CN101126241A - Scattered row piles-brad wall combination supporting method - Google Patents
Scattered row piles-brad wall combination supporting method Download PDFInfo
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- CN101126241A CN101126241A CNA2006100621515A CN200610062151A CN101126241A CN 101126241 A CN101126241 A CN 101126241A CN A2006100621515 A CNA2006100621515 A CN A2006100621515A CN 200610062151 A CN200610062151 A CN 200610062151A CN 101126241 A CN101126241 A CN 101126241A
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- 239000004567 concrete Substances 0.000 claims abstract description 9
- 239000007921 spray Substances 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
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Abstract
The invention discloses a scattered row pile-soil-nailed wall combination supporting method, which is characterized in that: the excavation and support sequence is that: a. the scattered pile is constructed according to certain pile spacing and the ratio of the pile spacing to the pile diameter, the pile is an arch foot pile; b. the pile is constructed with the technology of mixing pile or rotary jet grouting pile and a water-stopping curtain is applied to stop the water between the piles; c. the earthwork layer by layer is excavated for the construction of soil-nailed wall; d. pile support construction or bolt construction is made if the pile support or the bolt is encountered; e. the beam is constructed or the pillar is support; f. the support is sustained or stretch the bolt is stretched; g. the concrete spraying of soil nail is excavated layer by layer; h. the procedure b-g is repeated until the pit bottom is reached. The scattered row pile-soil-nailed wall combination support structure can effectively maintain the stability of the foundation pit and the side slope and control the displacement of the foundation pit and the side slope.
Description
Technical field
The present invention relates to Foundation Design and slope reinforcement support engineering in the building operations, especially relate to a kind of scattered row piles-brad wall combination supporting method.
Background technology
The soil nailing wall is generally adopted in the construction of building foundation engineering at present, and the soil nailing wall is compared with other support technology, and advantage applies exists: the duration is short, and construction costs is low; Construction equipment is light, and place compliance is strong; Ductility is preferably arranged, and it is longer to destroy period of expansion.But it has tangible limitation, mainly is bigger than other form displacement, and can't rationally estimate; The end, soft layer hole, exist protuberance, piping and Seepage problems.
The main pattern of the composite soil nailing wall that is widely used at present has: two or multinomial combinations or compound such as soil nailing and anchor pole, water-stop curtain (agitation pile etc.), little shape stake, computation schema is mainly the retaining wall theory.By force analysis can find that anchor pole, agitation pile, mini pile etc. have solved to a certain extent that the displacement of soil nailing wall is excessive, difficult points such as restriction on the soil-nail wall support degree of depth, obvious to the consolidation effect of surface layer.But because its insufficient rigidity, shear resistance a little less than, can't better bring into play the effect that deep layer is broken ground, limited to support system resistance to overturning contribution amplitude, less for the excavation of foundation pit degree of depth that improves the composite soil nailing wall supporting and stability consideration, control and estimation soil nailing wall displacement amplitude also have bigger restriction.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of scattered row piles-brad wall combination supporting method that can control the displacement of soil nailing wall.
For solving the problems of the technologies described above, the technical solution adopted in the present invention is:
A kind of scattered row piles-brad wall combination supporting method is provided, and the sequence of construction of this method excavation and support is:
A, according to certain stake footpath and stake directly than the stake of construction white-out, described stake is the arch springing stake;
Water-stop curtain carries out sealing between worker's method construction stakes such as b, employing agitation pile or rotary churning pile;
C, a cubic metre of earth stage excavation carry out construction of soil-nailed wall;
D, carry out a upper support or anchor bolt construction when running into a upper support or anchor pole;
E, construction beam or support post;
F, support maintenance or anchor pole stretch-draw;
G, stage excavation carry out the construction of soil nailing spray concrete;
H, circulation step b-g construct at the end, hole.
Further improvement in the technical proposal is:
Described stake footpath is more than or equal to 300 millimeters.
Described stake footpath is than more than or equal to 2.
Described stake comprises hole digging pile, drilled pile, root pile, concrete pile tube, steel pipe pile etc.
