CN102966110A - Vertically-combined type impermeable waterproof curtain structure and construction method thereof - Google Patents
Vertically-combined type impermeable waterproof curtain structure and construction method thereof Download PDFInfo
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- CN102966110A CN102966110A CN201210545683XA CN201210545683A CN102966110A CN 102966110 A CN102966110 A CN 102966110A CN 201210545683X A CN201210545683X A CN 201210545683XA CN 201210545683 A CN201210545683 A CN 201210545683A CN 102966110 A CN102966110 A CN 102966110A
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Abstract
The invention discloses a vertically-combined type impermeable waterproof curtain structure and a construction method, and is applicable to a coastal complicated geological layer, which comprises an upper sand layer, a middle strong-weathered layer and a lower intermediary-weathered layer from top to bottom. The curtain structure comprises a triaxial stirring pile and a high-pressure rotary jet pile; the center of the high-pressure rotary jet pile axially coincides with that of the triaxial stirring pile; the depth range of the triaxial stirring pile from the top surface of the upper sand layer to the topmost bedrock surface of the lower intermediary-weathered layer is at least 1.0 meter; and the depth range of the high-pressure rotary jet pile is at least 0.5 meter lower than the corresponding bedrock surface to at least 1.0 meter higher than the pipe bottom of the triaxial stirring pile. Based on the fundamental principle of the bracing design of a foundation pit and aiming at different stratums, the method adopts a suitable construction technology to form a complete impermeable waterproof bracing body, thereby effectively solving the problem of construction feasibility under complicated coastal geological conditions; and the structure and the method are strong in maneuverability, safe and economical, satisfy the requirements on environment protection and sustainable development, and achieve the fundamental purposes of preventing seepage and stopping water.
Description
Technical field
The present invention relates to geotechnical engineering design and construction field, is new and effective, economic reliably combined enclosure structural shape large to area under a kind of suitable complicated geological condition near sea, that excavate dark, as to enter basement rock Large Foundation Pit water seepage prevention curtain structure design and construction.
Background technology
Complicated geological condition near sea, its typical stratigraphic section can be summarized as three layers: top is take flour sand, medium coarse sand as main layer of sand, and the part contains a large amount of coral reef chips and Coral Reef Rock, and transmission coefficient is large, is 10E-3-10E-4(cm/s); The middle part is severely-weathered layer (for strong weathered granite), and bed thickness changes larger with the bedrock surface fluctuating, and transmission coefficient is larger, is 10E-5(cm/s) about, the granite boulder of large bulk is contained in the part; The bottom is middle weathered layer (middle decomposed granite), and transmission coefficient is little, can be considered aquitard or water barrier, bedrock surface (end face of weathered layer namely) big rise and fall.
Because being located in the wilderness, environment is loose all around, and the crucial purpose of bracing of foundation pit is water seepage prevention; It is weathered layer in the bottom that excavation of foundation pit will enter basement rock, adopts Blasting Excavation, can not adopt inner support, can only adopt sealing to place slope, bank protection.
For this stratum, during the design bracing of foundation pit, existing normal employing three row's high-pressure rotary jet grouting piles (entering rock more than 0.5 meter), or plain drilling pouring occlusion pile (entering rock more than 0.5 meter), or plain diaphragm wall (entering rock more than 0.5 meter).
(1) adopts three row's high-pressure rotary jet grouting piles
Utilize first conventional rig preexisting hole, and enter basement rock more than 0.5 meter, then transfer the high-pressure rotary-spray pipe and carry out Construction of High Pressure Jet Grouting Pile, design three rows are because the high-pressure rotary jet grouting pile pile quality is unstable, when water seepage prevention, as adopt single or the easy seepage that produces of two rows, especially be flour sand, medium coarse sand for upper formation, its transmission coefficient reaches 10E3-10E4(cm/s), the high-pressure rotary jet grouting pile pile quality is unstable, construction parameter is difficult to control, can only guarantee the water seepage prevention effect by being designed to three campsheds.Like this, construction cost is high, and quality control on construction is difficult.
(2) adopt plain drilling pouring occlusion pile
The element drilling pouring occlusion pile can enter basement rock, and water seepage prevention is effective, and is strong to the ground adaptability of bedrock surface big rise and fall.Shortcoming is that the pile progress is slow, long in time limit, cost is high, and when being flour sand, medium coarse sand on the stratum, borehole wall-protection is difficult, the mode that may adopt the agitation pile inner sleeve to beat, and like this, cost doubles to increase.
(3) adopt plain diaphragm wall
The element diaphragm wall, can enter basement rock, water seepage prevention is effective, but the ground adaptability to the bedrock surface big rise and fall is poor, and construction speed is slow, long in time limit, cost is high, and when being flour sand, medium coarse sand on the stratum, the forms such as palpus employing agitation pile are at body of wall two side retaining walls, like this, cost often will be multiplied, and adopting this pattern of going along with sb. to guard him is that cost is the highest.
Therefore, how to provide a kind of and can realize that the vertical combined type water seepage prevention curtain structure of on-the-spot dry construction and Effective Raise construction quality and efficiency of construction and job practices thereof are the technical problems that those skilled in the art need to be resolved hurrily.
