CN104831734A - Construction method of jet-grouting pile and composite soil-nailed wall support for deep foundation pit construction - Google Patents
Construction method of jet-grouting pile and composite soil-nailed wall support for deep foundation pit construction Download PDFInfo
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Abstract
The invention discloses a construction method of jet-grouting pile and composite soil-nailed wall support for deep foundation pit construction. The construction method comprises the following steps of (1) preparing for construction; (2) excavating, paying off, and finishing slopes; (3) cleaning side slopes; (4) constructing a jet-grouting pile; (5) spraying concrete for the first time; (6) forming holes; (7) inserting soil nail steel bars; (8) grouting; (9) laying steel bar nets; (10) spraying concrete for the second time; (11) constructing anchor rods; (12) applying prestress on soil nails; (13) manufacturing bottom beams. According to the construction method, the jet-grouting pile and a soil-nailed wall are combined for support, so that the bearing capacity is greatly increased, additionally, the self-bearing capacity of a soil body is reasonably utilized, and the soil body is used an integral part of a support structure; the structure has the advantages of light weight, large flexibility, good vibration resistance and malleability, stability, reliability, small displacement of support rear side slopes, strong overload capacity and short total construction time and can be excavated and supported at any time; compared with other deep foundation pit support types, the construction method has the advantages of low cost and high economic benefit.
Description
Technical field
The present invention relates to a kind of deep foundation ditch 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 construction work construction develops and utilizes the underground space gradually, and people and the quality safety of people in the industry to deep-foundation pit engineering supporting construction are more and more paid attention to.Traditional deep foundation pit supporting construction cost is high, long construction period, the pattern foundation pit supporting structure that can not adapt under complex geological condition, and performance is unreliable, and supporting effect is undesirable.
Traditional deep foundation pit supporting construction is comparatively large by the impact of soil property, and in cold snap, concrete difficulty of construction is large, concrete slab strength deficiency and affect the quality of supporting construction.
Construction method (the application number 201110097979.5 of the system of deep foundation pit support that China national Department of Intellectual Property announces, notification number: CN102220764B, the day for announcing: 2012.09.05), comprise and be once drilled to three unit grooves connected together, get into desired depth, rig stops the rotation, cement paste is entered from bottom to top from unit groove rising pouring, rig counter steer promotes drilling tool, form curtain, drilling tool proposes ground, then next groove section of sequence construction, between groove section, occlusion cutting overlaps mutually, forms overall continuous print seepage proof curtain.Although cheap, short construction period, because supporting and protection structure is that in the vertical direction is played a supporting role, the sidewall of deep foundation ditch is reinforced, easily causes subsiding of deep foundation ditch broken wall, there is certain potential safety hazard.
Summary of the invention
The object of the invention is to the many deficiencies for prior art, a kind of deep foundation ditch is provided to build rotary churning pile Composition Soil Nailing Walls construction method, the present invention carries out supporting by rotary churning pile and soil nail wall being combined, substantially increase supporting capacity, to reach, cost is low, construction is fast, can adapt to complex geological condition, dependable performance, short construction period, the effect of remarkable in economical benefits.
In order to solve the problems of the technologies described above, the present invention adopts following technical scheme:
A kind of deep foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method, is characterized in that comprising the steps:
(1) preparation of construction
Design of Construction Organization is write according to design document and design drawing, construction contract and field condition, then construction machinery equipment is got out, and checkout facility service behavior, construction equipment is detected in time, then carry out examination allotment of labor to the material of marching into the arena, concrete and cement paste to do, finally settlement observation point is set, settlement observation is carried out to the building of surrounding and structure, and establishes and improve emergency Rescue Plan;
(2) excavation and unwrapping wire repair slope
According to depth of seam division and point segment distance of design document, construct by the sequence of operation, subsoil is excavated after upper strata soil nailing injecting cement paste and sprayed mortar surface layer reach 80% of design strength, with pick, slope trimming is carried out to the work plane of excavation, ensure the direction size between foundation ditch end opening and axis, after excavation, by figure paper size, top curve and lower collar thread are carried out measurement mark and timber mark on the spot, rule on the spot with pulverized limestone, at the complete rear injection substrate concrete of slope trimming, then soil nail wall consolidation carries out the excavation of next layer soil body after reaching setting intensity;
(3) side slope is cleared up
After excavation of foundation pit, adopt shovel spade to be carried out cutting clear slope by the limit wall of foundation ditch and hanging wire location, along the level of foundation ditch with vertically to the pvc pipe of pre-buried outer cover filter screen, make pvc pipe encase filter screen, and outer end is stretched out an armour layer;
(4) jet grouting pile construction
A, driller insertion, mobile rotary churning pile machine, to assigned address, by center, drill bit mating holes position, flattens rig simultaneously, places steadily, carries out hose test after in place, checks nozzle and pressure;
B, by drill bit in the boring of pre-fixed pile to design elevation, and gaging hole is dark, then extracts drilling rod, inserts churning pipe, tube edge jetting under limit in catheterization procedure;
After c, churning pipe sink to projected depth, stopping is crept into, and connects high-pressure water pipe, air-pressure tube, opens clarified water pump, slush pump and air compressor machine, continue rotary rig, and with instrument controlled pressure, flow and air quantity, when shell pump pressure is increased to design load, after sitting end whitewashing 30s, whitewash in limit, limit rotates, and the hoisting velocity simultaneously determined by design and test pile promotes drilling rod, until stop after reaching the reinforcing height of expection;
D, when revolving lance lift and pushing up close to stake, from 2m below stake top, reduce the lifting churning speed of churning pipe, more upwards promote 0.5m, until stop slip casting behind stake top;