Described support maintenance or anchor pole stretch-draw can carried out behind one deck or which floor soil nailing under the construction according to operating mode again.
The invention has the beneficial effects as follows: the basic mechanism of scattered row piles-brad wall supporting and protection structure of the present invention effect is the advance support effect by castinplace pile, controls soil deformation in early days in the digging process and improves base pit stability.Because during this period of time, have the advance support of stake can significantly reduce the displacement of this part before the displacement of soil nailing wall mainly occurs in behind lower floor's soil excavation and to finish to lower floor's soil nailing construction.Strengthened boundary constraint because castinplace pile has darker insertion depth and higher rigidity and intensity this moment, weakened the plastic strain of inside soil body.This constraint has been strengthened in the setting of anchor pole especially, has limited the Displacement Development of the soil body.Along with the increasing of cutting depth, soil nailing and soil mass consolidation interact and resist the foundation ditch destruction stress and strain that trend produced.The actual downslide of slide mass finally forms prerequisite with the advantage chain of command.Advantage slippage chain of command produces the initial stage, the slipping property crack occurs based on ground, and with certain speed development and change.Employing has enough leading one by one " stitching " advantage slippage chains of command of soil nailing of " suture strength ", and then this slide surface will can not germinate, or unlikely development forms.If the excavation of foundation pit degree of depth is excessive, when its slip-crack surface partly surpassed soil nailing wall width range, soil nailing diminished relatively to the stabilization of integral body, just anchor pole is brought into play its greater role, constituted pile-anchor retaining retaining soil body system with stake.Therefore can effectively keep foundation ditch and stability of slope, control foundation ditch and slope displacement.
Description of drawings
Fig. 1 is a scattered row piles-brad wall supporting and protection structure plan view;
Fig. 2 is a scattered row piles-brad wall supporting and protection structure sectional drawing;
Fig. 3 a slip circle is below at the bottom of the stake;
At the bottom of Fig. 3 b slip circle is crossed;
Fig. 3 c slip circle is at pile body;
Fig. 4 calculates schematic diagram for resistance to overturning;
Fig. 5 stake drag Calculating Torque during Rotary;
Soil body zoning plan after Fig. 6 stake;
Fig. 7 a combined bolting and shotcrete soil pressure;
Fig. 7 b combination supporting soil pressure;
Fig. 8 a local stability computation model;
Fig. 8 b resistance to overturning computation model;
Fig. 9 domes inner forces calculation;
Figure 10 pattern foundation pit supporting structure plan view;
Figure 11 skew back curve and pile-anchor retaining displacement curve are relatively.
Below in conjunction with accompanying drawing the present invention is described further:
The specific embodiment
Scattered row piles-brad wall combination supporting method of the present invention, the sequence of construction of this method excavation and support is:
A, according to certain stake footpath and stake directly than construction white-out stake 1, described stake 1 is the arch springing stake;
Water-stop curtain 2 carries out sealing between worker's method construction stakes such as b, employing agitation pile or rotary churning pile;
C, a cubic metre of earth stage excavation carry out 3 constructions of soil nailing wall;
D, carry out 5 constructions of a upper support 4 or anchor pole when running into a upper support 4 or anchor pole 5;
E, construction beam or support post 6;
F, support 4 maintenances or anchor pole 5 stretch-draw;
G, stage excavation carry out soil nailing 7 spray concrete constructions;
H, circulation step b-g construct at the end, hole.
Fig. 1, Fig. 2 are the structure chart after constructing.
Its king-pile footpath is more than or equal to 300 millimeters, and the stake footpath is than more than or equal to 2.The stake footpath is than the ratio of the spacing that is meant stake with the diameter of stake.These data can be relevant with factors such as stratum, surrounding enviroment, the excavation of foundation pit degree of depth and soil-nail wall support parameters, must take all factors into consideration, and determines as calculated.
Stake 1 comprises hole digging pile, drilled pile, root pile, concrete pile tube, steel pipe pile etc., comprises stake bundle and stake combined deformation body, mainly provides native arch brace and moment of flexure.