Summary of the invention
The object of the present invention is to provide a kind of vertical combined type water seepage prevention curtain structure and job practices; basic principle according to the bracing of foundation pit design; for Different Strata; the construction technology that employing adapts forms complete water seepage prevention fender body, has effectively solved the feasibility problem of constructing under the complicated geological condition near sea; workable; accomplish safely, economical, satisfy the requirement of environmental protection, sustainable development, obtain the basic goal of water seepage prevention.
To achieve the above object, the present invention adopts following technical scheme:
A kind of vertical combined type water seepage prevention curtain structure, be applied to from top to bottom by top sand, the complicated geological layer that borders on the sea that weathered layer forms in the severely-weathered layer in middle part and the bottom, comprise three axle agitation pile and high-pressure rotary jet grouting piles, the stake heart of described high-pressure rotary jet grouting pile overlaps with the stake axle line of described three axle agitation piles respectively, the depth bounds of described three axle agitation piles more than the highest bedrock surface of the end face of top sand weathered layer to the bottom at least 1.0 meters, the depth bounds of described high-pressure rotary jet grouting pile from below the corresponding bedrock surface at least 0.5 meter at least 1.0 meters at the stake end of three axle agitation piles.
Further, the depth bounds of described three axle agitation piles is more than the highest bedrock surface of end face weathered layer to the bottom of top sand 1.0 ~ 1.5 meters.
Further, the depth bounds of described high-pressure rotary jet grouting pile from below the corresponding bedrock surface 0.5 meter ~ 1.0 meters to three axle agitation piles the stake end more than at least 1.0 meters.
The invention also discloses a kind of job practices of vertical combined type water seepage prevention curtain structure, comprising:
Unwrapping wire location, grooving;
Pre-inspecting hole construction, comprise along the foundation ditch axis and lay pre-inspecting hole, the pitch-row of pre-inspecting hole is identical with three axle agitation pile pilespacings in the follow-up construction, pre-inspecting hole enters at least 0.5 meter whole hole below the bedrock surface of weathered layer in the bottom, with the thickness of verifying the severely-weathered layer of top sand, middle part, buried depth, and interface position, verify the bedrock surface buried depth position of weathered layer in the bottom and verify in the hole depth scope whether top sand contain Coral Reef Rock and pre-inspecting hole and have or not boulder;
Pile-forming machine perching, Installation and Debugging;
Whitewashing, stir and to carry out three axle mixing pile constructions, more than the highest bedrock surface of the injection degree of depth of described three axle agitation piles weathering bottom to the bottom at least 1.0 meters, and record buried depth position at the bottom of the three axle agitation pile stakes;
The rig preexisting hole enters basement rock, adopts rig to lay preexisting hole along three axle agitation pile axis, and the pitch-row of preexisting hole is half of pitch-row of pre-inspecting hole, and the degree of depth that preexisting hole enters weathered layer in the corresponding bottom is not less than 0.5 meter;
Construction of High Pressure Jet Grouting Pile, the shotcrete construction depth bounds from below the bedrock surface at least 0.5 meter at the bottom of the three axle agitation pile stakes more than at least 1.0 meters.
Further, described unwrapping wire location, grooving comprise:
A, unwrapping wire location: before the construction, the coordinate basis point that provides according to design drawing and owner first, accurately calculate and go along with sb. to guard him the centerline angles point coordinates, utilize the accurate setting-out of measuring apparatus to go out to go along with sb. to guard him center line, the row-coordinate data of going forward side by side are checked, vertically go along with sb. to guard him the intersection location of leakage proof wall plane axis according to known coordinate, and check inspection;
B, grooving: go along with sb. to guard him center line according to the three axle agitation piles that setting-out goes out, go along with sb. to guard him center line parallel direction digging work groove with the excavator edge, groove width is determined according to the space enclosing structure width, when meeting underground obstacle, utilize the pick machine that underground obstacle is abolished totally, as abolish the excessive cavity of rear generation, then need backfill compacting, again excavate groove, guarantee to construct and carry out smoothly.
Further, described pile-forming machine perching, Installation and Debugging comprise:
A, the work groove both sides Design Orientation boost line of excavating, mark bore position by designing requirement in the location boost line, delimit three an axle mechanomotive force center line before the digging groove to the distance of machine predetermination bit line, and carry out on line the telltale mark of each three axle machine construction reinforcement;
The position that B, basis are determined, mobile three axle agitation pile stake machines are accurately in place;
C, the front application level chi of start are with platform erection, and the straightening frame, guarantee that the frame verticality is not less than designing requirement, and a stake machine perpendicularity deviation is not more than 1/200, and pile position deviation is not more than 20mm;
D, unified command pile-forming machine perching are seen the situation of upper and lower, left and right each side before mobile clearly, and finding has obstruction in time to remove, and check the location situation behind the mobile end and in time correct, and a stake machine should be steady, straight and even.
