CN104831734B - A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method - Google Patents
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method Download PDFInfo
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Abstract
The invention discloses a kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method, comprise the steps: (1) preparation of construction, (2) excavation and unwrapping wire repair slope, (3) cleaning side slope, (4) jet grouting pile construction, (5) first pneumatically placed concrete, (6) pore-forming, (7) soil nailing reinforcing bar is inserted, (8) slip casting, (9) lay bar-mat reinforcement, (10) multiple gunite concrete, (11) anchor bolt construction, (12) soil nailing Shi Hanzhang, (13) make bottom girder.The present invention carries out supporting by rotary churning pile and soil nail wall being combined, and substantially increases bearing capacity, simultaneously the self-bearing ability of the Appropriate application soil body, using the soil body as the indivisible part of supporting construction；Structure is light-duty, flexible big, has good vibration resistance and ductility；Reliable and stable, after supporting, slope displacement is little, and overload capacity is strong；Total lever factor is short, can excavate supporting at any time at any time, and expense is low compared with other deep foundation pit support types, high financial profit.
Description
Technical field
The present invention relates to a kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method.
Background technology
Along with the fast development of Chinese society economic construction, town site is competed increasingly, and architectural engineering is built gradually
The underground space is developed and utilized so that people and people in the industry are to the quality safety of deep-foundation pit engineering supporting construction increasingly
Pay attention to.Traditional deep foundation pit supporting construction cost height, long construction period, the pattern foundation pit supporting structure that do not adapts under complex geological condition,
And performance is unreliable, supporting effect is undesirable.
Traditional deep foundation pit supporting construction is affected relatively big by soil property, and in cold snap, the difficulty of construction of concrete is big,
Concrete slab intensity is not enough and affects the quality of supporting construction.
Construction method (the application number of the system of deep foundation pit support that China national Department of Intellectual Property announces
201110097979.5, notification number: CN102220764B, the day for announcing: 2012.09.05), it is connected in one including being once drilled to three
The unit groove risen, gets into desired depth, and rig stops the rotation, and enters cement mortar, rig counter steer from unit groove rising pouring from bottom to top
Upper lifting drilling tool, forms curtain, and drilling tool proposes ground, then next groove section of sequence construction, is mutually twisted cutting overlap joint between groove section,
Form overall continuous print seepage proof curtain.Although cheap, short construction period, but owing to supporting construction is at vertical direction
On play a supporting role, the sidewall of deep basal pit is reinforced, easily causes subsiding of deep basal pit breaking cellular wall, exist certain
Potential safety hazard.
Summary of the invention
Present invention aims to many deficiencies of prior art, it is provided that a kind of deep basal pit building rotary churning pile composite earth
Nail wall construction method for supporting, the present invention carries out supporting by rotary churning pile and soil nail wall being combined, substantially increases bearing capacity, with
Reach that cost is low, construction is fast, adapt to complex geological condition, dependable performance, short construction period, the effect of remarkable in economical benefits.
In order to solve above-mentioned technical problem, the present invention adopts the following technical scheme that
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method, it is characterised in that comprise the steps:
(1) preparation of construction
Write Design of Construction Organization according to design document and design drawing, construction contract and field condition, be then ready for
Construction machinery equipment, and check equipment operation situation, construction equipment is detected in time, then to the material marched into the arena, coagulation
Soil and cement mortar carry out trial work, finally arrange settlement observation point, and building and structures to surrounding carry out settlement observation,
And establish and improve emergency Rescue Plan；
(2) excavation and unwrapping wire repair slope
According to depth of seam division and the segmentation distance of design document, construct by the sequence of operation, when upper strata soil nailing injecting cement paste and spray
Penetrate concrete topping reach design strength 80% after excavate subsoil, to excavation work surface carry out slope trimming with pick, protect
Direction size between card foundation ditch end opening and axis, after excavation, is carried out top curve and lower collar thread by figure paper size on the spot
Measuring mark and timber mark, rule on the spot with pulverized limestone, spray substrate concrete after slope trimming is complete, soil nail wall consolidates
After reaching to set intensity, then carry out the excavation of next layer soil body；
(3) cleaning side slope
After excavation of foundation pit, use shovel spade that the limit wall of foundation ditch carries out cutting clear slope hanging wire location, along foundation ditch level and
Vertically to the pvc pipe of pre-buried outer housing filter screen, make pvc pipe encase filter screen, and outer end is stretched out an armour layer；
(4) jet grouting pile construction
A, rig are in place, and drill bit, to specifying position, is directed at Kong Wei center, flattens rig simultaneously, put by mobile rotary churning pile machine
Horizontalization is steady, in place after carry out hose test, check nozzle and pressure；
B, drill bit is holed to designed elevation in pre-fixed pile, and gaging hole is deep, then extracts drilling rod, inserts churning pipe,
Tube edge jetting under limit in catheterization procedure；
After c, churning pipe sink to projected depth, stop creeping into, connect high-pressure water pipe, air-pressure tube, open clarified water pump, mud
Pump and air compressor machine, continue rotary rig, and control pressure, flow and air quantity by instrument, when shell pump pressure increases to design load,
After sitting end whitewashing 30s, whitewashing in limit, limit rotates, and the lifting speed simultaneously determined by design and test pile promotes drilling rod, until it reaches pre-
Stop after the reinforcing height of phase；
D, when revolve lance lift push up close to stake time, from the beginning of 2m below stake top, reduce churning pipe lifting churning speed, then
It is lifted up 0.5m, until stopping slip casting behind stake top；
E, in serum pot injected clear water, open high-pressure hydraulic pump, in detergent line remaining cement mortar, and will stick to revolve
Soil on nozzle head cleans up；
After f, jet groutinl terminate, carry out recharging benefit slurry with cement mortar, then rotary churning pile machine is shifted, carry out next root churning
The construction of stake；
(5) first pneumatically placed concrete
First checking plant equipment and test running before gunite concrete, clearing up by spray plane, design controls jetting thickness
Mark；Pneumatically placed concrete is carried out successively by segmentation and slicing, and in same section, injection order is from bottom to top, between section sheet, layer and layer it
Between make the inclined-plane of 45° angle, during gunite concrete, shower nozzle is orthogonal with by spray plane, and keeps the distance of 1.2～1.6m, control
Controlling the water circulation gray scale, at reinforcing bar position, reinforcing bar rear is filled out in first spray, and reinforcing bar front is filled out in spray the most again, after gunite concrete final set 3 hours,
