall post-reinforcing construction method in the later guide wall mouth of wall completion in underground |
| CN112942312A (en) * | 2021-02-04 | 2021-06-11 | 北京城建华夏基础建设工程有限公司 | T-shaped underground diaphragm wall construction process |
| CN113550350A (en) * | 2021-07-24 | 2021-10-26 | 中铁广州工程局集团深圳工程有限公司 | Construction method and application of single wall of underground station in silt and broken zone stratum |
| CN113836624A (en) * | 2021-09-23 | 2021-12-24 | 西南科技大学 | Calculation method for vertical compression settlement of segmental wall foundation |
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Application publication date: 20120711 |