CN202519695U - Ultra-deep T-shaped slot wall pile used for soil layer with soft top and hard bottom and slot structure thereof - Google Patents
Ultra-deep T-shaped slot wall pile used for soil layer with soft top and hard bottom and slot structure thereof Download PDFInfo
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- CN202519695U CN202519695U CN2012200797994U CN201220079799U CN202519695U CN 202519695 U CN202519695 U CN 202519695U CN 2012200797994 U CN2012200797994 U CN 2012200797994U CN 201220079799 U CN201220079799 U CN 201220079799U CN 202519695 U CN202519695 U CN 202519695U
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Abstract
The utility model discloses an ultra-deep T-shaped slot wall pile used for a soil layer with a soft top and a hard bottom and a slot structure thereof. The ultra-deep T-shaped slot wall pile comprises a T-shaped pile body, wherein the T-shaped pile body is 55-65 m deep, a wing plate and a web plate of a pile body have the same thickness of 0.8-1.2 m, the wing plate is 2.8 m long, and the web plate is 2.5-4.2 m long. According to the utility model, the section design of the T-shaped slot wall pile is improved, so that when the ultra-deep T-shaped slot wall pile is used for the soil layer with the soft top and the hard bottom, in comparison with a bored pile and a square pile with the same sectional area, a contact surface with the soil layer is increased, the sidewall friction and the end bearing strength are increased, the vertical bearing capacity and the horizontal load bearing capacity are improved, the ultra-deep T-shaped slot wall pile can be applied to engineering with outstanding rigidity requirements, such as thick upper weak soil layer, large burial depth of a bearing stratum, serious settlement requirements in a structural operation period, and the like, settlement after work and horizontal displacement of engineering can be reduced, the structural using performance is improved, in comparison with a pile foundation in the other form, such as a drilling friction pile, the pile length is reduced, the construction cost is reduced, and the economy is remarkable.
Description
Technical field
The utility model belongs to the building foundation engineering field, relates 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.
It is thus clear that; For the ultra dark T-slot wall pile driving construction under the last soft hardpan condition down; 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.
The utility model content
The purpose of the utility model is to remedy the deficiency of prior art, and a kind of soft ultra dark T-slot wall stake of hardpan down that is applicable to is provided.
Another purpose of the utility model is to provide a kind of slotted hole structure of supporting above-mentioned T-slot wall stake grooving.
In order to reach above-mentioned utility model purpose; The utility model has adopted following technical scheme: be used for the soft ultra dark T-slot wall stake of hardpan down, it is characterized in that comprising: have a T shape pile body, the degree of depth of said T shape pile body is 55～65m; The wing plate of pile body and the thickness of web are identical; Be 0.8～1.2m, the length of wing plate is 2.8m, and the length of web is 2.5～4.2m.
As a kind of optimal way, the wing plate of said T-slot wall stake and the tip position of web are outer semicircle of opening.
Be applied to the aforesaid soft slotted hole structure of the ultra dark T-slot wall stake of hardpan down; It comprises a T-slot hole, and the slotted eye degree of depth is 55～65m, and the hole width of slotted eye wing plate position and web position is 0.8～1.2m; The wing plate bit length is 2.8m, and the web bit length is 2.5～4.2m.
Preferably, "] [" shape that periphery setting is made up of top board, base plate and floor around said T-slot hole is led wall.
Specifically; The said wall of leading is "] [" shape monolithic C20 reinforced concrete structure, clear span than cell wall stake wing plate, web thickness strengthen 5cm, lead the high 170cm of wall; Said top board, base plate and floor thickness are 20cm, and top board, baseplate width are respectively 80cm, 120cm.
Construct 3 cement mixing piles at each external corner place of T-slot wall so that soft soil is carried out preparatory consolidation process, and the stake top mark of cement mixing pile is high, and the cement mixing pile diameter is 50cm, overlaps 25cm between two in order to lead wall bottom surface absolute altitude, and the stake limit is from leading side 5cm within the walls.
The utility model improves the Cross section Design of T-slot wall stake, and especially for the length of T-slot wall stake web and wing plate, and slotted hole structure is strengthened consolidating; The stake of ultra dark T-slot wall is applied under the soft down hard soil layer condition,, has increased itself and soil layer contact surface compared with drilled pile, side's stake of equal sectional area; 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 1 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 1 ultra dark T-slot wall stake and drilled pile relatively
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 the technical scheme of the utility model 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 the ultra dark T-slot wall stake of the utility model 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 (understand for ease, the mark 101 in the accompanying drawing is that operation platform, 102 is that soft layer, 103 is that hardpan, the 104 stake end absolute altitudes, 105 for the stake of T-slot wall are backfill):
(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 101 backfill compactings, the construction of mask sand pocket.Berm width is generally 14m, and the gradient is pressed 1:3 through stable checking computations, adopts the thick sandbag revetment of 1m, and the end, slope is provided with enrockment rib body.Backfilling material, promptly backfill 105 is taked sand: stone: the mixed that soil is pressed 4:4:2, fill 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 102 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 regional I, regional II to be constructed successively equally according to first wing plate trailing web.
