CN202954371U - Vertical combined type seepage-proofing waterproof curtain structure - Google Patents
Vertical combined type seepage-proofing waterproof curtain structure Download PDFInfo
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- CN202954371U CN202954371U CN 201220696015 CN201220696015U CN202954371U CN 202954371 U CN202954371 U CN 202954371U CN 201220696015 CN201220696015 CN 201220696015 CN 201220696015 U CN201220696015 U CN 201220696015U CN 202954371 U CN202954371 U CN 202954371U
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Abstract
The utility model discloses a vertical combined type seepage-proofing waterproof curtain structure which is applied to a seaside complex geological stratum which is composed of an upper sand layer, a middle strong weathered layer and a lower middle weathered layer from the top to the bottom. The curtain structure comprises three-shaft stirring columns and high-pressure jet grouting piles, wherein the centers of the high-pressure jet grouting piles are respectively overlapped with the column center axes of the three-axis stirring columns; the depth of the three-shaft stirring columns ranges at least 1.0m from the top surface of the upper sand layer to the highest base rock surface at the lower middle weathered layer; and the depth of the high-pressure jet grouting piles ranges at least 1.0m from the part at least 0.5m far from a corresponding base rock surface to the part above the column bottoms of the three-shaft stirring columns. According to the basic principle of the foundation pit bracing design and aiming at different stratums, suitable construction processes are adopted to form complete seepage-proofing waterproof bracing bodies, so that the problem of feasibility in the construction under seaside complex geological conditions is effectively solved; the structure is strong in operability and is safe and economic; the requirements of environment friendliness and sustainable development are met; and the fundamental purposes of seepage proofing and water proofing are achieved.
Description
Technical field
The utility model relates to geotechnical engineering design and construction field, is new and effective, economic combined enclosure structural shape reliably large to area under a kind of applicable 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: it is main layer of sand that flour sand, medium coarse sand be take in top, and local containing a large amount of coral reef chips and Coral Reef Rock, transmission coefficient is large, is 10E-3-10E-4(cm/s); 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) left and right, the granite boulder that large bulk is contained in part; 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) big rise and fall.
Because being located in wilderness, the surrounding environment is loose, and the crucial purpose of bracing of foundation pit is water seepage prevention; It is weathered layer in 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) adopt three row's high-pressure rotary jet grouting piles
First utilize 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 two rows easily to produce seepage, especially for upper formation, be flour sand, medium coarse sand, 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, and can only guarantee the water seepage prevention effect by being designed to three campsheds.Like this, construction cost is high, the quality control on construction difficulty.
(2) adopt plain drilling pouring occlusion pile
The element drilling pouring occlusion pile, can enter basement rock, and water seepage prevention is effective, 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 while on stratum, being flour sand, medium coarse sand, the borehole wall-protection difficulty, the mode that may adopt the agitation pile inner sleeve to beat, 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, construction speed is slow, long in time limit, cost is high, and while on stratum, being flour sand, medium coarse sand, 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 providing a kind of vertical combined type water seepage prevention curtain structure that can realize on-the-spot dry construction and effectively improve construction quality and efficiency of construction is those skilled in the art's technical problems urgently to be resolved hurrily.
The utility model content
The purpose of this utility model is to provide a kind of vertical combined type water seepage prevention curtain structure; basic principle according to the bracing of foundation pit design; for Different Strata; the construction technology that employing adapts, form complete water seepage prevention fender body, effectively solved the feasibility problem of constructing under the complicated geological condition near sea; workable; accomplish safely, economical, meet the requirement of environmental protection, sustainable development, obtain the basic goal of water seepage prevention.
To achieve the above object, the utility model 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 in the severely-weathered layer in middle part and bottom, weathered layer forms, 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, more than the highest bedrock surface to weathered layer in bottom at least 1.0 meters from the end face of top sand of the depth boundses of described three axle agitation piles, the depth bounds of described high-pressure rotary jet grouting pile below corresponding bedrock surface at least 0.5 meter to three axle agitation piles the stake end more than at least 1.0 meters.