Water seasoning；
(6) pore-forming
Before a, soil nailing pore-forming, make into hole site by design requirement and measure setting-out, and make labelling and numbering, then
Punching by the design hole length of requirement, the angle of depression in hole and aperture, be directed at position, hole during perforate and creep into, reach projected depth and soil layer
When stablizing, accelerate to creep into；
B, pore forming process are done pore-forming record, records soil body feature and the hole quality of taking-up by soil nailing numbering one by one, will
The soil body taken out contrasts with the carrying out assert during Preliminary design；
C, boring after use blowing device carry out clear hole, dregs in hole is blown clean, in hole occur infiltration collapse hole with
Dropping loosens the soil processes, and then installs soil nailing reinforcing bar slip casting；
D, using steel pipe to replace reinforcing bar, hole assumes diamond in shape layouts on steel pipe length direction, and at slurry outlet limit welding 40mm
Long reinforcing bar, then utilizes air compressor to drive the steel pipe segmentation welding that impacter will process, squeezes into soil by design angle
Layer；
(7) soil nailing reinforcing bar is inserted
Being inserted by soil nailing reinforcing bar after pore-forming, fixing after crotch, soil nailing reinforcing bar uses screw-thread steel, inserts Kong Zhongqian, first arranges
Locating support, locating support is 3.5m along the spacing that nail is long, is placed in hole by soil nailing reinforcing bar, welds one between two parties every 1.5m
Support；
(8) slip casting
Eliminating impurities will be remained in hole totally before a, slip casting, lubricate grouting pump and conveying pipe with water or thin cement slurry；
Kong Zhonghou inserted by b, soil nailing reinforcing bar, and with slip casing by pressure, slip casting uses slip casting from inside to outside, first by once grouting conduit
Being inserted at 300mm at the bottom of hole, and arrange stop grouting plug and steam vent in aperture, withdrawn from by conduit simultaneously, the grout outlet of conduit is in hole
Below the surface of middle slurry；
C, then employing steel pipe carry out secondary grouting, are first fixed on by steel pipe on soil nailing reinforcing bar and insert with soil nailing reinforcing bar simultaneously
Kong Zhong, once grouting carries out secondary grouting after terminating one day, every time in hole during slip casting, first calculates required slurry volume, and
Number of stroke according to grouting pump calculates the slurry volume injected in hole, confirms the volume of actual grouting amount；
(9) bar-mat reinforcement is laid
Being welded into bar-mat reinforcement with diameter 8～10mm wire rod reinforcing bar, bar-mat reinforcement wiring fixes, and between net muscle, copper tied silk is pricked
Jail, soil nailing is end reinforced when being connected with the reinforcement in surface layer and bar-mat reinforcement by locking muscle, firm welding each other, and adding
If reinforcement, make soil nailing reinforcing bar, bar-mat reinforcement and reinforcement form an entirety, be more than to the horizontal extension of excavation of foundation pit
1.5m, and finished surface is higher than excavation of foundation pit face, on side slope surface, lays bar-mat reinforcement, every limit during laying by design requirement
The lap of splice less than a grid length of side；
(10) multiple gunite concrete
After bar-mat reinforcement acceptance(check), carry out second time aspect injection, to the water spray moistening of limit wall soil layer, gunite concrete surface layer
Thickness is 180～200mm, and in order to the reinforcing bar of fixing reinforced mesh as mark, enters by shaping speed segmentation during horizontal-jet
OK, same sectional ejecting is carried out from bottom to top, and injection of often going takes level to laminate move mode, when spraying the second row, is in order
The first row terminal start above injection, first spray planoconcave, then spray convex surface, in the ranks the lap of splice is 5～7cm, and every segment length is
6m, the multiple pneumatically placed concrete surface layer at soil-nail wall support inserts bottom foundation ditch following 0.2～0.5m, injection at the 2.5m of foundation ditch top
Concrete protects top, after gunite concrete final set 4 hours, takes continuous water spray maintenance one week；
(11) anchor bolt construction
Arranging row's anchor pole below foundation ditch at 3m, termination point of anchor rod is an additional channel steel cross beam on concrete surface layer, pads 20mm
Thick steel plate, and use nut locking；
(12) soil nailing Shi Hanzhang
At soil nailing broken end weld bolt end bar, after surface layer concrete reaches design strength, add billet torque spanner and tighten spiral shell
Female prestressing force that soil nailing applies design pulling force, prestressing force uses pulling force to control, and tensile load is 150KN, and locking load is
90KN；
(13) bottom girder is made
The excavated by manual work bottom girder earthwork, then casting concrete, soil nail wall bar-mat reinforcement anchors into bottom girder and is more than 35cm, then constructs
Quality examination.
Further, the impacter in step (6) process d includes impact body, front connector and rear joint, is provided with in impact body
Cylinder, is provided with piston in cylinder, cylinder be provided above retaining ring, be provided with distribution seat between retaining ring and cylinder, join
Being socketed with snap ring on gas seat, be provided with non-return valve in retaining ring, rear joint is fixedly connected on the top of impact body, sets in rear joint
Being equipped with top, top props up non-return valve, and front connector is fixedly connected on the bottom of impact body, is provided with guide pipe, leads in front connector
Being provided with bit shank pipe in pipe, one end of bit shank pipe is fixedly connected on piston, and the other end of bit shank pipe is provided with bore bit；Improve
The efficiency of soil layer squeezed into by steel pipe, simultaneously facilitates and controls the degree of depth that steel pipe is squeezed into, makes the steel pipe degree of depth in soil layer meet design
Requirement.
Further, being provided with packing ring between snap ring and retaining ring, packing ring can effectively protect snap ring and retaining ring, prevent by
Cause damage in excessive pressure, reduce friction simultaneously.
Further, step 6) blowing device in process c includes bellows, blower and adapter, adapter passes through
Blower is fixing connects bellows, is provided with wind wheel in bellows, and the both sides of wind wheel are respectively arranged with air inlet pipe and escape pipe, and wind wheel is even
Connect blower, the end face of adapter is provided with main blowing mouth, in main blowing mouth, be provided with main air mouth pipe and main dreg inhaling pipe, main
Being provided with separation sleeve pipe between tuyere Guan Yuzhu dreg inhaling pipe, the both sides of adapter are respectively arranged with auxiliary part, auxiliary part
Including gate beam and auxiliary blowing mouth, it is provided with blowing connecting tube and slag absorbing connecting tube in gate beam, in auxiliary blowing mouth
Being provided with auxiliary tuyere pipe and auxiliary dreg inhaling pipe, auxiliary tuyere pipe is mutually perpendicular to blowing connecting tube, auxiliary dreg inhaling pipe and slag absorbing
Connecting tube is mutually perpendicular to, and the side of gate beam is provided with threaded post, and the opposite side of gate beam is provided with screwed hole, threaded post
Matching with screwed hole, the dregs in hole can be blown clean by blowing device rapidly, facilitates installation and the slip casting of soil nailing reinforcing bar,
Auxiliary part can be deleted according to the needs of practical situation or increase, it is achieved the function that porous is dried simultaneously, improves and blows
The work efficiency of wind apparatus.