Further, the Admixture of described high-pressure rotary jet grouting pile is mainly selected water glass, and volume is 3 ~ 5% of cement mixing content.
Further, the described shotcrete construction degree of depth from below the bedrock surface 0.5 meter at the bottom of the three axle agitation pile stakes more than 1.0 meters, 15 ~ 20S be whitewashed and be stopped to the shower nozzle of rotary churning pile machine should down to 0.5 meter below the bedrock surface, is promoted at the bottom of the three axle agitation pile stakes above 1.0 meters and should continues whitewashing and stop 15 ~ 20S.
Further, the diameter 1500mm of described high-pressure rotary jet grouting pile, effective diameter 900mm overlaps 300mm between effective pile diameter, and described high-pressure rotary jet grouting pile is arranged along the axis of described three axle agitation piles, and the pile spacing of described high-pressure rotary jet grouting pile is 600mm.
Further, more than the highest bedrock surface of the injection degree of depth of described three axle agitation piles weathering bottom to the bottom 1.0 ~ 1.5 meters, the shotcrete construction depth bounds from below the bedrock surface at least 0.5 meter ~ 1.0 meters at the bottom of the three axle agitation pile stakes more than at least 1.0 meters.
Vertical combined type water seepage prevention curtain structure provided by the invention and job practices thereof, on the one hand, by construction three axle agitation piles in the severely-weathered layer of top sand and middle part, adopt three axle agitation piles, the advantage such as have that pile quality is stable, strength of the mixing pile is high, the antiseepage stagnant water effect is good behind the worker, construction is convenient, the duration is short, construction speed is fast; On the other hand, weathered layer is basement rock in the large bottom of intensity to entering, adopt conventional geological drilling rig preexisting hole, injection high-pressure rotary jet grouting pile again, the lap length of high-pressure rotary jet grouting pile and described three axle agitation piles has at least 1.0 meters, and high-pressure rotary jet grouting pile enters to below the bedrock surface at least 0.5 meter at least, the stake position is Accurate Determining easily, it is easy to control to enter the rock degree of depth, and the agitation pile on high-pressure rotary jet grouting pile and its top and the basement rock of its underpart can both finely overlap, and interface whitewashing and construction quality are also easy to control.Wherein, adopt the rig preexisting hole, because drilling equipment is little, can drop into more, enter the rock construction quality and can guarantee that the degree of depth that namely enters basement rock can be guaranteed, and have the fast advantage of progress; High-pressure rotary jet grouting pile enters the basement rock construction under the preexisting hole condition, difficulty of construction is little, and construction speed is fast, and construction quality can guarantee.So, give full play to flexible, the workable advantage of Construction of High Pressure Jet Grouting Pile, effectively the lap-joint of interface, piles with different type carried out the impervious consolidation.
In addition, vertical combined type water seepage prevention curtain structure provided by the invention and job practices thereof have solved the feasibility problem of constructing under this type complex geological condition effectively, and be workable, to the strong adaptability on this place and similar stratum, also has following advantage.
In addition, vertical combined type water seepage prevention curtain structure provided by the invention and job practices thereof have the advantage that materials are economized, and have larger economy.Three axle agitation piles adopt and stir on the spot pile, and cement consumption only is 20% of pile body weight, and the drilling pouring occlusion pile in relatively identical stake footpath saves 80%; Also save the cement of larger proportion with respect to plain diaphragm wall, can reach 50～60%.
In a word; vertical combined type water seepage prevention curtain structure provided by the invention and job practices thereof; geo-logical terrain feature according to this engineering ground; basic principle according to the bracing of foundation pit design; select targetedly construction technology; make the bracing of foundation pit design accomplish safety; economical; satisfy environmental protection; the requirement of sustainable development; for Different Strata; the construction technology that employing adapts; formed monolithic stability; the water seepage prevention system of sealing has been cut off the infiltration lane of the above soil body of weak water permeability Rock (the strong permeability interface that contains different soil), for dry execution conditions have been created in foundation construction.
Description of drawings
Vertical combined type water seepage prevention curtain structure of the present invention and job practices thereof are provided by following embodiment and accompanying drawing.
Fig. 1 is the engineering geological conditions schematic diagram of one embodiment of the invention.
Fig. 2 is the overall procedure schematic diagram of job practices of the vertical combined type water seepage prevention curtain structure of one embodiment of the invention.
Fig. 3 is the structural representation during pre-inspecting hole construction in the job practices of vertical combined type water seepage prevention curtain structure of one embodiment of the invention.
Fig. 4 is whitewashing in the job practices of vertical combined type water seepage prevention curtain structure of one embodiment of the invention, the structural representation when stirring pile.
Fig. 5 is the piling method schematic diagram of three axle agitation piles of the present invention.
Fig. 6 is the structural representation when the rig preexisting hole enters basement rock in the job practices of vertical combined type water seepage prevention curtain structure of one embodiment of the invention.
Structural representation when Fig. 7 is the job practices mesohigh jet grouting pile construction of vertical combined type water seepage prevention curtain structure of one embodiment of the invention.
Fig. 8 to Figure 10 be high-pressure rotary jet grouting pile piling method respectively go on foot schematic diagram.