Supporting maintenance or anchor pole 6 stretch-draw can carry out according to operating mode is existing behind one deck or which floor soil nailing under the construction again.
Below scattered row piles-brad wall combination supporting structure of the present invention is carried out theory analysis, can effectively control the displacement of soil nailing wall so that this structure to be described:
One, considers the global stability analysis of the antiskid effect of stake
For the soil-slope stability analysis, adopt circular arc plane of fracture sliding scale usually.The main difference part that scattered row piles-brad wall supporting and protection structure and common side slope are calculated is: when slip circle is crossed anchor pole with stake, they will provide resisting moment and tension moment.
(1) circular arc failure mode
The circular arc plane of fracture form of simple slight slope is generally the toe circle.But for scattered row piles-brad wall supporting and protection structure, because the existence of antislide pile, the relation of the circular arc plane of fracture and prop can be divided into following two kinds: cut a slip circle and cross stake end slip circle.Longer when anchor pole, stake is when having certain insertion depth, at the bottom of the most dangerous slip circle is crossed, forms a stake end arc.Stability analysis this moment is subjected to long influence of stake, but final calculation result does not relate to the antiskid effect of stake.
Shorter when soil nailing, the stake insertion depth is big and when embedding the better soil layer of character, the most dangerous slip circle is crossed pile body, forms a stake arc, and Calculation on stability not only relates to the antiskid effect of anchor pole at this moment, an antiskid effect that also relates to.
Pile body does not destroy, and certain displacement takes place at the stake end, and the stake forward part soil body produces sliding rupture together with the stake rear section soil body.Suppose a preceding soil body break still for circular arc and with stake after the soil body plane of fracture have concentric mutually, promptly form the two arc planes of fracture of pile body.Scattered row piles-brad wall supporting and protection structure circular arc failure mode schematic diagram is seen Fig. 3 a, 3b, 3c.
(2) pulling force of anchor pole and soil nailing is determined
Can determine by method for normalizing, the uplift resistance of fetch earth nail or anchor pole, formula is:
T＝T
kS
m/cosα (1)
T-anchor pole design axial tension value (kN), T
k-unit width horizontal force standard value (kN/m), S
mThe horizontal-direction pitch of-anchor pole (m), the downward inclination angle of α-anchor pole (°).
(3) resisting moment of stake calculates
When adopting determining of Ministry of Metallurgical Industry's " architecture Foundation Pit Engineering technical specification " by following formula:
In the formula: M
pThe resisting moment that stake in-every linear meter(lin.m.) produces, kNm/m, α i-stake and slip circle point of contact are to the angle of sideline, the center of circle and vertical line, M
cThe bending resistance moment of flexure of-every pile body, the kNm/ single pile; h
i-Qie stake slip circle face is to the domatic degree of depth, m; γ-h
iThe severe of soil in the scope, kN/m
3K
p, K
aPassive and the coefficient of active earth pressure of-soil; D-stake footpath, m; Clear spacing between two of Δ d-, m; Fig. 4 calculates for resistance to overturning, and Fig. 5 is a stake drag Calculating Torque during Rotary.
(4) scattered row piles-brad wall supporting and protection structure resistance to overturning is calculated
The supporting and protection structure internal stability is estimated with safety factor of slope.
F
s＝M
p/M
s (3)
The resisting moment of comprehensive anchor pole and stake can obtain scattered row piles-brad wall supporting buckling safety factor:
In the formula: W
i, Q
iDeadweight and the ground load of-native bar i, α
iCircular arc plane of fracture tangent line and the horizontal plane angle of-native bar i, Δ
i-native bar i width, C
j, φ
jThe cohesion and the angle of internal friction of-native bar i circular arc plane of fracture place soil layer, T
kThe pulling force that-Di k row anchor pole provides, S
Hk-Di k row anchor pole level interval, β
k-Di k row's anchor pole axis and this destroy the angle between the face tangent line, φ
jThe angle of internal friction of-Di k row anchor pole slip circle plane of fracture place soil layer, ξ-be that drag is brought into play coefficient.