Further, the depth bounds of described three axle agitation piles is that the end face of top sand is to more than the highest bedrock surface of weathered layer in bottom 1.0 ~ 1.5 meters.
Further, the depth bounds of described high-pressure rotary jet grouting pile below 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 vertical combined type water seepage prevention curtain structure that the utility model provides, 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, have that pile quality is stable, strength of the mixing pile is high, good, convenient a, advantage such as the duration is short, construction speed is fast of constructing of antiseepage stagnant water effect after work; On the other hand, to entering weathered layer in the bottom that intensity is large, it is basement rock, 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 at least enters to below bedrock surface at least 0.5 meter, the stake position is Accurate Determining easily, enter the rock degree of depth easy to control, the agitation pile on high-pressure rotary jet grouting pile and its top and the basement rock of its underpart can 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, entering the rock construction quality can guarantee, the degree of depth that enters basement rock can be guaranteed, and has advantages of that progress is fast; High-pressure rotary jet grouting pile enters the basement rock construction under the preexisting hole condition, and difficulty of construction is little, and construction speed is fast, and construction quality can guarantee.So, given 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 to the impervious consolidation.
In addition, vertical combined type water seepage prevention curtain structure that the utility model provides, solved the feasibility problem of constructing under this type of complex geological condition effectively, workable, to the strong adaptability on this place and similar stratum, also has following advantage.
In addition, the vertical combined type water seepage prevention curtain structure that the utility model provides, have advantages of materials province, has larger economy.Three axle agitation piles adopt and stir on the spot pile, and cement consumption is only 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, the vertical combined type water seepage prevention curtain structure that the utility model provides, 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, meet 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, the infiltration lane that has cut off the above soil body of weak water permeability Rock (containing the strong permeability interface of different soil), for dry execution conditions have been created in foundation construction.
The accompanying drawing explanation
Vertical combined type water seepage prevention curtain structure of the present utility model is provided by following embodiment and accompanying drawing.
The engineering geological conditions schematic diagram that Fig. 1 is the utility model one embodiment.
The overall procedure schematic diagram of the job practices of the vertical combined type water seepage prevention curtain structure that Fig. 2 is the utility model one embodiment.
Structural representation when in the job practices of the vertical combined type water seepage prevention curtain structure that Fig. 3 is an embodiment of the present utility model, pre-inspecting hole is constructed.
Whitewashing in the job practices of the vertical combined type water seepage prevention curtain structure that Fig. 4 is an embodiment of the present utility model, the structural representation while stirring pile.
The piling method schematic diagram that Fig. 5 is three axle agitation piles of the present utility model.
Structural representation when in the job practices of the vertical combined type water seepage prevention curtain structure that Fig. 6 is an embodiment of the present utility model, the rig preexisting hole enters basement rock.
Structural representation during the job practices mesohigh jet grouting pile construction of the vertical combined type water seepage prevention curtain structure that Fig. 7 is an embodiment of the present utility model.
The piling method that Fig. 8 to Figure 10 is high-pressure rotary jet grouting pile respectively walk schematic diagram.
Figure 11 is the processing schematic diagram after breakthrough appears in curtain structure.
The structural representation that Figure 12 is vertical combined type water seepage prevention curtain structure of the present utility model.
In 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-tri-axle agitation piles, 6-preexisting hole, 7-high-pressure rotary jet grouting pile.
The specific embodiment
Below with reference to accompanying drawings the utility model is described in more detail, has wherein meaned preferred embodiment of the present utility model, should be appreciated that those skilled in the art can revise the utility model described here and still realize advantageous effects of the present utility model.Therefore, following description is appreciated that extensively knowing for those skilled in the art, and not as to restriction of the present utility model.
Refer to Fig. 1, Figure 1 shows that the engineering geological conditions schematic diagram of the present embodiment, the job practices of the vertical combined type water seepage prevention curtain structure that the present embodiment provides, be applied to the complicated geological layer that borders on the sea that weathered layer 3 forms in top sand 1, the severely-weathered layer 2 in middle part and bottom from top to bottom.