Further, blower is provided with triangle filter net sheet near the side of wind wheel, and triangle filter net sheet can be effectively
The dregs of absorption is filtered, prevents dregs from entering wind wheel and affecting the work efficiency of bellows.
Further, being provided with dregs collecting tank in bellows, the dregs after filtering can be collected system by dregs collecting tank
One discharges, and prevents dregs from staying construction site and affecting working environment.
Further, gate beam being provided with valve, valve can effectively control dry connecting tube and slag absorbing connecting tube
Close and open.
Due to the fact that and have employed technique scheme, have the advantages that
Construction technology of the present invention is simple, and the cycle is short, and cost is low, adapts to complex geological condition, dependable performance, is conducive to subtracting
Few impact on Adjacent Buildings: the present invention carries out supporting by rotary churning pile and soil nail wall being combined, and substantially increases carrying energy
Power, the simultaneously self-bearing ability of the Appropriate application soil body, using the soil body as the indivisible part of supporting construction；Structure is light-duty, flexible
Greatly, there are good vibration resistance and ductility；Construction border, safety, the making of soil nailing is simple with pore-forming, and flexible,
It is easy to according to field monitoring deformation data and special circumstances, timely design for change；Construction is not required to independent occupied ground, for construction
Narrow field, puts slope difficulty, has adjacent architectural, and when large-scale slope protection construction equipment can not be marched into the arena, this technology demonstrates the excellent of uniqueness
More property；Reliable and stable, after supporting, slope displacement is little, and overload capacity is strong；Total lever factor is short, can excavate supporting at any time at any time, with it
It is low that his deep foundation pit support type compares expense, high financial profit.
Accompanying drawing explanation
Fig. 1 is the process chart of a kind of deep basal pit of present invention building rotary churning pile Composition Soil Nailing Walls construction method；
Fig. 2 is reinforcing bar and the connection diagram of steel pipe in the present invention；
Fig. 3 is soil nailing reinforcing bar and the scheme of installation of locating support in the present invention；
Fig. 4 is the structural representation of impacter in the present invention；
Fig. 5 is reinforcement in the present invention, locking muscle and the connection diagram of soil nailing reinforcing bar；
Fig. 6 is the structural representation of blowing device in the present invention；
Fig. 7 is the structural representation of main blowing mouth in the present invention；
Fig. 8 is the structural representation of auxiliary part in the present invention；
Fig. 9 is the process chart of jet grouting pile construction in the present invention；
Figure 10 is the structural representation of rotary jet grouting in the present invention.
In figure: 1-steel pipe；2-reinforcing bar；3-slurry outlet；4-hole；5-locating support；6-soil nailing reinforcing bar；7-impact body；After 8-
Joint；9-front connector；10-cylinder；11-piston；12-bore bit；13-bit shank pipe；14-guide pipe；15-distribution seat；16-snap ring；
17-non-return valve；18-comes directly towards；19-packing ring；20-retaining ring；21-locks muscle；22-reinforcement；23-bar-mat reinforcement；24-bellows；25-
Blower；26-adapter；The main blowing mouth of 27-；28-auxiliary part；29-wind wheel；30-air inlet pipe；31-escape pipe；32-slag
Soil collecting tank；33-triangle filter net sheet；34-main air mouth pipe；The main dreg inhaling pipe of 35-；36-separates sleeve pipe；37-gate beam；38-
Auxiliary blowing mouth；39-assists tuyere pipe；40-assists dreg inhaling pipe；41-dries connecting tube；42-slag absorbing connecting tube；43-threaded post；
44-screwed hole；45-valve；46-rotary churning pile machine；47-churning pipe；48-clarified water pump；49-air compressor machine；50-slush pump；51-sprays
Mouth；52-induration.
Detailed description of the invention
One deep basal pit of the present invention building rotary churning pile Composition Soil Nailing Walls construction method, its technological principle is at deep basal pit
Digging process is uniformly followed closely toward the foundation ditch side nature soil body and puts number row's slender rod piece soil nailing, and on foundation ditch metope, lay reinforced concrete
Surface layer, by the natural soil body, soil nailing and the gravity retaining wall cooperatively formed of reinforced concrete surface layer.
This construction method needs to prepare following material:
1, II grade of reinforcing bar, Portland cement, sand, stone, early strength agent, extender, accelerator, antifreezing agent.
2, plant: gunite concrete machine, concrete mixer, grout-stirring barrel, slurry storage bucket, DC welding machine, straightener,
Air compressor machine, slip casting machine, cutting machine, Luoyang Spade.
3, instrument: theodolite, level gauge, common steel ruler.