Global stability analysis when two, considering native arching action
The type, pilespacing of the stake in the scattered row piles-brad wall supporting and protection structure and stake directly than etc. parameter determine relevantly with factors such as stratum, surrounding enviroment, the excavation of foundation pit degree of depth and soil-nail wall support parameters, must take all factors into consideration, determine as calculated.
Under the effect of foundation pit earth pressure, the rigid pile distortion is less, the distortion of inter-pile soil nail wall is relatively large, be that hard and soft combination soil-baffling structure produces different displacements to the foundation ditch direction, the soil body of pattern foundation pit supporting structure also produces different displacements, cause shear stress between the little soil body of the soil body that displacement is big and displacement, produce native arching action.The soil body soil pressure that displacement is bigger reduces and the less soil body soil pressure increase of displacement, uneven distribution appears in the foundation pit side-wall soil pressure, so the active force of flexible soil-baffling structure reduces, though its intensity is low, but can meet the demands, the rigid pile active force increases, and can give full play to the rigid pile advantages of high strength.
(1) model assumption: the size of soil pressure redistribution is quite complicated, and is relevant with factors such as soil mass property, cutting depth, firm, gentle soil-baffling structure distortion relative sizes.Here supposition:
1. the soil nailing wall is analyzed for the retaining wall model, and soldier pile is equivalent to the arch springing stake;
2. the distortion of setting stake is very little with respect to inter-pile soil, and the inter-pile soil arch is hinged or affixed with stake;
3. the stake back soil body is a circular arc to slide plane vertically, and inter-pile soil body level also is arc-shaped surface to slide surface;
4. level cross section in arch is assumed to arc-shaped surface, vertically to being oblique plane;
5. soil pressure is calculated with triangle Rankine soil pressure.
(2) character analysis:, changed the shape of active earth pressure slide surface owing to the effect of inter-pile soil arch.Path of Force Transfer according to slide surface and arch can be divided into the soil body after the stake V district, as slip region, V-stable region after slip region, the IV-stake between Fig. 6 I-free zone, II-arch district, III-stake.
The I district soil body is the soil body zone that freely comes off in the arch, utilizes soil nailing spray anchor structure to anchor to behind and stablizes on the soil body; Press circular shape temporarily and consider for forming soil arch zone in the II district, and according to The former Russian scholar Pu Luotuoji subfamily promise husband's Pu Shi balanced arch theory, soil arch sagitta and confined pressure design formulas that inter-pile soil forms are as follows:
In the formula: f
kBe firm coefficient of ground or title Protodyakonov coefficient, its theoretical calculation formula is
σ=γ hK
0γ is a rock soil unit weight, K
0Be coefficient of earth pressur at rest.
The III district for active region break in and native arch structure between the slippage soil body, this part soil pressure passes in the arch springing stake through the axle power of domes; The IV district is a back slippage soil body, is not subjected to the influence of arch structure, acts directly on the pile-anchor system; The V district is for stablizing the soil body.
Three, soil pressure transmission and heavily distribution behind the wall
The soil pressure of solid matter piled anchor or soil-nail wall support is designated as E for evenly to distribute along the foundation ditch line by the Rankine active earth pressure
a(e
a); Soil pressure behind the scattered row piles-brad wall supporting and protection structure wall is because native arching action has caused heavily distribution, the soil pressure that the I district soil body produces is born by spray anchor structure body, this part is because the transfer function of arch has shifted the outer soil body lateral pressure of arch, and therefore the soil pressure of bearing than former soil-nail wall support is little, is designated as E
1(e
1); Arch II and the outer slippage soil body III soil pressure of arch are transferred on the arch springing antislide pile by the effect of soil arch, are designated as E
2(e
2); Soil body IV district, stake back acts directly on a last E
3(e
3), e wherein
3Value equals e
aIt is E that the piled anchor structure bears soil pressure
2+ E
3In fact, because the soil nailing body is designated as Δ E, Δ E＜E to the reinforcement effect and the loss of soil pressure in transmission of the soil body
a-(E
1+ E
2+ E
3).Heavily distribute the back soil pressure referring to Fig. 7 a, Fig. 7 b.