Figure 11 is the processing schematic diagram after breakthrough appears in curtain structure.
Figure 12 is the structural representation of vertical combined type water seepage prevention curtain structure of the present invention.
Among the figure, 1-top sand, the severely-weathered layer in 2-middle part, weathered layer in the 3-bottom, the pre-inspecting hole of 4-, 5-three axle agitation piles, 6-preexisting hole, 7-high-pressure rotary jet grouting pile.
The specific embodiment
Below with reference to accompanying drawings the present invention is described in more detail, has wherein represented the preferred embodiments of the present invention, should be appreciated that those skilled in the art can revise the present invention described here and still realize advantageous effects of the present invention.Therefore, following description is appreciated that extensively knowing for those skilled in the art, and not as limitation of the present invention.
See also Fig. 1, Figure 1 shows that the engineering geological conditions schematic diagram of present embodiment, the job practices of the vertical combined type water seepage prevention curtain structure that present embodiment provides is applied to the complicated geological layer that borders on the sea that is comprised of weathered layer 3 in top sand 1, the severely-weathered layer 2 in middle part and the bottom from top to bottom.
See also Fig. 2, Figure 2 shows that the overall procedure schematic diagram of job practices of the vertical combined type water seepage prevention curtain structure of one embodiment of the invention, the job practices of the vertical combined type water seepage prevention curtain structure that present embodiment provides comprises:
1. unwrapping wire location, grooving
A, unwrapping wire location: before the construction; the coordinate basis point that provides according to design drawing and owner first accurately calculates and goes along with sb. to guard him centerline angles point coordinates (or intersecting point coordinate), utilizes the accurate setting-out of measuring apparatus to go out to go along with sb. to guard him center line; the row-coordinate data of going forward side by side are checked, and carry out simultaneously protection.Vertically go along with sb. to guard him the intersection location of leakage proof wall plane axis according to known coordinate, and check inspection.
B, grooving: go along with sb. to guard him center line according to the three axle agitation piles that setting-out goes out, along going along with sb. to guard him center line parallel direction digging work groove, groove width is definite according to the space enclosing structure width with excavator, in the present embodiment, and the about 1.2m of groove width, the about 0.6m of the degree of depth.When meeting underground obstacle, utilize the pick machine that underground obstacle is abolished totally, as abolish the excessive cavity of rear generation, then need backfill compacting, again excavate groove, guarantee to construct and carry out smoothly.
2. pre-inspecting hole construction
See also Fig. 3, described pre-inspecting hole construction comprises along the foundation ditch axis lays pre-inspecting hole 4, pre-inspecting hole 4 enters at least 0.5 meter whole hole below the bedrock surface of weathered layer 3 in the bottom, preferred 0.5 ~ 1.0 meter whole hole, with the thickness of verifying the severely-weathered layer 2 of top sand 1, middle part, buried depth, and interface position, verify the bedrock surface buried depth position of weathered layer 3 in the bottom and verify in the hole depth scope whether top sand 1 contain Coral Reef Rock and pre-inspecting hole 4 and have or not boulder.Because engineering geological conditions is complicated, basement rock (being weathered layer 3 in the bottom) skewness, the bedrock surface fluctuations is larger, for verify severely-weathered layer thickness and bedrock surface the layer end face the absolute altitude situation, use first pre-inspecting hole machinery (adopting G-150 type rig), pre-inspecting hole is to bedrock surface, and the record absolute altitude is to instruct the construction of three axle agitation piles machinery.Namely before construction three axle agitation piles, pre-inspecting hole is carried out with rig in position, every secondary agitation pile place, determine bedrock surface absolute altitude position, agitation pile stops beating more than the highest bedrock surface of weathered layer in the bottom at least 1.0 meters in the work progress in the back, preferred 1.0 ~ 1.5 meters.The pitch-row of pre-inspecting hole 4 is identical with three axle agitation piles, 5 pilespacings in the follow-up construction, and namely the spacing of pre-inspecting hole 4 must equate that pre-inspecting hole 4 spacings generally speaking are 1.2m with the three axle mixing pile machine center to center distance that this project construction is used.The data that elicite are carried out detailed paper form record.
3. pile-forming machine perching, Installation and Debugging are namely installed in place and the Installation and Debugging step
A, the excavation work groove both sides Design Orientation boost line, by designing requirement the location boost line mark bore position.Delimit three an axle mechanomotive force center line before the digging groove to the distance of machine predetermination bit line, and carry out on line the telltale mark (available bar dowel is squeezed in the soil and located) of each three axle machine construction reinforcement.
The position that B, basis are determined, mobile three axle agitation pile stake machines are accurately in place, and namely according to telltale mark, mobile three axle agitation pile stake machines are realized the accurately in place of three axle agitation pile stake machines;
C, the front application level chi of start are with platform erection, and the straightening frame, guarantee that the frame verticality is not less than designing requirement, and a stake machine perpendicularity deviation is not more than 1/200, and pile position deviation is not more than 20mm.