The data parameters of this construction method is as shown in table 1:
Table 1 construction quality inspection
This construction method (as shown in Figure 1), comprises the steps:
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method, comprises the steps:
(1) preparation of construction
Write Design of Construction Organization according to design document and design drawing, construction contract and field condition, be then ready for
Construction machinery equipment, and check equipment operation situation, construction equipment is detected in time, then to the material marched into the arena, coagulation
Soil and cement mortar carry out trial work, finally arrange settlement observation point, and building and structures to surrounding carry out settlement observation,
And establish and improve emergency Rescue Plan；
(2) excavation and unwrapping wire repair slope
According to depth of seam division and the segmentation distance of design document, construct by the sequence of operation, when upper strata soil nailing injecting cement paste and spray
Penetrate concrete topping reach design strength 80% after excavate subsoil, to excavation work surface carry out slope trimming with pick, protect
Direction size between card foundation ditch end opening and axis, forbids side slope to occur backbreaking with instrument controlling, and the side slope of foundation ditch is with manually entering
The clear slope of row, to ensure Slope leveling and to meet the gradient of design code, running into soil property in digging process has exception, with original design literary composition
During part difference, designing unit confirm to be designed change, after excavation, for shortening the exposed time of slope soil as far as possible, press
Figure paper size carries out measurement mark and timber mark top curve and lower collar thread on the spot, rules on the spot with pulverized limestone, on limit
Substrate concrete is sprayed on slope after having repaired, after soil nail wall consolidation reaches to set intensity, then carry out the excavation of next layer soil body,
The sequence of operation protecting the stage excavation degree of depth and construction should ensure that the bare side sloping after finishing can holding self-support within the time of regulation
And complete supporting within the time limited；
(3) cleaning side slope
After excavation of foundation pit, shovel spade is used to carry out the limit wall of foundation ditch cutting clear slope hanging wire location, to ensure excavation slope
Smooth, beneficially gunite concrete surface layer is firm, along foundation ditch horizontally and vertically to the pvc pipe of pre-buried outer housing filter screen, make PVC
Pipe encases filter screen, and outer end is stretched out an armour layer, sprays substrate concrete, to prevent slope soil long-time after slope trimming
Expose in atmosphere, and determine, according to the firmness of flaw-piece, the time that next layer soil body excavates, on the one hand will not destroy domatic
Planarization, on the other hand can be with the cohesive strength of Concrete Structure surface layer Yu the soil body, it is ensured that its intensity；
(4) jet grouting pile construction (as shown in Fig. 9 to Figure 10)
A, rig are in place, and drill bit, to specifying position, is directed at Kong Wei center, flattens rig simultaneously by mobile rotary churning pile machine 46,
Place steadily, in place after carry out hose test, check nozzle 51 and pressure；
B, drill bit is holed to designed elevation in pre-fixed pile, and gaging hole is deep, then extracts drilling rod, inserts churning pipe 47,
In catheterization procedure, tube edge jetting under limit, prevents silt plug nozzle 51；
After c, churning pipe 47 sink to projected depth, stop creeping into, connection high-pressure water pipe, air-pressure tube, unlatching clarified water pump 48,
Slush pump 50 and air compressor machine 49, continue rotary rig, and control pressure, flow and air quantity by instrument, during churning, first send high pressure
Water, then send cement grout and compressed air, when shell pump 50 pressure increases to design load, after sitting end whitewashing 30s, whitewash in limit, limit
Rotating, lifting speed 10cm/min simultaneously determined by design and test pile promotes drilling rod, until it reaches after intended reinforcing height
Stop, in course of injection, to needing expand reinforcing scope or improve the engineering of intensity, take multiple spray measure；
Cement mortar after d, churning forms induration, when churning pipe 47 promotes close to stake top, from the beginning of 2m below stake top,
The lifting churning speed reducing churning pipe 47 is 4cm/min, then is lifted up 0.5m, until stopping slip casting behind stake top；
Slurry amount calculates and uses volumetric method:
Wherein: the whitewashing amount (m that Q needs3)；
De churning induration diameter (m)；
D0Rotation jet size (m)；
K1Filling rate, 0.75～0.9；
h1Churning length (m)；
K2The filling rate of non-churning scope soil, 0.5～0.75；
h2Non-churning length (m).
E, in serum pot injected clear water, open high-pressure hydraulic pump, in detergent line remaining cement mortar, and will stick to revolve
Soil on nozzle head cleans up；
After f, jet groutinl terminate, carry out recharging benefit slurry with cement mortar, then rotary churning pile machine is shifted, carry out next root churning
The construction of stake；The construction quality standard of rotary churning pile is as shown in table 2
The construction quality standard of table 2 rotary churning pile
Rotary churning pile pile strength calculates allowable bearing
[P]=a [σ] A
Wherein, the allowable bearing (kN) of [P] stake；
The strength reduction factor of a material of body of a pile, a=0.4～0.5；
The mean compressive strength (kPa) of [σ] material of body of a pile time；
The area of section of A stake.
(5) first pneumatically placed concrete
First checking plant equipment and test running before gunite concrete, clearing up by spray plane, design controls jetting thickness
Mark；Pneumatically placed concrete is carried out successively by segmentation and slicing, and in same section, injection order is from bottom to top, between section sheet, layer and layer it
Between make the inclined-plane of 45° angle, with overlap joint before and after ensureing pea gravel concreten firmly, and condense into entirety, during gunite concrete, shower nozzle
Orthogonal with by spray plane, and keep 1.2～1.6m distance, control the ratio of mud, keep gunite concrete surfacing, without dry
Speckle or sliding trickling phenomenon, at reinforcing bar position, reinforcing bar rear is filled out in first spray, and reinforcing bar front is filled out in spray the most again, prevents at the reinforcing bar back side
After space, gunite concrete final set 3 hours occur, water seasoning；
(6) pore-forming
Before a, soil nailing pore-forming, make into hole site by design requirement and measure setting-out, and make labelling and numbering, meet barrier
Hindering thing to need adjusting hole position, soil nailing pore-forming uses anchor bolt works rig, then enters by the design hole length of requirement, the angle of depression in hole and aperture
Row is punchinged, and is directed at position, hole and creeps into during perforate, reaches projected depth and time soil layer stablizes, accelerates to creep into, examine at any time in drilling process
Looking into the abrasion condition of drill bit, prevent drilling diameter from not reaching design requirement, meet hole depth tolerance ± 27mm, aperture allows partially
Difference ± 5mm, position, hole tolerance ± 75mm, pore-forming inclination deviation ± 3；
B, pore forming process are done pore-forming record, records soil body feature and the hole quality of taking-up by soil nailing numbering one by one, will
The soil body taken out contrasts with the carrying out assert during Preliminary design, and Feedback Design unit when having deviation carries out parameter modification；
Use high pressure air blowing device (as shown in Figure 6 to 8) to carry out clear hole after c, boring, dregs in hole is blown clean, right
The infiltration collapse hole occurred in hole processes with dropping to loosen the soil, and then installs soil nailing reinforcing bar slip casting；
Blowing device includes bellows 24, blower 25 and adapter 26, and adapter 26 is fixing even by blower 25
Giving a dinner for a visitor from afar case 24, be provided with wind wheel 29 in bellows 24, the both sides of wind wheel 29 are respectively arranged with air inlet pipe 30 and escape pipe 31, bellows 24
Inside being provided with dregs collecting tank 32, the dregs after filtering can be collected unified discharge by dregs collecting tank 32, prevents dregs
Staying construction site and affect working environment, wind wheel 29 connects blower 25, and blower 25 is provided with near the side of wind wheel 29
Triangle filter net sheet 33, the dregs of absorption can be filtered by triangle filter net sheet 33 effectively, prevents dregs from entering wind wheel
29 and affect the work efficiency of bellows 24, the end face of adapter 26 is provided with main blowing mouth 27, arranges in main blowing mouth 27
There are main air mouth pipe 34 and main dreg inhaling pipe 35, between main air mouth pipe 34 and main dreg inhaling pipe 35, are provided with separation sleeve pipe 36, adapter
The both sides of 26 are respectively arranged with auxiliary part 28, and auxiliary part 28 includes gate beam 37 and auxiliary blowing mouth 38, gate beam
It is provided with blowing connecting tube 41 and slag absorbing connecting tube 42 in 37, is provided with auxiliary tuyere pipe 39 in auxiliary blowing mouth 38 and auxiliary is inhaled
Slag pipe 40, auxiliary tuyere pipe 39 is mutually perpendicular to blowing connecting tube 41, and auxiliary dreg inhaling pipe 40 is mutually perpendicular to slag absorbing connecting tube 42,
The side of gate beam 37 is provided with threaded post 43, and the opposite side of gate beam 37 is provided with screwed hole 44, threaded post 43 and spiral shell
Pit 44 matches, and gate beam 37 is provided with valve 45, and valve 45 can effectively control blowing connecting tube 41 and slag absorbing connects
The Guan Bi of adapter 42 with open, the dregs in hole can be blown clean by blowing device rapidly, facilitate soil nailing reinforcing bar installation and
Slip casting, auxiliary part 28 can be deleted according to the needs of practical situation or increase, it is achieved the function that porous is dried simultaneously, carries
The high work efficiency of blowing device.