According to above analysis, the soil pressure that acts in the white-out stake is different from the Rankine active earth pressure, the limit lateral earth pressure when Ito and Matsui once utilized the theory of plasticity of soil to set up the campshed slope sliding that is arranged in side slope, and verify.This paper is with the antiskid effect analysis of its application of result white-out stake in plate brad supporting, and its calculating formula is: its value is equivalent to (E
2+ E
3).
In the formula:
In the formula: D, B are respectively the diameter and the clear distance of white-out stake; C, are the shear Strength of foundation soil index; R is the severe of foundation soil.
Deformation characteristic analysis when four, considering native arching action
According to the analysis that heavily distributes of above soil pressure as can be known, the inter-pile soil body is retrained by the soil-nail wall support body, and the active earth pressure that acts on it is littler than Rankine active earth pressure, and the sidesway of generation mainly is generation before native arch becomes with sedimentation.After the soil arch became, along with excavation of foundation pit, newly-increased soil pressure can be delivered on the pile body by the soil arch, and the displacement that takes place this moment mainly is displacement and the densification of soil arch and the size of distortion that the soil arch produces with the pile-anchor system sidesway.
Piled anchor body in the scattered row piles-brad wall supporting and protection structure is subjected to the Rankine active earth pressure E of a back soil body
3The lateral earth pressure E that passes over inter-pile soil
2This part is bigger than the suffered soil pressure of close pile, presses campshed than white-out stake and considers that suffered soil pressure is little, can control displacement by adding pile-anchor systems such as timber pile footpath, building-in depth and anchor pole power, keeps its stability.In fact, this part power is born jointly by soil arch and the assembly that piled anchor constitutes, the rigidity of assembly, intensity and bending resistance moment ratio piled anchor itself all improve a lot, and soil arch has three-dimensional effect, can also come balance by adjusting span or rise and passive area soil pressure.
In sum, scattered row piles-brad wall supporting and protection structure not only displacement is more much smaller than soil-nail wall support system, and can calculate and pre-control.In addition, because domes have three-dimensional effect, be the stronger space enclosing structure of a kind of self-reliance, even under the insertion depth situation relatively poor than pitting subsoil matter, as long as can guarantee space enclosing structure whole unstability and bulge fracture do not take place, the situation of skirt also can not appear in the piled anchor domes.
Global stability analysis when five, considering native arching action
By power transmission and prop force analysis, stability analysis comprises that inter-pile soil is at E
1Internal stability analysis under acting on, native arch intensity local stability are analyzed and stake and the native global stability analysis that encircles the associating deformable body.
(1) the inter-pile soil internal stability is analyzed
Suffered soil pressure is E
1, slide surface is that the arcuate surface on top and traditional slide surface of bottom constitute.Can carry out stability analysis by slice method.
From (7) as seen, first of molecule and denominator are little when all sliding than circular arc, and second of molecule becomes big owing to moving in the slip-crack surface, and therefore when soil nailing parameter and soil layer parameter constant, the coefficient of stability is much bigger during than no arcuation attitude.
(2) domes strength check
Calculate by the fixed-end arch that two ends are fixing, calculate diagram with seeing Fig. 9.The horizontal thrust of arch springing is relevant with the ratio of rise to span f/L of arch, and ratio of rise to span is big more, and thrust H is more little.In waiting Span Continuous arch, the mutual balance of H, and support reaction V needs external force to carry out balance.Can be after tabling look-up by following formula
[12]The axle power and the shearing of conversion arch springing place buttress.
N＝Vsinα+Hcosα (8)
Q＝Vcosα-Hsinα (9)
α＝arcos[(R-f)/R] (10)
After obtaining arch springing place internal force, must check the stress in the buttress, make it to be no more than the compressive strength admissible value of compacted soil.In general, arch springing place internal force is maximum, gets final product so only check arch springing place section.