D, assume unified command of pile-forming machine perching by squad leader on duty, see the situation of upper and lower, left and right each side before mobile clearly, finding has obstruction in time to remove, and checks the location situation behind the mobile end and in time corrects, and a stake machine should be steady, straight and even.
4. slurries preparation and conveying
Determine water/binder ratio, cement mixed weight and grout coordinate ratio ratio according to design, standard and engineering geological condition through field trial, with the cement paste uniform mixing.
Automatically mixing the slurry system, the cement grout for preparing is delivered to slurry can is tri-axial stirring equipment continuous supplying slurry.
5. whitewash, stir pile,
See also Fig. 4, more than the highest bedrock surface of the injection degree of depth of three axle agitation piles 5 weathering bottom to the bottom at least 1.0 meters, preferred 1.0 ~ 1.5 meters, and record buried depth position at the bottom of 5 of the three axle agitation piles.Specific requirement is as follows:
A, adopt single agitation pile, one one table of construction requirement in time record agitation pile stops the mark height.The pile body construction adopts a spray two to stir technique.
B, sink and promote two kinds of different speed according to drill bit, inject the cement grout that the soil body stirs, guarantee that cement mixing method reaches abundant stirring before initial set, cement be reinforced the soil body and fully mix and stir, to guarantee the strengthening quality of agitation pile.
C, in construction according to formation condition, strict control mixer subsidence velocity and hoisting velocity, guarantee mixing time, the agitation pile degree of depth according to design drawing, the stake machine is under agitation in the heavy and lifting process, the drill bit subsidence velocity is 0.5～1.0m/min, and hoisting velocity is 1.0～1.5m/min, and every pile all should bore, at the uniform velocity promote at the uniform velocity down.
D, often carry out the flow, mud balance, slurries match ratio etc. of field measurement mudjack, gross data and measured data are matched, guarantee the pile quality of pile body.
E, three axle agitation piles all should inject cement grout in sinking and lifting process.
F, construction employing standard continuation mode or one-sided extruding continuation mode are when the adjacent studs engineering time surpasses 10 hours palpuses and adopts and stir again or outsourcing adds stake or high-pressure rotary jet grouting pile etc. the cold seam of constructing is processed.
H, three axle mixing pile constructions wherein overlap and beat part for repeating the cover brill, with the continuity of assurance body of wall and the construction quality of joint sequentially as shown in Figure 5.
By construction three axle agitation piles 5 in the severely-weathered layer 2 in top sand 1 and middle part, so that pile quality is stable, strength of the mixing pile is high, the antiseepage stagnant water effect is good behind the worker, construction is convenient, the reduction of erection time, accelerated construction speed.
6. the rig preexisting hole enters basement rock
See also Fig. 6, behind three axle mixing pile constructions 2 days, at first must remove the rubbish that site operation abandons, constructing began the high-pressure rotary jet grouting pile preexisting hole after 5 days, adopted rig to lay preexisting hole 6 along three axle agitation piles, 5 axis, and the pitch-row of preexisting hole 6 is half of pitch-row of pre-inspecting hole 4, the degree of depth that preexisting hole 6 enters weathered layer 3 in the corresponding bottom is not less than 0.5 meter, be preexisting hole 6 to 0.5m at least below the bedrock surface, preferred 0.5 ~ 1.0 meter, can whole hole after guaranteeing to enter the basement rock projected depth.Adopt the rig preexisting hole, because drilling equipment is little, can drop into more, entering the rock construction quality can guarantee, the degree of depth that namely enters basement rock can be guaranteed, and has the fast advantage of progress.
7. Construction of High Pressure Jet Grouting Pile
See also Fig. 7, the structural representation when Figure 7 shows that the job practices mesohigh jet grouting pile construction of vertical combined type water seepage prevention curtain structure of one embodiment of the invention.
After finishing, A, preexisting hole should carry out immediately high-pressure rotary jet grouting pile 7 constructions, below the bedrock surface of shotcrete construction degree of depth weathered layer 3 in the bottom at least 0.5 meter to three axle agitation piles 5 the stake end more than at least 1.0 meters, the lap length of high-pressure rotary jet grouting pile 7 and three axle agitation piles 5 is not less than 1 meter.Concrete, in the present embodiment, adopt GD 2 type rotary churning pile machines to carry out the water-stop curtain construction of the interface of the severely-weathered layer 2 in middle part and the above severely-weathered band of bedrock surface.The pile body reinforcement depth is to enter below the bedrock surface of weathered layer in the bottom at least 0.5 meter scope, and stake top mark height stops beating more than the depth at least with three axle agitation piles 5 that the absolute altitude of 1m is as the criterion.Triple-pipe high pressure jet grouting stake 7 diameter 1500mm, effective diameter 900mm overlaps 300mm between effective pile diameter.Along three axle agitation piles, 5 axis arranged, one row's high-pressure rotary jet grouting pile 7, pile spacing 600mm.The Admixture of high-pressure rotary jet grouting pile 7 is mainly selected water glass, and volume is 3 ~ 5% of cement mixing content, and main purpose is to prevent a large amount of channelling of slurries, allows slip casting fill empty, hole, and rapid solidification.