D, relatively big in water content of soil, miscellaneous fill is thicker, the soil layer of the easily collapse hole such as loose sand, Soft Soil Layer, uses steel pipe 1
Replacing reinforcing bar (as shown in Figure 2), slurry outlet 3 assumes diamond in shape layouts on steel pipe 1 length direction, and at slurry outlet 3 limit welding 40mm
Long reinforcing bar 2, when preventing breaking pipe, grogs blocking slurry outlet 3, increases its withdrawal resistance simultaneously, then utilizes air compressor to drive punching
Hit the steel pipe segmentation welding that device (as shown in Figure 4) will process, squeeze into soil layer by design angle；
Impacter includes impact body 7, front connector 9 and rear joint 8, is provided with cylinder 10, arranges in cylinder 10 in impact body 7
Have piston 11, cylinder 10 be provided above retaining ring 20, be provided with distribution seat 15, distribution seat between retaining ring 20 and cylinder 10
Be socketed with snap ring 16 on 15, between snap ring 16 and retaining ring 20, be provided with packing ring 19, packing ring 19 can effectively protect snap ring 16 with
Retaining ring 20, prevents from causing damage due to excessive pressure, reduces friction simultaneously, is provided with non-return valve in retaining ring 20
17, rear joint 8 is fixedly connected on the top of impact body 7, is provided with top 18 in rear joint 8, and top 18 props up non-return valve 17, front
Joint 9 is fixedly connected on the bottom of impact body 7, is provided with guide pipe 14, is provided with bit shank pipe in guide pipe 14 in front connector 9
13, one end of bit shank pipe 13 is fixedly connected on piston 11, and the other end of bit shank pipe 13 is provided with bore bit 12；Improve steel pipe to beat
The efficiency of underground layer, simultaneously facilitates and controls the degree of depth that steel pipe is squeezed into, make the steel pipe degree of depth in soil layer meet the requirement of design.
(7) soil nailing reinforcing bar is inserted
After pore-forming, soil nailing reinforcing bar 6 is inserted (as shown in Figure 3), fixing after crotch, soil nailing reinforcing bar 6 horizontal direction pitch-row error
Less than 50mm, vertical direction pitch-row error is less than 100mm, and soil nailing reinforcing bar 6 uses screw-thread steel, before inserting in hole 4, first arranges location
Support 5, it is ensured that reinforcing bar is in the centre of boring, locating support 5 is 3.5m along the spacing that nail is long, and the structure of support does not hinders
The free-flowing of serosity during slip casting, is placed in soil nailing reinforcing bar 6 in hole, welds a support placed in the middle every 1.5m；Soil nailing reinforcing bar
Design parameter and scale lengths as shown in Table 3 and Table 4:
| Sequence number | Title | Design parameter |
| 1 | Soil nail wall puts slope | 1:0.5 |
| 2 | Soil nailing vertical interval | 2m |
| 3 | Soil nailing level interval | 2m |
| 4 | Soil nailing inclination angle | 8° |
| 5 | Soil nailing diameter | 80mm |
| 6 | Soil nailing cement slurry intensity | 35MPa |
| 7 | Soil nailing cement mortar proportioning W/C | 0.6 |
Table 3 soil nailing rebar design parameter
| Row | 1 | 2 | 3 | 4 | 5 |
| Dowel specification | Φ24 | Φ24 | Φ24 | Φ24 | Φ24 |
| Dowel length (m) | 8.4 | 8.0 | 7.6 | 7.2 | 6.8 |
Table 4 soil nailing main muscle specification and length
Soil nailing calculates
1) soil nailing interior stability analysis
The diameter of the main muscle of soil nailing should meet following formula and require:
Wherein: fySoil nailing Steel Bar Tensile Strength design load, takes 300MPa；
dbReinforcing bar diameter of soil nail；
EiSoil pressure on surface layer in the range of the support of I list root soil nailing
Ei=qiSxSy
qiSurface layer soil pressure on i-th row soil nailing
qi=mckrh
qiValue determines: select cutting depth H=10m, 8m, 6m, 4m to calculate
H side slope vertical stiffness；
The distance that h soil pressure application point pushes up to slope, whenH treating excess syndrome actual value；WhenH takes 0.5H；
mcService factor, gib, mc=1.10；
K coefficient of earth pressure,K0、KaIt is respectively earth pressure at rest and coefficient of active earth pressure,
Wherein:
K0=1-sin Φ,
Anchorage length determines
During calculating, calculate non-effective anchorage length l by vertical side slope1.In real process, can be true according to side slope actual grade
Determine l1Length, calculates for simplifying, and calculates l at 0.25H with lower part, the vertical component of also pressing of inclined safety1Length.
H=10m, non-effective anchorage lengthSoil nailing valid bonding length should meet
Fi=λ dbleπ,Ei=qiSxSy
Wherein: FiEffective anchor force of the i-th list root soil nailing；
EiSoil pressure on surface layer in the range of i-th list root soil nailing support；
A safety coefficient, takes 1.3；
λ soil layer shearing strength；
dbSoil nailing diameter；
leValid bonding length.
2) soil nailing external stability is analyzed
Soil nail wall is combined the homeostasis of the soil body with under the guarantee cohering soil mass action in position, and its effect is similar to
Gravity retaining wall, the load that it bears the thrust of its rear portion soil body and top is transmitted.