(3) stake is calculated with the resistance to overturning of soil arch associating deformable body
The native arching action of the above consideration of soil pressure soil nailing wall slide surface can be calculated by Fig. 8 a, 8b and formula (6), can be considered below the slide surface not to be subjected to displacement, and does not have native arching action, connects the Rankine soil pressure and calculates.The rigidity of deformable body and bending resistance square can convert by complex.Bulk deformation and internal force etc. can adopt " m " method to calculate by standard pile-anchor retaining model.
Embodiment:
The Guangzhou engineering is planned to build the residential building that thing is 30 layers of buildings, sets up three layers of basement.About 12 meters of cutting depth.Key horizon is the silty clay of artificial earth fill, the alluviation origin cause of formation, the silty clay that remains the origin cause of formation and basement rock weathered layer in the place, and groundwater table is more shallow.Each soil layer mechanical property parameter is:
Adopt the white-out stake to add the combined bolting and shotcrete scheme, plane such as Figure 10.
This engineering has been carried out inclination monitoring, and its distribution curve is seen Figure 11.
Concrete analysis:
(1) soil pressure is carried out reduction after, calculate by special-purpose software, inter-pile soil local stability safety factor is: 1.23, the safety factor when not considering arch structure is: 0.98.
(2) domes strength check
Meet design requirement.
(3) resistance to overturning is calculated
After soil pressure readjusted, utilize pile-anchor supporting system to calculate back gained result referring to Figure 10 for deformable body:
From result of calculation as seen, because the effect of arch, soil nailing wall local stability improves bigger, thereby has improved the soil-nail wall support degree of depth; In addition, because the arch springing pile-anchor system has determined final mean annual increment movement, make that easy calculating of the whole displacement of prop and numerical value are little, but this is from calculating and monitoring result preliminary identification.
As can be seen from Figure 11, whole maximum displacement value calculates compares identically with actual measurement, a point is because soil pipe breaks and the vibration influence of concrete pump machine, and the generation inter-pile soil is extruded and caused.Piled anchor itself is uninfluenced, and whole destruction do not taken place.
By above theory analysis and case verification, can think:
1, advance supports such as agitation pile, mini pile and steel pipe are obvious to the consolidation effect of surface layer, but insufficient rigidity, shear resistance a little less than, can't better bring into play the effect that deep layer is broken ground, less for the excavation of foundation pit degree of depth that improves the composite soil nailing wall supporting and stability consideration, control and estimation soil nailing wall displacement amplitude also have bigger restriction.The limitation of these two aspects of the more effective solution of scattered row piles-brad wall support system meeting in the composite support structure, it has obtained good balance in economy and applicability, be a kind of supporting type that design for development is arranged very much.
When 2, arch is considered in the stability analysis of scattered row piles-brad wall supporting and protection structure, the white-out stake can be considered as strong fulcrum, the deformable body that the soil nailing wall between two is considered as encircleing.Monolithic stability can calculate by pile-anchor system, and internal stability is pressed the soil nailing wall and calculated, and local stability is calculated by the requirement and the model of arch.
3, because the effect of arch, soil pressure has taken place heavily to distribute, and soil nailing wall part soil pressure partly is delivered in the arch springing stake, and soil pressure reduces, and arch and pile are subjected to pressure ratio close pile big of two aspects.
4, calculating and actual measurement show: this structural entity displacement presents the piled anchor architectural feature, and maximum displacement is littler.Therefore, can effectively reduce foundation pit deformation, increase the excavation of foundation pit degree of depth.
5, this supporting and protection structure is a kind of pattern between soil nailing wall and pile-anchor retaining, and better economic is arranged, and the construction period is also shorter, and strong applicability is arranged.
6, analyze its stable scheduling theory aspect by arch structure and must carry out deep research, scene and the work of experimental simulation aspect are short of very much, both at home and abroad rare relating to.Utilize analytical methods such as finite element, carry out three dimensional analysis, to obtain influence and the correlation of aspects such as pile spacing, stake footpath, anchor cable, soil nailing wall and native aqueous nature to distortion and stability, the work of going to aspects such as verifying by more measured data all has important realistic meaning to the application of this support pattern with popularization.