E, to injected clear water in serum pot, open high-pressure hydraulic pump, cement paste remaining in detergent line, and being cleaned up by the soil sticked on churning tube head;
After f, jet groutinl terminate, carry out recharging with cement paste and mend slurry, then rotary churning pile machine is shifted, carry out the construction of next root rotary churning pile;
(5) first pneumatically placed concrete
First check and test running plant equipment before sprayed mortar, cleaning is subject to spray plane, the mark of design con-trol jetting thickness; Pneumatically placed concrete carries out successively by segmentation and slicing, and in same section, injection order from bottom to top, between section sheet, make the inclined-plane of 45° angle between layers, during sprayed mortar, shower nozzle with orthogonal by spray plane, and keeps the distance of 1.2 ~ 1.6m, control water/binder ratio, at reinforcing bar position, reinforcing bar rear is filled out in first spray, and then reinforcing bar front is filled out in spray, sprayed mortar final set is after 3 hours, water seasoning;
(6) pore-forming
Before a, soil nailing pore-forming, make into hole site by designing requirement and carry out measurement setting-out, and make mark and numbering, then punching by the hole length of designing requirement, the angle of depression in hole and aperture, during perforate, mating holes position is crept into, reach projected depth and soil layer is stablized time, accelerate to creep into;
Do pore-forming record in b, pore forming process, record soil body feature and the hole quality of taking-up by soil nailing numbering one by one, the carrying out assert when the soil body of taking-up and preliminary design is contrasted;
Adopt blowing device to carry out hole clearly after c, boring, dregs in hole is blown clean, the infiltration collapse hole occurred being processed with dropping to loosen the soil, then installing soil nailing reinforcing bar and slip casting in hole;
D, adopt steel pipe to replace reinforcing bar, hole assumes diamond in shape layouts on steel pipe length direction, and connects the long reinforcing bar of 40mm in slurry outlet side weld, and the steel pipe segmentation then utilizing air compressor to drive impactor to process is welded, and squeezes into soil layer by design angle;
(7) soil nailing reinforcing bar is inserted
Inserted by soil nailing reinforcing bar after pore-forming, fixing after crotch, soil nailing reinforcing bar adopts screw-thread steel, inserts Kong Zhongqian, first arranges locating support, and locating support is 3.5m along the spacing that nail is long, is placed in hole, welds a support placed in the middle every 1.5m by soil nailing reinforcing bar;
(8) slip casting
By clean for eliminating impurities residual in hole before a, slip casting, lubricate grouting pump and carrier pipe with water or cement water grout;
Kong Zhonghou inserted by b, soil nailing reinforcing bar, and with slip casing by pressure, slip casting adopts slip casting from inside to outside, first once grouting conduit is inserted to 300mm place at the bottom of hole, and stop grouting plug and steam vent are set in aperture, withdrawn from by conduit, the grout outlet of conduit is in below the surface of slurry in hole simultaneously;
C, then employing steel pipe carry out secondary grouting, first steel pipe is fixed on soil nailing reinforcing bar and inserts in hole with soil nailing reinforcing bar simultaneously, once grouting terminates to carry out secondary grouting after one day, at every turn in hole during slip casting, first calculate required slurry volume, and calculate according to the number of stroke of grouting pump the slurry volume injected in hole, confirm the volume of actual grouting amount;
(9) steel mesh reinforcement is laid
Steel mesh reinforcement is welded into diameter 8 ~ 10mm wire rod reinforcing bar, steel mesh reinforcement wiring fixes, between net muscle, copper tied silk fastens, soil nailing end reinforced by locking muscle be connected with the reinforcing rib in surface layer and steel mesh reinforcement time, firm welding each other, and add reinforcing rib, soil nailing reinforcing bar, steel mesh reinforcement and reinforcing rib is made to form an entirety, 1.5m is greater than to the horizontal extension of excavation of foundation pit, and finished surface is higher than excavation of foundation pit face, on side slope surface, lay steel mesh reinforcement by design scheme requirement, during laying, the lap length on every limit is less than a grid length of side;
(10) multiple sprayed mortar
After steel mesh reinforcement acceptance(check), carry out second time aspect to spray, wetting to limit wall soil layer water spray, sprayed mortar surface thickness is 180 ~ 200mm, and in order to the reinforcing bar of fixing reinforced mesh as mark, undertaken by shaping speed segmentation during horizontal-jet, same sectional ejecting carries out from bottom to top, often capable injection takes level to laminate move mode, when spraying the second row, in order for the top of the first row terminal starts to spray, first spray planoconcave, spray convex surface again, in the ranks lap length is 5 ~ 7cm, every segment length is 6m, 0.2 ~ 0.5m below bottom foundation ditch is inserted at the multiple pneumatically placed concrete surface layer of soil-nail wall support, at 2.5m place, foundation ditch top, sprayed mortar protects top, after sprayed mortar final set 4 hours, take continuous water spray maintenance one week,
(11) anchor bolt construction
Below foundation ditch, 3m place arranges row's anchor pole, and termination point of anchor rod is an additional channel steel cross beam on concrete surface layer, the thick steel plate of pad 20mm, and with 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 applies design pulling force prestressing force to soil nailing, prestressing force adopts pulling force to control, and tensile load is 150KN, and locking load is 90KN;
(13) bottom girder is made
The earthwork of excavated by manual work bottom girder, then concreting, soil nail wall steel mesh reinforcement anchors into bottom girder and is greater than 35cm, then carries out construction quality inspection.
Further, impactor in step (6) process d comprises impact body, front connector and rear joint, cylinder is provided with in impact body, piston is provided with in cylinder, the top of cylinder is provided with retaining ring, distribution seat is provided with between retaining ring and cylinder, distribution seat is socketed with snap ring, non retern valve is provided with in retaining ring, rear joint is fixedly connected on the top of impact body, top is provided with in rear joint, top props up non retern valve, front connector is fixedly connected on the bottom of impact body, guide pipe is provided with in front connector, bit shank pipe is provided with in guide pipe, one end of bit shank pipe is fixedly connected on piston, the other end of bit shank pipe is provided with bore bit, improve the efficiency that soil layer squeezed into by steel pipe, be convenient to the degree of depth that control steel pipe is squeezed into simultaneously, make the degree of depth of steel pipe in soil layer meet the requirement of design.