Stability against overturning calculates
Calculate with H=10m, it is ensured that the compound soil body does not topples around toe of wall 0, it is desirable to antidumping coefficient kt≥1.5
Slide stable calculation
Calculating with H=10m, under soil pressure effect, the compound soil body likely slides along the end, basis, therefore it is required that be antiskid
Safety coefficient ks≥1.3
Wherein: Gx、GnRetaining wall deadweight is perpendicular to the component of base plane；
GtRetaining wall deadweight is parallel to the component of base plane；
Eax、EanAt the component being perpendicular to base plane direction；
Eay、EatAt the component being parallel to base plane direction；
Zx、ZyLength in vertical, parallel direction；
M soil takes 0.3. to the coefficient of friction of retaining wall substrate
(8) slip casting
Eliminating impurities will be remained in hole totally before a, slip casting, lubricate grouting pump and conveying pipe with water or thin cement slurry；
Kong Zhonghou inserted by b, soil nailing reinforcing bar, and with slip casing by pressure, slip casting uses slip casting from inside to outside, first by once grouting conduit
Being inserted at 300mm at the bottom of hole, and arrange stop grouting plug and steam vent in aperture, with low-pressure grouting, grouting pressure is not less than 0.5MPa, with
Time conduit is withdrawn from uniform speed slow, the grout outlet of conduit is in hole below the surface of slurry, it is ensured that in hole, gas can be all
Emerging, conduit changes high pressure into when the 1m of aperture and fills, and keeps 10 minutes, so can be effectively prevented from concrete because of deadweight
Crack and come off, it is ensured that grouting quality；
C, then employing steel pipe carry out secondary grouting, are first fixed on by steel pipe on soil nailing reinforcing bar and insert with soil nailing reinforcing bar simultaneously
Kong Zhong, once grouting carries out secondary grouting after terminating one day, every time in hole during slip casting, first calculates required slurry volume, and
Number of stroke according to grouting pump calculates the slurry volume injected in hole, confirms the volume of actual grouting amount；
(9) bar-mat reinforcement (as shown in Figure 5) is laid
Being welded into bar-mat reinforcement 23 with diameter 8～10mm wire rod reinforcing bar, bar-mat reinforcement 23 fixes with wiring, and between net muscle, copper is pricked
Silk fastens, and when soil nailing reinforcing bar 6 end is connected with the reinforcement 22 in surface layer and bar-mat reinforcement 23 by locking muscle 21, welds each other
Connect firmly, and add reinforcement, make soil nailing reinforcing bar 6, bar-mat reinforcement 23 and reinforcement 22 form an entirety, to excavation of foundation pit level
Extension is more than 1.5m, and finished surface is higher than excavation of foundation pit face, on side slope surface, lays reinforcing bar by design requirement
Net, during laying, the lap of splice on every limit is less than a grid length of side；
(10) multiple gunite concrete
After bar-mat reinforcement acceptance(check), carry out second time aspect injection, to the water spray moistening of limit wall soil layer, gunite concrete surface layer
Thickness is 180～200mm, and in order to the reinforcing bar of fixing reinforced mesh as mark, adds accelerator to improve coagulation during injection
The rate of set of soil, prevents concrete slump, carries out by shaping speed segmentation during horizontal-jet, and same sectional ejecting is from bottom to top
Carrying out, injection of often going takes level to laminate move mode, when spraying the second row, in order for the first row terminal start above spray
Penetrating, first spray planoconcave, then spray convex surface, in the ranks the lap of splice is 5～7cm, and every segment length is 6m, and the multiple spray at soil-nail wall support mixes
Solidifying soil surface layer inserts bottom foundation ditch following 0.2～0.5m, and the 2.5m of foundation ditch top at, gunite concrete protects top, and gunite concrete is whole
Solidifying latter 4 hours, take continuous water spray maintenance one week；
(11) anchor bolt construction
Arranging row's anchor pole below foundation ditch at 3m, termination point of anchor rod is an additional channel steel cross beam on concrete surface layer, pads 20mm
Thick steel plate, and use nut locking；
(12) soil nailing Shi Hanzhang
At soil nailing broken end weld bolt end bar, after surface layer concrete reaches design strength, add billet torque spanner and tighten spiral shell
Female prestressing force that soil nailing applies design pulling force, prestressing force uses pulling force to control, and tensile load is 150KN, and locking load is
90KN, to improve antiskid and the anticracking ability of the soil body；
(13) bottom girder is made
The excavated by manual work bottom girder earthwork, then casting concrete, soil nail wall bar-mat reinforcement anchors into bottom girder and is more than 35cm, then constructs
Quality examination.
This construction method quality control:
(1) technician is responsible for confiding a technological secret, and constructs by design construction parameter, when finishing technique data and process construction
There is the situation of change, contact with designing unit, construction unit in time；
(2) to keys such as the installation of soil nailing, slip casting, gunite concrete, welding, the making of anchor pole, installation, pre-stress constructions
Operation is implemented engineers and technicians and is joined a regular shift or class operation, it is ensured that quality meets design requirement；
(3) foundation ditch peripheral limit level of ground water, top layer and soil mass displacement at the deep layer are carried out synchronous detecting, special messenger's research and application
As a result, send alarm when data exceed normal value, implement emergency measure, and public together with designing unit, owner and management immediately
Department carries out field study solution；
(4) strictly stirring by design requirement ratio dispensing, hands of whitewashing during pneumatically placed concrete wants perpendicular slice to spray, and notes seeing
Examine the water yield and the bounce situations of material, adjust the whitewashing water yield and distance in time, extract concrete test block；
(5) construction is tackled soil nailing position, bore diameter, the degree of depth and angle, intubating length, slip casting proportioning, grouting pressure
And grouting amount sprays anchor wall face thickness and intensity, anti-pulling capacity etc. are tested；
(6) for ensureing the safe and reliable of supporting construction and the impact on adjacent buildings, reply adjacent buildings and supporting
Structure carries out dynamic monitoring；
(7) construction monitoring process should continue to whole foundation ditch backfill terminate, till supporting is deactivated, Monitoring Data should and
Time process, and notify units concerned in time, reach the purpose of information-aided construction.
This construction method safety measure:
(1) construction has to carry out practicable technical safety measures, before commencement of works, by project manager to personnel
Carry out site operation safety education；
(2) enter job site should correctly dressing, forbid to wear the footwear of hard-caked sediment easy cunning, work high above the ground should be fastened seat belts, sternly
Prohibit and operate against regulations or operation after drinking；
(3) ensure the normal electricity consumption of construction, it is necessary to maintained by professional electrician, carry on construction work at night to have and enough shine
Bright；
(4) construction is forbidden by water down in the side slope of finishing, and affect stablizing of side slope；
(5) on-the-spot temporary electricity, is strictly entered by " three-phase five-wire mode ", " graduation three electricity ", " two class protection ", " machine one lock "
Row is arranged；
(6) before slip casting, the relief valve of pump to be checked is the best, and whether other each portion screws of drainage are tightened；
(7) carry out the fireproofing of crew quarter, illuminate same safe voltage for this, forbid privately disorderly to connect wires；
(8) on construction area and each visual plant, join fire extinguisher, and make regular check on.
This construction method environmental practice:
(1) before concrete delivery truck appears on the scene, cleaning hopper, prevents concrete from dripping solarization, can leave after carwash；
(2) concrete pump should arrange closed sound insulation grid, is monitored in time, prevents the noise impact on surrounding resident；
(3) on-the-spot front door arranges carwash pond, and tank car rinses with water to keep the cleaning of road before appearance, subtracts simultaneously
The pollution of few dust；
(4) field of job site holds management, implements piecemeal and is responsible for a task until it is completed, and lists signal in area of responsibility, living area administrative provisions extension
Board declares publicly entirety.