B, should reduce expulsion pressure at the bedrock surface place, reduce hoisting velocity, guarantee the whitewashing amount.
C, for avoiding grout leaking, high-pressure rotary jet grouting pile 7 must adopt the jump methods construction, neighbor distance must not be less than 1.2m, jump method construction sequencing such as Fig. 8 are to shown in Figure 10.For three axle agitation piles more than three groups, carry out first the stake in three axle agitation piles left side, as shown in Figure 8; Then, carry out the middle stake of three axle agitation piles, as shown in Figure 9; At last, carry out the stake on three axle agitation pile right sides, as shown in figure 10.Figure 11 is the processing schematic diagram after breakthrough appears in curtain structure.As shown in figure 11, when breakthrough occurring behind the excavation of foundation pit, adopt outsourcing to add the mode of making a call to three axle agitation piles and high-pressure rotary jet grouting pile to the outside of seepage place and carry out the leak stopping processing.
Preferably, the described shotcrete construction degree of depth from below the bedrock surface 0.5 meter at the bottom of 5 of the three axle agitation piles more than 1.0 meters, 15 ~ 20S be whitewashed and be stopped to the shower nozzle of rotary churning pile machine should down to 0.5 meter below the bedrock surface, is promoted at the bottom of the three axle agitation pile stakes above 1.0 meters and should continues whitewashing and stop 15 ~ 20S.
By weathered layer 3 adopts conventional geological drilling rig preexisting hole in the large bottom of intensity to entering, the injection high-pressure rotary jet grouting pile 7 again, high-pressure rotary jet grouting pile 7 has at least 1.0 meters with effective lap length of described three axle agitation piles 5, and high-pressure rotary jet grouting pile enters to below the bedrock surface at least 0.5 meter at least, the stake position is Accurate Determining easily, it is easy to control to enter the rock degree of depth, and weathered layer 3 can both finely overlap in the three axle agitation piles 5 on high-pressure rotary jet grouting pile 7 and its top and the bottom of its underpart, and interface whitewashing and construction quality are also easy to control.High-pressure rotary jet grouting pile enters the basement rock construction under the preexisting hole condition, difficulty of construction is little, and construction speed is fast, and construction quality can guarantee.So, give full play to flexible, the workable advantage of Construction of High Pressure Jet Grouting Pile, effectively the lap-joint of interface, piles with different type carried out the impervious consolidation.
Present embodiment also provides a kind of vertical combined type water seepage prevention curtain structure, is applied to from top to bottom the complicated geological layer that borders on the sea that is comprised of weathered layer 3 in top sand 1, the severely-weathered layer 2 in middle part and the bottom, as shown in Figure 1.See also shown in Figure 12, Figure 12 is the structural representation of vertical combined type water seepage prevention curtain structure of the present invention, and Figure 12 simultaneously also is the structural representation that adopts the vertical combined type water seepage prevention curtain structure that the job practices of above-mentioned vertical combined type water seepage prevention curtain structure forms.
As shown in figure 12, described vertical combined type water seepage prevention curtain structure, comprise three axle agitation piles 5 and high-pressure rotary jet grouting pile 7, the stake heart of described high-pressure rotary jet grouting pile 7 overlaps with the stake axle line of described three axle agitation piles 5 respectively, the depth bounds of described three axle agitation piles 5 more than the highest bedrock surface of the end face of top sand 1 weathered layer 3 to the bottom at least 1.0 meters, the depth bounds of described high-pressure rotary jet grouting pile from below the corresponding bedrock surface at least 0.5 meter at least 1.0 meters at the stake end of three axle agitation piles 5.As can be known, the bottom lap length of the top of high-pressure rotary jet grouting pile 7 and three axle agitation piles 5 has at least 1.0 meters, and the bottom of described high-pressure rotary jet grouting pile 7 can enter in the bottom at least 0.5 meter of weathered layer.On the one hand, by construction three axle agitation piles 5 in the severely-weathered layer 2 in top sand 1 and middle part, adopt three axle agitation piles 5, the advantage such as have that pile quality is stable, strength of the mixing pile is high, the antiseepage stagnant water effect is good behind the worker, construction is convenient, the duration is short, construction speed is fast; On the other hand, to entering weathered layer 3 in the large bottom of intensity, adopt the rig preexisting hole, the injection high-pressure rotary jet grouting pile 7 again, and high-pressure rotary jet grouting pile 7 has at least 1.0 meters with the lap length of described three axle agitation piles 5, and high-pressure rotary jet grouting pile 7 enters to below the bedrock surface at least 0.5 meter at least, the stake position is Accurate Determining easily, it is easy to control to enter the rock degree of depth, and high-pressure rotary jet grouting pile 7 can both finely overlap with the three axle agitation piles 5 on its top and the basement rock of its underpart, and interface whitewashing and construction quality are also easy to control.Wherein, adopt the rig preexisting hole, because drilling equipment is little, can drop into more, enter the rock construction quality and can guarantee that the degree of depth that namely enters basement rock can be guaranteed, and have the fast advantage of progress; High-pressure rotary jet grouting pile 7 enters the basement rock construction under the preexisting hole condition, difficulty of construction is little, and construction speed is fast, and construction quality can guarantee.So, give full play to flexible, the workable advantage of high-pressure rotary jet grouting pile 7 constructions, effectively the lap-joint of interface, piles with different type carried out impervious consolidation.