Further, be provided with packing ring between snap ring and retaining ring, packing ring can available protecting snap ring and retaining ring, prevents from causing damage due to excessive pressure, reduces friction simultaneously.
Further, step 6) blowing device in process c comprises bellows, blower and crossover sub, crossover sub is fixedly connected with bellows by blower, wind wheel is provided with in bellows, the both sides of wind wheel are respectively arranged with air inlet pipe and escape pipe, wind wheel connects blower, the end face of crossover sub is provided with main blowing mouth, main air mouth pipe and main dreg inhaling pipe is provided with in main blowing mouth, separation sleeve pipe is provided with between main air mouth Guan Yuzhu dreg inhaling pipe, the both sides of crossover sub are respectively arranged with auxiliary part, auxiliary part comprises gate beam and auxiliary blowing mouth, blowing tube connector and slag absorbing tube connector is provided with in gate beam, auxiliary tuyere pipe and auxiliary dreg inhaling pipe is provided with in auxiliary blowing mouth, auxiliary tuyere pipe is mutually vertical with blowing tube connector, auxiliary dreg inhaling pipe is mutually vertical with slag absorbing tube connector, the side of gate beam is provided with threaded column, the opposite side of gate beam is provided with screwed hole, threaded column and screwed hole match, dregs in hole can blow clean by blowing device rapidly, facilitate installation and the slip casting of soil nailing reinforcing bar, auxiliary part can carry out deleting or increasing according to the needs of actual conditions, realize the function that porous is dried simultaneously, improve the operating efficiency of blowing device.
Further, blower is provided with triangle filter net sheet near the side of wind wheel, and triangle filter net sheet can filter the dregs of absorption effectively, prevents dregs from entering wind wheel and affecting the operating efficiency of bellows.
Further, be provided with dregs feeder in bellows, the dregs after filtration can carry out collecting unified discharge by dregs feeder, prevents dregs from staying construction plant and affecting working environment.
Further, gate beam is provided with valve, valve can effectively control to dry the closed of tube connector and slag absorbing tube connector with open.
The present invention, owing to have employed technique scheme, has following beneficial effect:
Construction technology of the present invention is simple, cycle is short, cost is low, complex geological condition can be adapted to, dependable performance, is conducive to reducing the impact on Adjacent Buildings: the present invention carries out supporting by rotary churning pile and soil nail wall being combined, and substantially increases supporting capacity, the self-bearing ability of the Appropriate application soil body simultaneously, using the indivisible part of the soil body as supporting and protection structure; Structure is light-duty, flexible large, has good vibration resistance and ductility; Construction border, safety, making and the pore-forming of soil nailing are simple, and flexible, are convenient to according to field monitoring deformation data and special circumstances, timely design for change; Construction does not need independent occupied ground, narrow and small for construction plant, puts slope difficulty, has adjacent architectural, and when large-scale slope protection construction equipment can not be marched into the arena, this technology demonstrates unique superiority; 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.
Accompanying drawing explanation
Fig. 1 is the process chart of a kind of deep foundation ditch building of the present invention rotary churning pile Composition Soil Nailing Walls construction method;
Fig. 2 is the connection diagram of reinforcing bar and steel pipe in the present invention;
Fig. 3 is the scheme of installation of soil nailing reinforcing bar and locating support in the present invention;
Fig. 4 is the structural representation of impactor in the present invention;
Fig. 5 is the connection diagram of reinforcing rib in the present invention, locking muscle and 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; Joint after 8-; 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 retern valve; 18-comes directly towards; 19-packing ring; 20-retaining ring; 21-locks muscle; 22-reinforcing rib; 23-steel mesh reinforcement; 24-bellows; 25-blower; 26-crossover sub; The main blowing mouth of 27-; 28-auxiliary part; 29-wind wheel; 30-air inlet pipe; 31-escape pipe; 32-dregs feeder; 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-assists blowing mouth; 39-assists tuyere pipe; 40-assists dreg inhaling pipe; 41-dries tube connector; 42-slag absorbing tube connector; 43-threaded column; 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-nozzle; 52-induration.
Detailed description of the invention
A kind of deep foundation ditch building of the present invention rotary churning pile Composition Soil Nailing Walls construction method, its technological principle evenly follows closely toward the foundation ditch side nature soil body to put number row slender rod piece soil nailing in Deep Excavation, and on foundation ditch metope, lay steel bar concrete surface layer, the gravity retaining wall formed by the acting in conjunction of the natural soil body, soil nailing and steel bar concrete surface layer.
This construction method needs to prepare following material:
1, II grade of reinforcing bar, Portland cement, sand, stone, early strength admixture, expansion agent, accelerating admixture, antifreezing agent.
2, plant: sprayed mortar machine, concrete mixer, grout-stirring barrel, slurry storage bucket, DC welding machine, straightener, air compressor machine, slurry filling machine, cutting machine, luoyang spade.