These are only the specific embodiment of the present invention, but the technical characteristic of the present invention is not limited thereto.Any with this
Based on bright, for realizing essentially identical technique effect, done ground simple change, equivalent or modification etc., all contain
Among protection scope of the present invention.
Claims (7)
1. a deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method, it is characterised in that comprise the steps:
(1) preparation of construction
Write Design of Construction Organization according to design document and design drawing, construction contract and field condition, be then ready for construction
Plant, and check equipment operation situation, detects in time to construction equipment, then to the material marched into the arena, concrete with
Cement mortar carries out trial work, finally arranges settlement observation point, and building and structures to surrounding carry out settlement observation, and build
Stand and perfect emergency Rescue Plan；
(2) excavation and unwrapping wire repair slope
According to depth of seam division and the segmentation distance of design document, construct by the sequence of operation, the work surface of excavation is carried out limit with pick
Slope is repaired, it is ensured that the direction size between foundation ditch end opening and axis, by figure paper size, top curve and lower collar thread is carried out on the spot
Measure mark and timber mark, rule on the spot with pulverized limestone, when upper strata soil nailing injecting cement paste and gunite concrete surface layer reach to set
Excavating subsoil after the 80% of meter intensity, spray substrate concrete after slope trimming is complete, soil nail wall consolidation reaches to set intensity
After, then carry out the excavation of next layer soil body；
(3) cleaning side slope
After excavation of foundation pit, shovel spade is used the limit wall of foundation ditch to carry out cutting clear slope hanging wire location, along foundation ditch horizontally and vertically
To the pvc pipe of pre-buried outer housing filter screen, make pvc pipe encase filter screen, and outer end is stretched out an armour layer；
(4) jet grouting pile construction
A, rig are in place, and drill bit, to specifying position, is directed at Kong Wei center by mobile rotary churning pile machine, flattens rig simultaneously, place flat
Surely, in place after carry out hose test, check nozzle and pressure；
B, drill bit is holed to designed elevation in pre-fixed pile, and gaging hole is deep, then extracts drilling rod, inserts churning pipe, is intubating
During tube edge jetting under limit；
After c, churning pipe sink to projected depth, stop creeping into, connect high-pressure water pipe, air-pressure tube, open clarified water pump, slush pump and
Air compressor machine, continues rotary rig, and controls pressure, flow and air quantity by instrument, when slush pump pressure increases to design load, sits the end
After whitewashing 30s, whitewash in limit, and limit rotates, and the lifting speed simultaneously determined by design and test pile promotes drilling rod, until it reaches intended
Stop after reinforcing height；
D, when revolving lance lift and pushing up close to stake, from the beginning of 2m below stake top, reduce the lifting churning speed of churning pipe, more upwards
Promote 0.5m, until stopping slip casting behind stake top；
E, in serum pot injected clear water, open high-pressure hydraulic pump, in detergent line, the cement mortar of remaining, and will stick to churning pipe
Soil on head cleans up；
After f, jet groutinl terminate, carry out recharging benefit slurry with cement mortar, then rotary churning pile machine is shifted, carry out next root rotary churning pile
Construction；
(5) first pneumatically placed concrete
First checking plant equipment and test running before gunite concrete, clearing up by spray plane, design controls the mark of jetting thickness
Will；Pneumatically placed concrete is carried out successively by segmentation and slicing, and in same section, injection order is from bottom to top, between section sheet, does between layers
The inclined-plane at angle at 45 °, during gunite concrete, shower nozzle is orthogonal with by spray plane, and keeps the distance of 1.2～1.6m, controls water
Gray scale, at reinforcing bar position, reinforcing bar rear is filled out in first spray, and reinforcing bar front is filled out in spray the most again, after gunite concrete final set 3 hours, waters
Maintenance；
(6) pore-forming
Before a, soil nailing pore-forming, make into hole site by design requirement and measure setting-out, and make labelling and numbering, then by setting
Punchinging in hole length, the angle of depression in hole and aperture that meter requires, is directed at position, hole and creeps into during perforate, reach projected depth and soil layer is stable
Time, accelerate to creep into；
B, pore forming process are done pore-forming record, records soil body feature and the hole quality of taking-up by soil nailing numbering one by one, will take out
The soil body with during Preliminary design assert carrying out contrast；
C, boring after use blowing device carry out clear hole, dregs in hole is blown clean, in hole occur infiltration collapse hole with drop
Loosen the soil and process, then install soil nailing reinforcing bar slip casting；
D, using steel pipe to replace reinforcing bar, slurry outlet assumes diamond in shape layouts on steel pipe length direction, and at slurry outlet limit welding 40mm
Long reinforcing bar, then utilizes air compressor to drive the steel pipe segmentation welding that impacter will process, squeezes into soil by design angle
Layer；
(7) soil nailing reinforcing bar is inserted
Being inserted by soil nailing reinforcing bar after pore-forming, fixing after crotch, soil nailing reinforcing bar uses screw-thread steel, inserts Kong Zhongqian, first arranges location
Support, locating support is 3.5m along the spacing that nail is long, is placed in hole by soil nailing reinforcing bar, welds one placed in the middle every 1.5m
Frame；
(8) slip casting
Eliminating impurities will be remained in hole totally before a, slip casting, lubricate grouting pump and conveying pipe with water or thin cement slurry；
Kong Zhonghou inserted by b, soil nailing reinforcing bar, and with slip casing by pressure, slip casting uses slip casting from inside to outside, is first inserted to by once grouting conduit
At 300mm at the bottom of hole, and arranging stop grouting plug and steam vent in aperture, withdrawn from by conduit simultaneously, the grout outlet of conduit is in hole slurry
Below the surface of body；
C, then employing steel pipe carry out secondary grouting, are first fixed on by steel pipe on soil nailing reinforcing bar and insert hole with soil nailing reinforcing bar simultaneously
In, once grouting carries out secondary grouting after terminating one day, every time in hole during slip casting, first calculates required slurry volume, and root
Calculate, according to the number of stroke of grouting pump, the slurry volume injected in hole, confirm the volume of actual grouting amount；
(9) bar-mat reinforcement is laid
Being welded into bar-mat reinforcement with diameter 8～10mm wire rod reinforcing bar, bar-mat reinforcement wiring fixes, and between net muscle, copper tied silk fastens,
Soil nailing is end reinforced when being connected with the reinforcement in surface layer and bar-mat reinforcement by locking muscle, firm welding each other, and adding
Reinforcement, makes soil nailing reinforcing bar, bar-mat reinforcement and reinforcement form an entirety, to the horizontal extension of excavation of foundation pit more than 1.5m,
And finished surface is higher than excavation of foundation pit face, on side slope surface, lay bar-mat reinforcement, the overlap joint on every limit during laying by design requirement
Length is less than a grid length of side；
(10) multiple gunite concrete
After bar-mat reinforcement acceptance(check), carry out second time aspect injection, to the water spray moistening of limit wall soil layer, gunite concrete surface thickness
It is 180～200mm, and in order to the reinforcing bar of fixing reinforced mesh as mark, carries out by shaping speed segmentation during horizontal-jet, with
One sectional ejecting is carried out from bottom to top, and injection of often going takes level to laminate move mode, when spraying the second row, is the first row in order
Terminal start above injection, first spray planoconcave, then spray convex surface, in the ranks the lap of splice is 5～7cm, and every segment length is 6m, at soil
The multiple pneumatically placed concrete surface layer of nail wall supporting inserts bottom foundation ditch following 0.2～0.5m, gunite concrete at the 2.5m of foundation ditch top
Protect top, after gunite concrete final set 4 hours, take continuous water spray maintenance one week；
(11) anchor bolt construction
Arranging row's anchor pole below foundation ditch at 3m, termination point of anchor rod is an additional channel steel cross beam on concrete surface layer, pad 20mm thickness
Steel plate, and use nut locking；
(12) soil nailing Shi Hanzhang
At soil nailing broken end weld bolt end bar, after surface layer concrete reaches design strength, add billet torque spanner fastening nut pair
Soil nailing applies the prestressing force of design pulling force, and prestressing force uses pulling force to control, and tensile load is 150KN, and locking load is 90KN；
(13) bottom girder is made
The excavated by manual work bottom girder earthwork, then casting concrete, soil nail wall bar-mat reinforcement anchors into bottom girder and is more than 35cm, then carries out construction quality
Check.