In a word; vertical combined type water seepage prevention curtain structure provided by the invention and job practices thereof; geo-logical terrain feature according to this engineering ground; basic principle according to the bracing of foundation pit design; select targetedly construction technology; make the bracing of foundation pit design accomplish safety; economical; satisfy environmental protection; the requirement of sustainable development; for Different Strata; the construction technology that employing adapts; formed monolithic stability; the water seepage prevention system of sealing has been cut off the infiltration lane of the above soil body of weak water permeability Rock (the strong permeability interface that contains different soil), for dry execution conditions have been created in foundation construction.
In addition, vertical combined type water seepage prevention curtain structure provided by the invention and job practices thereof have solved the feasibility problem of constructing under this type complex geological condition effectively, and be workable, to the strong adaptability on this place and similar stratum, also has following advantage.
In addition, vertical combined type water seepage prevention curtain structure provided by the invention and job practices thereof have the advantage that materials are economized, and have larger economy.Three axle agitation piles adopt and stir on the spot pile, and cement consumption only is 20% of pile body weight, and the drilling pouring occlusion pile in relatively identical stake footpath saves 80%; Also save the cement of larger proportion with respect to plain diaphragm wall, can reach 50～60%.
Obviously, those skilled in the art can carry out various changes and modification to the present invention and not break away from the spirit and scope of the present invention.Like this, if of the present invention these are revised and modification belongs within the scope of claim of the present invention and equivalent technologies thereof, then the present invention also is intended to comprise these changes and modification interior.
Claims (10)
1. one kind vertical combined type water seepage prevention curtain structure, be applied to from top to bottom by top sand, the complicated geological layer that borders on the sea that weathered layer forms in the severely-weathered layer in middle part and the bottom, it is characterized in that, comprise three axle agitation pile and high-pressure rotary jet grouting piles, the stake heart of described high-pressure rotary jet grouting pile overlaps with the stake axle line of described three axle agitation piles respectively, the depth bounds of described three axle agitation piles more than the highest bedrock surface of the end face of top sand weathered layer to the bottom at least 1.0 meters, the depth bounds of described high-pressure rotary jet grouting pile from below the corresponding bedrock surface at least 0.5 meter at least 1.0 meters at the stake end of three axle agitation piles.
2. vertical combined type water seepage prevention curtain structure according to claim 1 is characterized in that: the depth bounds of described three axle agitation piles is more than the highest bedrock surface of end face weathered layer to the bottom of top sand 1.0 ~ 1.5 meters.
3. vertical combined type water seepage prevention curtain structure according to claim 1 is characterized in that: the depth bounds of described high-pressure rotary jet grouting pile from below the corresponding bedrock surface 0.5 meter ~ 1.0 meters at least 1.0 meters at the stake end of three axle agitation piles.
4. the job practices of one kind vertical combined type water seepage prevention curtain structure is characterized in that, comprising:
Unwrapping wire location, grooving;
Pre-inspecting hole construction, comprise along the foundation ditch axis and lay pre-inspecting hole, the pitch-row of pre-inspecting hole is identical with three axle agitation pile pilespacings in the follow-up construction, pre-inspecting hole enters at least 0.5 meter whole hole below the bedrock surface of weathered layer in the bottom, with the thickness of verifying the severely-weathered layer of top sand, middle part, buried depth, and interface position, verify the bedrock surface buried depth position of weathered layer in the bottom and verify in the hole depth scope whether top sand contain Coral Reef Rock and pre-inspecting hole and have or not boulder;
Pile-forming machine perching, Installation and Debugging;
Whitewashing, stir and to carry out three axle mixing pile constructions, more than the highest bedrock surface of the injection degree of depth of described three axle agitation piles weathering bottom to the bottom at least 1.0 meters, and record buried depth position at the bottom of the three axle agitation pile stakes;
The rig preexisting hole enters basement rock, adopts rig to lay preexisting hole along three axle agitation pile axis, and the pitch-row of preexisting hole is half of pitch-row of pre-inspecting hole, and the degree of depth that preexisting hole enters weathered layer in the corresponding bottom is not less than 0.5 meter;
Construction of High Pressure Jet Grouting Pile, the shotcrete construction depth bounds from below the bedrock surface at least 0.5 meter at the bottom of the three axle agitation pile stakes more than at least 1.0 meters.