3, instrument: transit, 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 foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method, comprises the steps:
(1) preparation of construction
Design of Construction Organization is write according to design document and design drawing, construction contract and field condition, then construction machinery equipment is got out, and checkout facility service behavior, construction equipment is detected in time, then carry out examination allotment of labor to the material of marching into the arena, concrete and cement paste to do, finally settlement observation point is set, settlement observation is carried out to the building of surrounding and structure, and establishes and improve emergency Rescue Plan;
(2) excavation and unwrapping wire repair slope
According to depth of seam division and point segment distance of design document, construct by the sequence of operation, subsoil is excavated after upper strata soil nailing injecting cement paste and sprayed mortar surface layer reach 80% of design strength, with pick, slope trimming is carried out to the work plane of excavation, ensure the direction size between foundation ditch end opening and axis, side slope is forbidden to occur backbreaking with instrument controlling, the side slope of foundation ditch is with manually carrying out slope clearly, to ensure Slope leveling and to meet the gradient of design code, run into soil property in digging process and have exception, time different from former design document, confirmed to carry out design alteration by designing unit, after excavation, for shortening the exposed time of slope soil as far as possible, by figure paper size, top curve and lower collar thread are carried out measurement mark and timber mark on the spot, rule on the spot with pulverized limestone, at the complete rear injection substrate concrete of slope trimming, after soil nail wall consolidation reaches setting intensity, then the excavation of next layer soil body is carried out, the sequence of operation of the supporting stage excavation degree of depth and construction should ensure that the bare side sloping after repairing can keep supporting oneself and complete supporting within the time limited in official hour,
(3) side slope is cleared up
After excavation of foundation pit, shovel spade is adopted to be carried out cutting clear slope by the limit wall of foundation ditch and hanging wire location, smooth to ensure excavation slope, be conducive to the firm of sprayed mortar surface layer, along the level of foundation ditch with vertically to the pvc pipe of pre-buried outer cover filter screen, pvc pipe is made to encase filter screen, and outer end is stretched out an armour layer, substrate concrete is sprayed after slope trimming, expose for a long time in atmosphere to prevent slope soil, and determine according to the firmness of flaw-piece the time that next layer soil body excavates, domatic planarization can not be destroyed on the one hand, the cohesion of all right Concrete Structure surface layer and the soil body on the other hand, ensure its intensity,
(4) jet grouting pile construction (as shown in Fig. 9 to Figure 10)
A, driller insertion, mobile rotary churning pile machine 46, to assigned address, by center, drill bit mating holes position, flattens rig simultaneously, places steadily, carries out hose test after in place, checks nozzle 51 and pressure;
B, by drill bit in the boring of pre-fixed pile to design elevation, and gaging hole is dark, then extracts drilling rod, and insert churning pipe 47, in catheterization procedure, tube edge jetting under limit, prevents silt plug nozzle 51;
C, after churning pipe 47 sinks to projected depth, stopping is crept into, connect high-pressure water pipe, air-pressure tube, open clarified water pump 48, slush pump 50 and air compressor machine 49, continue rotary rig, and use instrument controlled pressure, flow and air quantity, during churning, first send water under high pressure, send cement grout and compressed air again, when shell pump 50 pressure is increased to design load, after sitting end whitewashing 30s, whitewash in limit, limit rotates, the hoisting velocity 10cm/min simultaneously determined by design and test pile promotes drilling rod, until stop after reaching the reinforcing height of expection, in course of injection, to the engineering needing to expand reinforcing scope or improve intensity, take multiple spray measure,
Cement paste after d, churning forms induration, and when churning pipe 47 promotes close to stake top, from 2m below stake top, the lifting churning speed reducing churning pipe 47 is 4cm/min, more upwards promotes 0.5m, until stop slip casting behind stake top;
Slurry gauge is calculated and is adopted volumetric method:
Wherein: Q---the whitewashing amount (m of needs
3);
De---churning induration diameter (m);
D
0---revolve jet size (m);
K
1---filling rate, 0.75 ~ 0.9;
H
1---churning length (m);
K
2---the filling rate of non-churning scope soil, 0.5 ~ 0.75;
H
2---non-churning length (m).
E, to injected clear water in serum pot, open high-pressure hydraulic pump, cement paste remaining in detergent line, and being cleaned up by the soil sticked on churning tube head;
After f, jet groutinl terminate, carry out recharging with cement paste and mend slurry, then rotary churning pile machine is shifted, carry out the construction of next root rotary churning pile; 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 check and test running plant equipment before sprayed mortar, cleaning is subject to spray plane, the mark of design con-trol jetting thickness, pneumatically placed concrete carries out successively by segmentation and slicing, in same section, injection order from bottom to top, between section sheet, make the inclined-plane of 45° angle between layers, to ensure that before and after pea gravel concreten, overlap joint firmly, and condense into entirety, during sprayed mortar, shower nozzle is with orthogonal by spray plane, and keep the distance of 1.2 ~ 1.6m, control water/binder ratio, keep sprayed mortar surfacing, without dry spot or slippage trickling phenomenon, at reinforcing bar position, reinforcing bar rear is filled out in first spray, and then reinforcing bar front is filled out in spray, prevent from occurring space at the reinforcing bar back side, sprayed mortar final set is after 3 hours, water seasoning,
(6) pore-forming
A, before soil nailing pore-forming, make into hole site by designing requirement and carry out measurement setting-out, and make mark and numbering, meet obstruction and need adjusting hole position, soil nailing pore-forming adopts anchor bolt works rig, then long by the hole of designing requirement, punching in the angle of depression and the aperture in hole, during perforate, mating holes position is crept into, reach projected depth and soil layer is stablized time, acceleration is crept into, the abrasion condition of drill bit is checked at any time in drilling process, prevent drilling diameter from not reaching designing requirement, meet hole depth allowable variation ± 27mm, aperture allowable variation ± 5mm, position, hole allowable variation ± 75mm, pore-forming inclination deviation ± 3 ゜,
Do pore-forming record in b, pore forming process, record soil body feature and the hole quality of taking-up one by one, the carrying out assert contrasted when the soil body of taking-up and preliminary design by soil nailing numbering, Feedback Design unit when having a deviation, carries out parameter modification;
Adopt high pressure air blowing device (as shown in Figure 6 to 8) to carry out hole clearly after c, boring, dregs in hole is blown clean, the infiltration collapse hole occurred being processed with dropping to loosen the soil, then installing soil nailing reinforcing bar and slip casting in hole;
Blowing device comprises bellows 24, blower 25 and crossover sub 26, crossover sub 26 is fixedly connected with bellows 24 by blower 25, wind wheel 29 is provided with in bellows 24, the both sides of wind wheel 29 are respectively arranged with air inlet pipe 30 and escape pipe 31, dregs feeder 32 is provided with in bellows 24, dregs after filtration can carry out collecting unified discharge by dregs feeder 32, prevent dregs from staying construction plant and affect working environment, wind wheel 29 connects blower 25, blower 25 is provided with triangle filter net sheet 33 near the side of wind wheel 29, triangle filter net sheet 33 can filter the dregs of absorption effectively, prevent dregs from entering wind wheel 29 and affect the operating efficiency of bellows 24, the end face of crossover sub 26 is provided with main blowing mouth 27, main air mouth pipe 34 and main dreg inhaling pipe 35 is provided with in main blowing mouth 27, be provided with between main air mouth pipe 34 and main dreg inhaling pipe 35 and separate sleeve pipe 36, the both sides of crossover sub 26 are respectively arranged with auxiliary part 28, auxiliary part 28 comprises gate beam 37 and auxiliary blowing mouth 38, blowing tube connector 41 and slag absorbing tube connector 42 is provided with in gate beam 37, auxiliary tuyere pipe 39 and auxiliary dreg inhaling pipe 40 is provided with in auxiliary blowing mouth 38, auxiliary tuyere pipe 39 is mutually vertical with blowing tube connector 41, auxiliary dreg inhaling pipe 40 is mutually vertical with slag absorbing tube connector 42, the side of gate beam 37 is provided with threaded column 43, the opposite side of gate beam 37 is provided with screwed hole 44, threaded column 43 and screwed hole 44 match, gate beam 37 is provided with valve 45, valve 45 can effectively control to dry the closed of tube connector 41 and slag absorbing tube connector 42 with open, dregs in hole can blow clean by blowing device rapidly, facilitate installation and the slip casting of soil nailing reinforcing bar, auxiliary part 28 can carry out deleting or increasing according to the needs of actual conditions, realize the function that porous is dried simultaneously, improve the operating efficiency of blowing device.