The follow-up constructing structure at T-slot wall stake top such as need imbed the soil body and with lead wall displacement and exist and conflict, can after T-slot wall pile driving construction is accomplished, dismounting lead wall.
More than through a specific embodiment to the grooving technology method of " brill is grabbed combination " and adopt the stake of ultra dark T-slot wall, the slotted hole structure of this method construction gained to be described, but this explanation is merely and is convenient to understand the utility model and should regard the restriction to the patent art content as.Those of ordinary skill in the art also can make multiple variation and combination on this basis.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 (6)
1. be used for the soft ultra dark T-slot wall stake of hardpan down, it is characterized in that: have a T shape pile body, the degree of depth of said T shape pile body is 55～65m; The wing plate of pile body and the thickness of web are identical; Be 0.8～1.2m, the length of wing plate is 2.8m, and the length of web is 2.5～4.2m.
2. the ultra dark T-slot wall stake that is used for soft following hardpan according to claim 1 is characterized in that: the wing plate of T-slot wall stake and the tip position of web are outer semicircle of opening.
3. be used to support the slotted hole structure of ultra dark T-slot wall stake grooving according to claim 1 or claim 2; It is characterized in that: comprise a T-slot hole, the slotted eye degree of depth is 55～65m, the Kong Kuanwei 0.8～1.2m of slotted eye wing plate position and web position; The wing plate bit length is 2.8m, and the web bit length is 2.5～4.2m.
4. slotted hole structure according to claim 3 is characterized in that: "] [" shape that periphery setting is made up of top board, base plate and floor around said T-slot hole is led wall.
5. slotted hole structure according to claim 4; It is characterized in that; The said wall of leading is "] [" shape monolithic C20 reinforced concrete structure, clear span than cell wall stake wing plate, web thickness strengthen 5cm, lead the high 170cm of wall; Said top board, base plate and floor thickness are 20cm, and top board, baseplate width are respectively 80cm, 120cm.
6. slotted hole structure according to claim 4; It is characterized in that: construct 3 cement mixing piles so that soft soil is carried out preparatory consolidation process at each external corner place of T-slot wall; The stake top mark of cement mixing pile is high for leading wall bottom surface absolute altitude; The cement mixing pile diameter is 50cm, overlaps 25cm between two, and the stake limit is from leading side 5cm within the walls.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200797994U CN202519695U (en) | 2012-03-05 | 2012-03-05 | Ultra-deep T-shaped slot wall pile used for soil layer with soft top and hard bottom and slot structure thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200797994U CN202519695U (en) | 2012-03-05 | 2012-03-05 | Ultra-deep T-shaped slot wall pile used for soil layer with soft top and hard bottom and slot structure thereof |
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| Publication Number | Publication Date |
|---|---|
| CN202519695U true CN202519695U (en) | 2012-11-07 |
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| CN (1) | CN202519695U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561361A (en) * | 2012-03-05 | 2012-07-11 | 中交第四航务工程局有限公司 | Ultra-deep T-shaped trench-wall pile in soft-toped hard-bottomed soil layer and trench forming method |
| CN105735245A (en) * | 2016-03-17 | 2016-07-06 | 上海交通大学 | Soil body reinforcement method for trenching construction in stratum of seaside hydraulic fill mud layer |
| CN109138023A (en) * | 2018-08-21 | 2019-01-04 | 中铁二局集团有限公司 | A kind of continuous wall trench underground method under complex geological condition |
| CN110159190A (en) * | 2019-04-08 | 2019-08-23 | 中铁隧道集团二处有限公司 | Continuous wall trench underground meets underground mixing pile and handles construction method |
| CN115112282A (en) * | 2022-07-18 | 2022-09-27 | 上海公路桥梁（集团）有限公司 | Method for testing friction force of side wall of assembled vertical shaft capable of being constructed underwater on site |
-
2012
- 2012-03-05 CN CN2012200797994U patent/CN202519695U/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561361A (en) * | 2012-03-05 | 2012-07-11 | 中交第四航务工程局有限公司 | Ultra-deep T-shaped trench-wall pile in soft-toped hard-bottomed soil layer and trench forming method |
| CN105735245A (en) * | 2016-03-17 | 2016-07-06 | 上海交通大学 | Soil body reinforcement method for trenching construction in stratum of seaside hydraulic fill mud layer |
| CN105735245B (en) * | 2016-03-17 | 2018-05-01 | 上海交通大学 | The soil stabilization method of trenching construction in the hydraulic reclamation mud layer stratum of seashore |
| CN109138023A (en) * | 2018-08-21 | 2019-01-04 | 中铁二局集团有限公司 | A kind of continuous wall trench underground method under complex geological condition |
| CN110159190A (en) * | 2019-04-08 | 2019-08-23 | 中铁隧道集团二处有限公司 | Continuous wall trench underground meets underground mixing pile and handles construction method |
| CN115112282A (en) * | 2022-07-18 | 2022-09-27 | 上海公路桥梁（集团）有限公司 | Method for testing friction force of side wall of assembled vertical shaft capable of being constructed underwater on site |
| CN115112282B (en) * | 2022-07-18 | 2023-05-26 | 上海公路桥梁（集团）有限公司 | On-site testing method for friction resistance of side wall of assembled shaft capable of being constructed underwater |
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