5. according to the job practices of vertical combined type water seepage prevention curtain structure as claimed in claim 4, it is characterized in that described unwrapping wire location, grooving comprise:
A, unwrapping wire location: before the construction, the coordinate basis point that provides according to design drawing and owner first, accurately calculate and go along with sb. to guard him the centerline angles point coordinates, utilize the accurate setting-out of measuring apparatus to go out to go along with sb. to guard him center line, the row-coordinate data of going forward side by side are checked, vertically go along with sb. to guard him the intersection location of leakage proof wall plane axis according to known coordinate, and check inspection;
B, grooving: go along with sb. to guard him center line according to the three axle agitation piles that setting-out goes out, go along with sb. to guard him center line parallel direction digging work groove with the excavator edge, groove width is determined according to the space enclosing structure width, when meeting underground obstacle, utilize the pick machine that underground obstacle is abolished totally, as abolish the excessive cavity of rear generation, then need backfill compacting, again excavate groove, guarantee to construct and carry out smoothly.
6. according to the job practices of vertical combined type water seepage prevention curtain structure as claimed in claim 4, it is characterized in that described pile-forming machine perching, Installation and Debugging comprise:
A, the work groove both sides Design Orientation boost line of excavating, mark bore position by designing requirement in the location boost line, delimit three an axle mechanomotive force center line before the digging groove to the distance of machine predetermination bit line, and carry out on line the telltale mark of each three axle machine construction reinforcement;
The position that B, basis are determined, mobile three axle agitation pile stake machines are accurately in place;
C, the front application level chi of start are with platform erection, and the straightening frame, guarantee that the frame verticality is not less than designing requirement, and a stake machine perpendicularity deviation is not more than 1/200, and pile position deviation is not more than 20mm;
D, unified command pile-forming machine perching are seen the situation of upper and lower, left and right each side before mobile clearly, and finding has obstruction in time to remove, and check the location situation behind the mobile end and in time correct, and a stake machine should be steady, straight and even.
7. according to the job practices of vertical combined type water seepage prevention curtain structure as claimed in claim 4, it is characterized in that the Admixture of described high-pressure rotary jet grouting pile is mainly selected water glass, volume is 3 ~ 5% of cement mixing content.
8. according to the job practices of vertical combined type water seepage prevention curtain structure as claimed in claim 4, it is characterized in that, the described shotcrete construction degree of depth from below the bedrock surface 0.5 meter at the bottom of the three axle agitation pile stakes more than 1.0 meters, 15 ~ 20S be whitewashed and be stopped to the shower nozzle of rotary churning pile machine should down to 0.5 meter below the bedrock surface, is promoted at the bottom of the three axle agitation pile stakes above 1.0 meters and should continues whitewashing and stop 15 ~ 20S.
9. according to the job practices of vertical combined type water seepage prevention curtain structure as claimed in claim 4, it is characterized in that, the diameter 1500mm of described high-pressure rotary jet grouting pile, effective diameter 900mm, overlap 300mm between effective pile diameter, described high-pressure rotary jet grouting pile is arranged along the axis of described three axle agitation piles, and the pile spacing of described high-pressure rotary jet grouting pile is 600mm.
10. the job practices of vertical combined type water seepage prevention curtain structure according to claim 4, it is characterized in that: more than the highest bedrock surface of the injection degree of depth of described three axle agitation piles weathering bottom to the bottom 1.0 ~ 1.5 meters, the shotcrete construction depth bounds from below the bedrock surface at least 0.5 meter ~ 1.0 meters at the bottom of the three axle agitation pile stakes more than at least 1.0 meters.
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| CN110499757A (en) * | 2019-08-27 | 2019-11-26 | 中铁二局集团有限公司 | A kind of water-rich sand layer three axes agitating pile construction method |
| CN111535307A (en) * | 2020-05-22 | 2020-08-14 | 河北建设勘察研究院有限公司 | Hole forming construction method for rotary drilling cast-in-place pile in reef limestone stratum |
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| CN104196041B (en) * | 2014-08-09 | 2016-08-17 | 中国葛洲坝集团基础工程有限公司 | A kind of concrete cut cofferdam body heightening construction method |
| CN104196041A (en) * | 2014-08-09 | 2014-12-10 | 葛洲坝集团基础工程有限公司 | Construction method for concrete diaphragm wall cofferdam heightening |
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| CN107938652A (en) * | 2018-01-03 | 2018-04-20 | 山东科技大学 | A kind of embedding lithotype steel cement mixing wall and its construction method |
| CN107938652B (en) * | 2018-01-03 | 2023-08-22 | 山东科技大学 | Rock-inlaid steel reinforced cement stirring wall and construction method thereof |
| CN110499757A (en) * | 2019-08-27 | 2019-11-26 | 中铁二局集团有限公司 | A kind of water-rich sand layer three axes agitating pile construction method |
| WO2021088445A1 (en) * | 2019-11-08 | 2021-05-14 | 上海建工二建集团有限公司 | Waterproof curtains at ends of underwater channel foundation pit along water banks |
| CN111535307A (en) * | 2020-05-22 | 2020-08-14 | 河北建设勘察研究院有限公司 | Hole forming construction method for rotary drilling cast-in-place pile in reef limestone stratum |
| CN114182749A (en) * | 2021-12-29 | 2022-03-15 | 中交一公局集团有限公司 | Karst complex geological pile foundation construction process and karst complex geological pile foundation |
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Application publication date: 20130313 |