D, comparatively large in water content of soil, miscellaneous fill is thicker, the soil layer of the easy collapse hole such as loose sand, Soft Soil Layer, steel pipe 1 is adopted to replace reinforcing bar (as shown in Figure 2), slurry outlet 3 assumes diamond in shape layout on steel pipe 1 length direction, and connect the long reinforcing bar 2 of 40mm in slurry outlet 3 side weld, grogs blocking slurry outlet 3 when preventing from breaking pipe, increase its uplift resistance simultaneously, then the steel pipe segmentation utilizing air compressor to drive impactor (as shown in Figure 4) to process is welded, and squeezes into soil layer by design angle;
Impactor comprises impact body 7, front connector 9 and rear joint 8, cylinder 10 is provided with in impact body 7, piston 11 is provided with in cylinder 10, the top of cylinder 10 is provided with retaining ring 20, distribution seat 15 is provided with between retaining ring 20 and cylinder 10, distribution seat 15 is socketed with snap ring 16, packing ring 19 is provided with between snap ring 16 and retaining ring 20, packing ring 19 can available protecting snap ring 16 and retaining ring 20, prevent from causing damage due to excessive pressure, reduce friction simultaneously, non retern valve 17 is provided with in retaining ring 20, rear joint 8 is fixedly connected on the top of impact body 7, top 18 is provided with in rear joint 8, top 18 props up non retern valve 17, front connector 9 is fixedly connected on the bottom of impact body 7, guide pipe 14 is provided with in front connector 9, bit shank pipe 13 is provided with in guide pipe 14, one end of bit shank pipe 13 is fixedly connected on piston 11, the other end of bit shank pipe 13 is provided with bore bit 12, improve the efficiency that soil layer squeezed into by steel pipe, be convenient to the degree of depth that control steel pipe is squeezed into simultaneously, make the degree of depth of steel pipe 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 is less than 50mm, vertical direction pitch-row error is less than 100mm, soil nailing reinforcing bar 6 adopts screw-thread steel, insert before in hole 4, locating support 5 is first set, ensure that reinforcing bar is in the centre of boring, locating support 5 is 3.5m along the spacing that nail is long, the flowing freely of slurries when the structure of support does not hinder slip casting, is placed in hole by soil nailing reinforcing bar 6, welds a support placed in the middle every 1.5m; The design parameters of soil nailing reinforcing bar and scale lengths be as shown in Table 3 and Table 4:
| Sequence number | Title | Design parameters |
| 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 paste 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 |
The main muscle specification of table 4 soil nailing 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: f
y---soil nailing Steel Bar Tensile Strength design load, get 300MPa;
D
b---reinforcing bar diameter of soil nail;
E
i---I root soil nailing of itemizing supports soil pressure on scope internal surface layer
E
i＝q
iS
xS
y
Q
i---the surface layer soil pressure on the i-th row soil nailing
q
i＝m
ckrh
Q
ivalue is determined: select cutting depth H=10m, 8m, 6m, 4m calculating
H---side slope vertical stiffness;
H---the distance that soil pressure application point pushes up to slope, when
h gets actual value; When
h gets 0.5H;
M
c---service factor, temporary lining, m
c=1.10;
K---coefficient of earth pressure,
k
0, K
abe respectively earth pressue at rest and coefficient of active earth pressure, wherein:
K
0＝1-sinΦ，
Anchorage length is determined
During calculating, calculate non-effective anchorage length l by vertical side slope
1.In real process, l can be determined according to side slope actual grade
1length, calculates for simplifying, and at 0.25H with lower part, the vertical component of also pressing of inclined safety calculates l
1length.
H=10m, non-effective anchorage length
soil nailing valid bonding length should meet
F
i＝λd
bl
eπ,E
i＝q
iS
xS
y
Wherein: F
i---i-th effective anchored force of itemizing root soil nailing;
E
i---the i-th soil pressure of itemizing on root soil nailing support scope internal surface layer;
A---safety factor, gets 1.3;
λ---soil layer shear strength;
D
b---soil nailing diameter;
L
e---valid bonding length.
2) soil nailing external stability is analyzed
The homeostasis of the soil nail wall compound soil body is with under the guarantee of cohering native mass action in position, and its effect is similar to gravity retaining wall, and it bears the load that the thrust of its rear portion soil body and top are transmitted.