Refer to 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 the utility model one embodiment, the job practices of the vertical combined type water seepage prevention curtain structure that the present embodiment provides comprises:
1. unwrapping wire location, grooving
A, unwrapping wire location: before construction; the coordinate basis point first provided according to design drawing and owner, accurately calculate and go 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 protection simultaneously.Vertically go along with sb. to guard him the intersection location of leakage proof wall plane axis according to known coordinate, and checked inspection.
B, grooving: the three axle agitation piles that go out according to setting-out are gone along with sb. to guard him center line, and with excavator, 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, 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, need backfill compacting, again excavate groove, guarantee to construct and carry out smoothly.
2. pre-inspecting hole construction
Refer to 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 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 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.Due to the engineering geological conditions complexity, basement rock (being weathered layer 3 in 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, first use pre-inspecting hole machinery (adopting G-150 type rig), pre-inspecting hole, to bedrock surface, records absolute altitude, to instruct three axle agitation pile machinery constructions.Namely before construction three axle agitation piles, pre-inspecting hole is carried out to rig in position, every secondary agitation pile place, determine bedrock surface absolute altitude position, in work progress, agitation pile stops beating more than the highest bedrock surface of weathered layer in bottom at least 1.0 meters in the back, preferably 1.0 ~ 1.5 meters.The pitch-row of pre-inspecting hole 4 is identical with three axle agitation pile 5 pilespacings in follow-up construction, and the spacing of pre-inspecting hole 4 must equate with three axle mixing pile machine center to center distance of this project construction use, and pre-inspecting hole 4 spacings generally are 1.2m.The data that elicite are carried out to detailed paper form record.
3. pile-forming machine perching, Installation and Debugging
A, in the work groove both sides Design Orientation boost line of excavation, mark bore position in location on boost line by designing requirement.Delimit the distance of three an axle mechanomotive force center line to machine predetermination bit line before digging groove, and carry out on line the telltale mark (available bar dowel is squeezed in soil and located) of each three axle machine construction reinforcement.
B, according to definite position, mobile three axle agitation pile stake machines are accurately in place, 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 by 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, by squad leader on duty, assume unified command of pile-forming machine perching, see the situation of upper and lower, left and right each side before mobile clearly, finding that there is obstruction should remove in time, checks the location situation after mobile end and corrects in time, 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, by the cement paste uniform mixing.
Automatically mix the slurry system by the cement grout prepared be delivered to slurry can be tri-axial stirring equipment continuously for the slurry.
5. whitewash, stir pile,
Refer to Fig. 4, the injection degree of depth of three axle agitation piles 5 is to more than the highest bedrock surface of weathering bottom in bottom at least 1.0 meters, and preferably 1.0 ~ 1.5 meters, and record the buried depth position at the bottom of 5 of three axle agitation piles.Specific requirement is as follows:
A, adopt single agitation pile, one one table of construction requirement records agitation pile in time, and to stop mark high.The pile body construction adopts a spray two to stir technique.
B, according to drill bit, sink and promote two kinds of different speed, injecting the cement grout that the soil body stirs, guaranteeing 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 mixer subsidence velocity and the hoisting velocity controlled, guarantee mixing time, the agitation pile degree of depth according to design drawing, the stake machine is under agitation in 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, the flow that often carries out the field measurement mudjack, mud balance, slurries match ratio etc., match gross data and measured data, guarantees 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, 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.
Sequentially as shown in Figure 5, wherein cover is beaten part for repeating the cover brill, with the continuity of assurance body of wall and the construction quality of joint for H, three axle mixing pile constructions.
By construction three axle agitation piles 5 in the severely-weathered layer of top sand 1 and middle part 2, make that pile quality is stable, strength of the mixing pile is high, good, convenient, reduction of erection time of constructing of antiseepage stagnant water effect after work, accelerated construction speed.
6. the rig preexisting hole enters basement rock
Refer to Fig. 6, after three axle mixing pile constructions 2 days, at first must remove the rubbish that site operation abandons, construct and start the high-pressure rotary jet grouting pile preexisting hole after 5 days, adopt rig to lay preexisting holes 6 along three axle agitation pile 5 axis, 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 corresponding bottom is not less than 0.5 meter, be preexisting hole 6 to 0.5m at least below bedrock surface, preferably 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 enters basement rock can be guaranteed, and has advantages of that progress is fast.