Claims (5)
1. scattered row piles-brad wall combination supporting method, it is characterized in that: the sequence of construction of excavation and support is:
A, according to certain stake footpath and stake directly than the stake of construction white-out, described stake is the arch springing stake;
Water-stop curtain carries out sealing between worker's method construction stakes such as b, employing agitation pile or rotary churning pile;
C, a cubic metre of earth stage excavation carry out construction of soil-nailed wall;
D, carry out a upper support or anchor bolt construction when running into a upper support or anchor pole;
E, construction beam or support post;
F, support maintenance or anchor pole stretch-draw;
G, stage excavation carry out the construction of soil nailing spray concrete;
H, circulation step b-g construct at the end, hole.
2. scattered row piles-brad wall combination supporting method as claimed in claim 1 is characterized in that: described stake footpath is more than or equal to 300 millimeters.
3. scattered row piles-brad wall combination supporting method as claimed in claim 1 is characterized in that: described stake footpath is than more than or equal to 2.
4. scattered row piles-brad wall combination supporting method as claimed in claim 1 is characterized in that: described stake comprises hole digging pile, drilled pile, root pile, concrete pile tube, steel pipe pile etc.
5. scattered row piles-brad wall combination supporting method as claimed in claim 1 is characterized in that: described support maintenance or anchor pole stretch-draw can be carried out according to operating mode is existing behind one deck or which floor soil nailing under the construction again.
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| CN102286984A (en) * | 2011-05-25 | 2011-12-21 | 深圳市鸿荣轩建设工程有限公司 | Water-stop curtain and construction method thereof |
| CN102330436A (en) * | 2011-07-05 | 2012-01-25 | 中冶天工上海十三冶建设有限公司 | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank |
| CN102644286A (en) * | 2012-04-10 | 2012-08-22 | 广东天竟建设有限公司 | Deep foundation pit supporting structure |
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| CN102330436A (en) * | 2011-07-05 | 2012-01-25 | 中冶天工上海十三冶建设有限公司 | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank |
| CN102330436B (en) * | 2011-07-05 | 2014-06-04 | 中冶天工上海十三冶建设有限公司 | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank |
| CN102644286B (en) * | 2012-04-10 | 2015-06-24 | 广东天竟建设有限公司 | Deep foundation pit supporting structure |
| CN102644286A (en) * | 2012-04-10 | 2012-08-22 | 广东天竟建设有限公司 | Deep foundation pit supporting structure |
| CN102926328A (en) * | 2012-11-22 | 2013-02-13 | 江苏省交通工程集团有限公司 | Bridge waterside foundation pit excavation and support method and support wall structure |
| CN102926328B (en) * | 2012-11-22 | 2015-04-01 | 江苏省交通工程集团有限公司 | Bridge waterside foundation pit excavation and support method and support wall structure |
| CN103669374A (en) * | 2013-12-18 | 2014-03-26 | 安徽华力建设集团有限公司 | Combined supporting construction method of steel sheet pile used in silt soil slope |
| CN104074197A (en) * | 2014-03-20 | 2014-10-01 | 温州大学 | Large-diameter thin-walled tubular pile composite anchor rod type foundation pit support structure and construction method thereof |
| CN104074197B (en) * | 2014-03-20 | 2016-05-04 | 温州大学 | The construction method of large diameter thin wall cylinder stake compound anchor rod-type foundation pit enclosure structure |
| CN105484274A (en) * | 2015-12-14 | 2016-04-13 | 中南勘察设计院（湖北）有限责任公司 | Method for treating shallow landslide by using high-pressure rotary jet grouting piles and bunching type micro-steel pipe piles in combined manner |
| CN105484274B (en) * | 2015-12-14 | 2018-06-19 | 中南勘察设计院（湖北）有限责任公司 | The shallow failure administering method that high-pressure rotary jet grouting pile is combined with cluster type miniature steel pipe pile |
| CN105586974A (en) * | 2016-02-05 | 2016-05-18 | 中国电建集团华东勘测设计研究院有限公司 | Design method for foundation pit retaining structure |
| CN106485012A (en) * | 2016-10-20 | 2017-03-08 | 陈建永 | A kind of computational methods of soft soil foundation pit safety factor of stability |
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