Stability against overturning calculates
Calculate with H=10m, ensure that the compound soil body does not topple around toe of wall 0, require overturning or slip resistance analysis coefficient k
t>=1.5
Slide stable calculation
Calculate with H=10m, under soil pressure effect, the compound soil body likely slides along the end, basis, therefore requires it is factor of safety against sliding k
s>=1.3
Wherein: G
x, G
n---retaining wall deadweight is perpendicular to the component of base plane;
G
t---retaining wall deadweight is parallel to the component of base plane;
E
ax, E
an---at the component perpendicular to base plane direction;
E
ay, E
at---be parallel to the component in base plane direction;
Z
x, Z
y---the length in vertical, parallel direction;
M---soil gets 0.3. to the friction factor of retaining wall substrate
(8) slip casting
By clean for eliminating impurities residual in hole before a, slip casting, lubricate grouting pump and carrier pipe with water or cement water grout;
Kong Zhonghou inserted by b, soil nailing reinforcing bar, with slip casing by pressure, slip casting adopts slip casting from inside to outside, first once grouting conduit is inserted to 300mm place at the bottom of hole, and stop grouting plug and steam vent are set in aperture, with low-pressure grouting, grouting pressure is not less than 0.5MPa, withdrawn from uniform speed slow by conduit, the grout outlet of conduit is in below the surface of slurry in hole simultaneously, ensures that in hole, gas can all be emerged, conduit fills from changing high pressure into during the 1m of aperture, and keep 10 minutes, concrete effectively can be avoided like this to crack because of deadweight and come off, ensure grouting quality;
C, then employing steel pipe carry out secondary grouting, first steel pipe is fixed on soil nailing reinforcing bar and inserts in hole with soil nailing reinforcing bar simultaneously, once grouting terminates to carry out secondary grouting after one day, at every turn in hole during slip casting, first calculate required slurry volume, and calculate according to the number of stroke of grouting pump the slurry volume injected in hole, confirm the volume of actual grouting amount;
(9) steel mesh reinforcement (as shown in Figure 5) is laid
Steel mesh reinforcement 23 is welded into diameter 8 ~ 10mm wire rod reinforcing bar, steel mesh reinforcement 23 fixes with wiring, between net muscle, copper tied silk fastens, when soil nailing reinforcing bar 6 end is connected with the reinforcing rib 22 in surface layer and steel mesh reinforcement 23 by locking muscle 21, firm welding each other, and add reinforcing rib, make soil nailing reinforcing bar 6, steel mesh reinforcement 23 and reinforcing rib 22 form an entirety, 1.5m is greater than to the horizontal extension of excavation of foundation pit, and finished surface is higher than excavation of foundation pit face, on side slope surface, steel mesh reinforcement is laid by design scheme requirement, during laying, the lap length on every limit is less than a grid length of side,
(10) multiple sprayed mortar
After steel mesh reinforcement acceptance(check), carry out second time aspect to spray, wetting to limit wall soil layer water spray, sprayed mortar surface thickness is 180 ~ 200mm, and in order to the reinforcing bar of fixing reinforced mesh as mark, accelerating admixture is added to improve concrete rate of set during injection, prevent concrete slump, undertaken by shaping speed segmentation during horizontal-jet, same sectional ejecting carries out from bottom to top, often capable injection takes level to laminate move mode, when spraying the second row, in order for the top of the first row terminal starts to spray, first spray planoconcave, spray convex surface again, in the ranks lap length is 5 ~ 7cm, every segment length is 6m, 0.2 ~ 0.5m below bottom foundation ditch is inserted at the multiple pneumatically placed concrete surface layer of soil-nail wall support, at 2.5m place, foundation ditch top, sprayed mortar protects top, after sprayed mortar final set 4 hours, take continuous water spray maintenance one week,
(11) anchor bolt construction
Below foundation ditch, 3m place arranges row's anchor pole, and termination point of anchor rod is an additional channel steel cross beam on concrete surface layer, the thick steel plate of pad 20mm, and with 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 applies design pulling force prestressing force to soil nailing, prestressing force adopts pulling force to control, 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 earthwork of excavated by manual work bottom girder, then concreting, soil nail wall steel mesh reinforcement anchors into bottom girder and is greater than 35cm, then carries out construction quality inspection.
The quality control of this construction method:
(1) technician is responsible for confiding a technological secret, and constructs by design construction parameter, and situation about changing occurs when finishing technique data and process construction, and timely and designing unit, Construction unit contact;
(2) implement engineers and technicians to the critical process such as making, installation, pre-stress construction of the installation of soil nailing, slip casting, sprayed mortar, welding, anchor pole to join a regular shift or class operation, guarantee that quality meets designing requirement;
(3) border groundwater table, top layer and soil mass displacement at the deep layer around foundation ditch are synchronously detected, special messenger's research and application result, give the alarm when data exceed normal value, implement emergency measure, and carry out work place study solution together with designing unit, owner and supervision companies immediately;
(4) strictly stir in designing requirement ratio batching, hand of whitewashing during pneumatically placed concrete wants perpendicular slice to spray, and notes the water yield and the bounce situations of observing material, and the adjustment whitewashing water yield and distance, extract concrete test block in time;
(5) tackle soil nailing position, bore diameter, the degree of depth and angle, intubating length, slip casting proportioning in construction, grouting pressure and grouting amount spray anchor wall face thickness and intensity, anti-pulling capacity etc. are tested;
(6) for ensureing the safe and reliable of supporting and protection structure and the impact on adjacent building, reply adjacent building and supporting and protection structure carry out dynamic monitoring;
(7) construction monitoring process should continue to whole pit backfill and terminates, and till supporting is deactivated, monitored data should process in time, and notifies units concerned in time, reaches the object of information-aided construction.