7. Construction of High Pressure Jet Grouting Pile
Refer to Fig. 7, the structural representation while Figure 7 shows that the job practices mesohigh jet grouting pile construction of vertical combined type water seepage prevention curtain structure of an embodiment of the present utility model.
A, preexisting hole should carry out high-pressure rotary jet grouting pile 7 constructions immediately after finishing, below the bedrock surface of shotcrete construction degree of depth weathered layer 3 in 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 machine 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 bottom at least 0.5 meter scope, and the stake top mark is high to be stopped beating more than depth at least absolute altitude of 1m with three axle agitation piles 5 and be as the criterion.Triple-pipe high pressure jet grouting stake 7 diameter 1500mm, effective diameter 900mm, overlap 300mm between effective pile diameter.Along three axle agitation pile 5 axis arranged one row's high-pressure rotary jet grouting piles 7, pile spacing 600mm.The Admixture of high-pressure rotary jet grouting pile 7 is mainly selected water glass, and volume is cement mixing content 3 ~ 5%, 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 method construction, neighbor distance must not be less than 1.2m, jump method construction sequencing is as shown in Fig. 8 to Figure 10.For three axle agitation piles more than three groups, first carry out the stake in three axle agitation pile left sides, as shown in Figure 8; Then, carry out the middle stake of three axle agitation piles, as shown in Figure 9; Finally, 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, while after excavation of foundation pit, breakthrough occurring, to the outside of seepage place, adopt outsourcing to add the mode of making a call to three axle agitation piles and high-pressure rotary jet grouting pile and carry out the leak stopping processing.
Preferably, the described shotcrete construction degree of depth below bedrock surface 0.5 meter to more than at the bottom of 5 of three axle agitation piles 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 bedrock surface, is promoted to above 1.0 meters at the bottom of three axle agitation pile stakes and should continues whitewash and stop 15 ~ 20S.
By to entering weathered layer 3 in the bottom that intensity is large, adopting conventional geological drilling rig preexisting hole, 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 at least enters to below bedrock surface at least 0.5 meter, the stake position is Accurate Determining easily, enter the rock degree of depth easy to control, in the three axle agitation piles 5 on high-pressure rotary jet grouting pile 7 and its top and the bottom of its underpart, weathered layer 3 can finely overlap, 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, and difficulty of construction is little, and construction speed is fast, and construction quality can guarantee.So, given 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 to the impervious consolidation.
The present embodiment also provides a kind of vertical combined type water seepage prevention curtain structure, is applied to the complicated geological layer that borders on the sea that weathered layer 3 forms in top sand 1, the severely-weathered layer 2 in middle part and bottom from top to bottom, as shown in Figure 1.Refer to shown in Figure 12, the structural representation that Figure 12 is vertical combined type water seepage prevention curtain structure of the present utility model, Figure 12 is also simultaneously the structural representation of the vertical combined type water seepage prevention curtain structure that adopts the job practices of above-mentioned vertical combined type water seepage prevention curtain structure to form.
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, more than the highest bedrock surface to weathered layer 3 in bottom at least 1.0 meters from the end face of top sand 1 of the depth boundses of described three axle agitation piles 5, the depth bounds of described high-pressure rotary jet grouting pile below corresponding bedrock surface more than at least 0.5 meter end of the stake to three axle agitation piles 5 at least 1.0 meters.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 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 of top sand 1 and middle part 2, adopt three axle agitation piles 5, have that pile quality is stable, strength of the mixing pile is high, good, convenient a, advantage such as the duration is short, construction speed is fast of constructing of antiseepage stagnant water effect after work; On the other hand, to entering weathered layer 3 in the bottom that intensity is large, 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 at least enters to below bedrock surface at least 0.5 meter, the stake position is Accurate Determining easily, enter the rock degree of depth easy to control, high-pressure rotary jet grouting pile 7 can 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, entering the rock construction quality can guarantee, the degree of depth that enters basement rock can be guaranteed, and has advantages of that progress is fast; High-pressure rotary jet grouting pile 7 enters the basement rock construction under the preexisting hole condition, and difficulty of construction is little, and construction speed is fast, and construction quality can guarantee.So, given full play to flexible, the workable advantage of high-pressure rotary jet grouting pile 7 construction, effectively the lap-joint of interface, piles with different type carried out to impervious consolidation.