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method the most according to claim 1, its feature exists
In: the described impacter in step (6) process d includes impact body, front connector and rear joint, is provided with gas in described impact body
Cylinder, is provided with piston in described cylinder, described cylinder be provided above retaining ring, set between described retaining ring and described cylinder
Being equipped with distribution seat, described distribution seat is socketed with snap ring, be provided with non-return valve in described retaining ring, described rear joint is fixing to be connected
At the top of described impact body, being provided with top in described rear joint, described top props up described non-return valve, and described front connector is solid
Surely it is connected to the bottom of described impact body, in described front connector, is provided with guide pipe, in described guide pipe, be provided with bit shank pipe, institute
The one end stating bit shank pipe is fixedly connected on described piston, and the other end of described bit shank pipe is provided with bore bit.
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method the most according to claim 2, its feature exists
In: it is provided with packing ring between described snap ring and described retaining ring.
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method the most according to claim 1, its feature exists
In: the described blowing device in step (6) process c includes bellows, blower and adapter, and described adapter is by described
Blower is fixing connects described bellows, is provided with wind wheel in described bellows, the both sides of described wind wheel be respectively arranged with air inlet pipe and
Escape pipe, described wind wheel connects described blower, the end face of described adapter is provided with main blowing mouth, described main blowing mouth
Inside it is provided with main air mouth pipe and main dreg inhaling pipe, between described main air mouth pipe and described main dreg inhaling pipe, is provided with separation sleeve pipe, described
The both sides of adapter are respectively arranged with auxiliary part, and described auxiliary part includes gate beam and auxiliary blowing mouth, described auxiliary
It is provided with blowing connecting tube and slag absorbing connecting tube in helping crossbeam, is provided with auxiliary tuyere pipe in described auxiliary blowing mouth and auxiliary is inhaled
Slag pipe, described auxiliary tuyere pipe is mutually perpendicular to described blowing connecting tube, described auxiliary dreg inhaling pipe and described slag absorbing connecting tube phase
The most vertical, the side of described gate beam is provided with threaded post, and the opposite side of described gate beam is provided with screwed hole, described spiral shell
Stricture of vagina post matches with described screwed hole.
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method the most according to claim 4, its feature exists
In: described blower is provided with triangle filter net sheet near the side of wind wheel.
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method the most according to claim 4, its feature exists
In: it is provided with dregs collecting tank in described bellows.
A kind of deep basal pit building rotary churning pile Composition Soil Nailing Walls construction method the most according to claim 4, its feature exists
In: it is provided with valve on described gate beam.
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| CN106013168A (en) * | 2016-07-18 | 2016-10-12 | 安徽马钢工程技术集团有限公司 | Slag trough structure and construction method for same |
| CN106351231A (en) * | 2016-08-27 | 2017-01-25 | 中国二十二冶集团有限公司 | Construction method for increasing uplift bearing capacity of soil nailing walls |
| CN108277809B (en) * | 2018-01-26 | 2020-12-18 | 中铁十二局集团建筑安装工程有限公司 | Hole blowing device for hole forming of soil nails in sand layer geology and soil nail wall supporting construction method |
| CN108867712B (en) * | 2018-08-20 | 2020-03-31 | 中钢集团马鞍山矿山研究院有限公司 | Side slope, pit bottom and substrate seepage prevention method based on tailing composite seepage prevention material |
| CN108863285B (en) * | 2018-08-20 | 2020-11-13 | 中钢集团马鞍山矿山研究总院股份有限公司 | Composite tailing sand plastic anti-seepage material and construction process thereof |
| CN108999198A (en) * | 2018-09-06 | 2018-12-14 | 蔡荪萍 | A kind of New-type mould bag soil nailing pile constructing process |
| CN113653042B (en) * | 2021-09-01 | 2022-04-01 | 温州瓯宏智能科技有限公司 | Intelligent comprehensive monitoring system for deep mixing pile |
| CN114934520B (en) * | 2022-06-10 | 2024-04-19 | 江苏科技大学 | Combined inclined pile anchor rod foundation pit supporting structure and supporting method |
| CN115262560A (en) * | 2022-08-16 | 2022-11-01 | 深圳市市政工程总公司 | Construction method for regenerative shotcrete support |
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| KR100971198B1 (en) * | 2008-02-25 | 2010-07-20 | 코오롱건설주식회사 | Soil retaining method for two rows pile using soil nailing |
| CN101634148B (en) * | 2009-08-05 | 2011-07-20 | 朱奎 | Soil nailing wall foundation pit support and construction method |
| CN101864773B (en) * | 2010-04-14 | 2011-11-30 | 江苏江中集团有限公司 | Deep foundation pit support process |
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| CN103147442B (en) * | 2013-03-14 | 2014-12-10 | 中国华冶科工集团有限公司 | Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method |
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