This construction method safety measure:
(1) construction must perform practicable technical safety measures, before commencement of works, carries out site operation safety education by program manager to personnel;
(2) entering job site should correctly dressing, and forbid to wear the footwear easily slided at the hard end, work high above the ground should be fastened seat belts, and forbids to operate against regulations or operation after drinking;
(3) ensure the normal electricity consumption of construction, must be maintained by professional electrician, carry on construction work at night and should have sufficient light;
(4) forbid in construction by water down in the side slope of repairing, and affect the stable of side slope;
(5) on-the-spot temporary electricity, is strictly arranged by " three-phase five-wire mode ", " graduation three electricity ", " two class protection ", " machine one lock ";
(6) will check before slip casting that whether the safety valve of pump is good, whether other each portion screws of drainage are tightened;
(7) carry out the fireproofing of crew quarter, same safe voltage of for this reason throwing light on, forbid privately disorderly to connect wires;
(8) on works area and each visual plant, join fire extinguisher, and make regular check on.
This construction method environmental practice:
(1) concrete delivery truck clears up hopper before appearing on the scene, and prevents concrete from dripping solarization, can leave after carwash;
(2) concrete pump should arrange closed sound insulation grid, monitors in time, prevents noise on the impact of surrounding resident;
(3) on-the-spot front door arranges carwash pond, and tank car rinses with water to keep the clean of road before appearance, reduces the pollution of dust simultaneously;
(4) field of job site holds management, and implement piecemeal and be responsible for a task until it is completed, list signal in area of responsibility, living area administrative provisions are listed and declared publicly entirety.
These are only specific embodiments of the invention, but technical characteristic of the present invention is not limited thereto.Any based on the present invention, for realizing substantially identical technique effect, done ground simple change, equivalent replacement or modification etc., be all covered by among protection scope of the present invention.
Claims (7)
1. a deep foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method, is characterized in that comprising the steps:
(1) preparation of construction
Design of Construction Organization is write according to design document and design drawing, construction contract and field condition, then construction machinery equipment is got out, and checkout facility service behavior, construction equipment is detected in time, then carry out examination allotment of labor to the material of marching into the arena, concrete and cement paste to do, finally settlement observation point is set, settlement observation is carried out to the building of surrounding and structure, and establishes and improve emergency Rescue Plan;
(2) excavation and unwrapping wire repair slope
According to depth of seam division and point segment distance of design document, construct by the sequence of operation, with pick, slope trimming is carried out to the work plane of excavation, ensure the direction size between foundation ditch end opening and axis, by figure paper size, top curve and lower collar thread are carried out measurement mark and timber mark on the spot, rule on the spot with pulverized limestone, subsoil is excavated after upper strata soil nailing injecting cement paste and sprayed mortar surface layer reach 80% of design strength, at the complete rear injection substrate concrete of slope trimming, then soil nail wall consolidation carries out the excavation of next layer soil body after reaching setting intensity;
(3) side slope is cleared up
After excavation of foundation pit, adopt shovel spade to be carried out cutting clear slope by the limit wall of foundation ditch and hanging wire location, along the level of foundation ditch with vertically to the pvc pipe of pre-buried outer cover filter screen, make pvc pipe encase filter screen, and outer end is stretched out an armour layer;
(4) jet grouting pile construction
A, driller insertion, mobile rotary churning pile machine, to assigned address, by center, drill bit mating holes position, flattens rig simultaneously, places steadily, carries out hose test after in place, checks nozzle and pressure;
B, by drill bit in the boring of pre-fixed pile to design elevation, and gaging hole is dark, then extracts drilling rod, inserts churning pipe, tube edge jetting under limit in catheterization procedure;
After c, churning pipe sink to projected depth, stopping is crept into, and connects high-pressure water pipe, air-pressure tube, opens clarified water pump, slush pump and air compressor machine, continue rotary rig, and with instrument controlled pressure, flow and air quantity, when shell pump pressure is increased to design load, after sitting end whitewashing 30s, whitewash in limit, limit rotates, and the hoisting velocity simultaneously determined by design and test pile promotes drilling rod, until stop after reaching the reinforcing height of expection;
D, when revolving lance lift and pushing up close to stake, from 2m below stake top, reduce the lifting churning speed of churning pipe, more upwards promote 0.5m, until stop slip casting behind stake top;
E, to injected clear water in serum pot, open high-pressure hydraulic pump, cement paste remaining in detergent line, and being cleaned up by the soil sticked on churning tube head;
After f, jet groutinl terminate, carry out recharging with cement paste and mend slurry, then rotary churning pile machine is shifted, carry out the construction of next root rotary churning pile;
(5) first pneumatically placed concrete
First check and test running plant equipment before sprayed mortar, cleaning is subject to spray plane, the mark of design con-trol jetting thickness; Pneumatically placed concrete carries out successively by segmentation and slicing, and in same section, injection order from bottom to top, between section sheet, make the inclined-plane of 45° angle between layers, during sprayed mortar, shower nozzle with orthogonal by spray plane, and keeps the distance of 1.2 ~ 1.6m, control water/binder ratio, at reinforcing bar position, reinforcing bar rear is filled out in first spray, and then reinforcing bar front is filled out in spray, sprayed mortar final set is after 3 hours, water seasoning;
(6) pore-forming
Before a, soil nailing pore-forming, make into hole site by designing requirement and carry out measurement setting-out, and make mark and numbering, then punching by the hole length of designing requirement, the angle of depression in hole and aperture, during perforate, mating holes position is crept into, reach projected depth and soil layer is stablized time, accelerate to creep into;
Do pore-forming record in b, pore forming process, record soil body feature and the hole quality of taking-up by soil nailing numbering one by one, the carrying out assert when the soil body of taking-up and preliminary design is contrasted;
Adopt blowing device to carry out hole clearly after c, boring, dregs in hole is blown clean, the infiltration collapse hole occurred being processed with dropping to loosen the soil, then installing soil nailing reinforcing bar and slip casting in hole;