In a word, the vertical combined type water seepage prevention curtain structure that the utility model provides, 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, meet 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, the infiltration lane that has cut off the above soil body of weak water permeability Rock (containing the strong permeability interface of different soil), for dry execution conditions have been created in foundation construction.
In addition, vertical combined type water seepage prevention curtain structure that the utility model provides, solved the feasibility problem of constructing under this type of complex geological condition effectively, workable, to the strong adaptability on this place and similar stratum, also has following advantage.
In addition, the vertical combined type water seepage prevention curtain structure that the utility model provides, have advantages of materials province, has larger economy.Three axle agitation piles adopt and stir on the spot pile, and cement consumption is only 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 and not break away from spirit and scope of the present utility model the utility model.Like this, if within of the present utility model these are revised and modification belongs to the scope of the utility model claim and equivalent technologies thereof, the utility model also is intended to comprise these changes and modification interior.
Claims (3)
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 in the severely-weathered layer in middle part and bottom, weathered layer forms, 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, more than the highest bedrock surface to weathered layer in bottom at least 1.0 meters from the end face of top sand of the depth boundses of described three axle agitation piles, the depth bounds of described high-pressure rotary jet grouting pile below corresponding bedrock surface at least 0.5 meter to three axle agitation piles the stake end more than at least 1.0 meters.
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 that the end face of top sand is to more than the highest bedrock surface of weathered layer in bottom 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 below corresponding bedrock surface more than 0.5 meter ~ 1.0 meters ends of the stake to three axle agitation piles at least 1.0 meters.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102966110A (en) * | 2012-12-14 | 2013-03-13 | 上海市建工设计研究院有限公司 | Vertically-combined type impermeable waterproof curtain structure and construction method thereof |
| CN103556645A (en) * | 2013-09-29 | 2014-02-05 | 河北钢铁集团矿业有限公司 | Method for forming grouting space in sand gravel layer |
| CN104032763A (en) * | 2014-06-25 | 2014-09-10 | 上海市建工设计研究院有限公司 | Combined-type anti-seepage waterstop curtain structure and construction method thereof |
| CN104153381A (en) * | 2014-08-29 | 2014-11-19 | 云南大学 | Waterproof curtain pile, waterproof curtain and construction method of waterproof curtain pile |
| CN104695458A (en) * | 2013-12-04 | 2015-06-10 | 中国人民解放军总装备部特种工程技术安装总队 | Construction method of deep stirring and jet grouting compound pile waterproof curtain |
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2012
- 2012-12-14 CN CN 201220696015 patent/CN202954371U/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966110A (en) * | 2012-12-14 | 2013-03-13 | 上海市建工设计研究院有限公司 | Vertically-combined type impermeable waterproof curtain structure and construction method thereof |
| CN103556645A (en) * | 2013-09-29 | 2014-02-05 | 河北钢铁集团矿业有限公司 | Method for forming grouting space in sand gravel layer |
| CN103556645B (en) * | 2013-09-29 | 2015-06-17 | 河北钢铁集团矿业有限公司 | Method for forming grouting space in sand gravel layer |
| CN104695458A (en) * | 2013-12-04 | 2015-06-10 | 中国人民解放军总装备部特种工程技术安装总队 | Construction method of deep stirring and jet grouting compound pile waterproof curtain |
| CN104032763A (en) * | 2014-06-25 | 2014-09-10 | 上海市建工设计研究院有限公司 | Combined-type anti-seepage waterstop curtain structure and construction method thereof |
| CN104153381A (en) * | 2014-08-29 | 2014-11-19 | 云南大学 | Waterproof curtain pile, waterproof curtain and construction method of waterproof curtain pile |
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