D, adopt steel pipe to replace reinforcing bar, slurry outlet assumes diamond in shape layouts on steel pipe length direction, and connects the long reinforcing bar of 40mm in slurry outlet side weld, and the steel pipe segmentation then utilizing air compressor to drive impactor to process is welded, and squeezes into soil layer by design angle;
(7) soil nailing reinforcing bar is inserted
Inserted by soil nailing reinforcing bar after pore-forming, fixing after crotch, soil nailing reinforcing bar adopts screw-thread steel, inserts Kong Zhongqian, first arranges locating support, and locating support is 3.5m along the spacing that nail is long, is placed in hole, welds a support placed in the middle every 1.5m by soil nailing reinforcing bar;
(8) slip casting
By clean for eliminating impurities residual in hole before a, slip casting, lubricate grouting pump and carrier pipe with water or cement water grout;
Kong Zhonghou inserted by b, soil nailing reinforcing bar, and with slip casing by pressure, slip casting adopts slip casting from inside to outside, first once grouting conduit is inserted to 300mm place at the bottom of hole, and stop grouting plug and steam vent are set in aperture, withdrawn from by conduit, the grout outlet of conduit is in below the surface of slurry in hole simultaneously;
C, then employing steel pipe carry out secondary grouting, first steel pipe is fixed on soil nailing reinforcing bar and inserts in hole with soil nailing reinforcing bar simultaneously, once grouting terminates to carry out secondary grouting after one day, at every turn in hole during slip casting, first calculate required slurry volume, and calculate according to the number of stroke of grouting pump the slurry volume injected in hole, confirm the volume of actual grouting amount;
(9) steel mesh reinforcement is laid
Steel mesh reinforcement is welded into diameter 8 ~ 10mm wire rod reinforcing bar, steel mesh reinforcement wiring fixes, between net muscle, copper tied silk fastens, soil nailing end reinforced by locking muscle be connected with the reinforcing rib in surface layer and steel mesh reinforcement time, firm welding each other, and add reinforcing rib, soil nailing reinforcing bar, steel mesh reinforcement and reinforcing rib is made to form an entirety, 1.5m is greater than to the horizontal extension of excavation of foundation pit, and finished surface is higher than excavation of foundation pit face, on side slope surface, lay steel mesh reinforcement by design scheme requirement, during laying, the lap length on every limit is less than a grid length of side;
(10) multiple sprayed mortar
After steel mesh reinforcement acceptance(check), carry out second time aspect to spray, wetting to limit wall soil layer water spray, sprayed mortar surface thickness is 180 ~ 200mm, and in order to the reinforcing bar of fixing reinforced mesh as mark, undertaken by shaping speed segmentation during horizontal-jet, same sectional ejecting carries out from bottom to top, often capable injection takes level to laminate move mode, when spraying the second row, in order for the top of the first row terminal starts to spray, first spray planoconcave, spray convex surface again, in the ranks lap length is 5 ~ 7cm, every segment length is 6m, 0.2 ~ 0.5m below bottom foundation ditch is inserted at the multiple pneumatically placed concrete surface layer of soil-nail wall support, at 2.5m place, foundation ditch top, sprayed mortar protects top, after sprayed mortar final set 4 hours, take continuous water spray maintenance one week,
(11) anchor bolt construction
Below foundation ditch, 3m place arranges row's anchor pole, and termination point of anchor rod is an additional channel steel cross beam on concrete surface layer, the thick steel plate of pad 20mm, and with 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 applies design pulling force prestressing force to soil nailing, prestressing force adopts pulling force to control, and tensile load is 150KN, and locking load is 90KN;
(13) bottom girder is made
The earthwork of excavated by manual work bottom girder, then concreting, soil nail wall steel mesh reinforcement anchors into bottom girder and is greater than 35cm, then carries out construction quality inspection.
2. a kind of deep foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method according to claim 1, it is characterized in that: the described impactor in step (6) process d comprises impact body, front connector and rear joint, cylinder is provided with in described impact body, piston is provided with in described cylinder, the top of described cylinder is provided with retaining ring, distribution seat is provided with between described retaining ring and described cylinder, described distribution seat is socketed with snap ring, non retern valve is provided with in described retaining ring, described rear joint is fixedly connected on the top of described impact body, top is provided with in described rear joint, described top props up described non retern valve, described front connector is fixedly connected on the bottom of described impact body, guide pipe is provided with in described front connector, bit shank pipe is provided with in described guide pipe, one end of described bit shank pipe is fixedly connected on described piston, the other end of described bit shank pipe is provided with bore bit.
3. a kind of deep foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method according to claim 2, is characterized in that: be provided with packing ring between described snap ring and described retaining ring.
4. a kind of deep foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method according to claim 1, it is characterized in that: step 6) described blowing device in process c comprises bellows, blower and crossover sub, described crossover sub is fixedly connected with described bellows by described blower, wind wheel is provided with in described bellows, the both sides of described wind wheel are respectively arranged with air inlet pipe and escape pipe, described wind wheel connects described blower, the end face of described crossover sub is provided with main blowing mouth, main air mouth pipe and main dreg inhaling pipe is provided with in described main blowing mouth, separation sleeve pipe is provided with between described main air mouth pipe and described main dreg inhaling pipe, the both sides of described crossover sub are respectively arranged with auxiliary part, described auxiliary part comprises gate beam and auxiliary blowing mouth, blowing tube connector and slag absorbing tube connector is provided with in described gate beam, auxiliary tuyere pipe and auxiliary dreg inhaling pipe is provided with in described auxiliary blowing mouth, described auxiliary tuyere pipe is mutually vertical with described blowing tube connector, described auxiliary dreg inhaling pipe is mutually vertical with described slag absorbing tube connector, the side of described gate beam is provided with threaded column, the opposite side of described gate beam is provided with screwed hole, described threaded column and described screwed hole match.
5. a kind of deep foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method according to claim 4, is characterized in that: described blower is provided with triangle filter net sheet near the side of wind wheel.
6. a kind of deep foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method according to claim 4, is characterized in that: be provided with dregs feeder in described bellows.
7. a kind of deep foundation ditch building rotary churning pile Composition Soil Nailing Walls construction method according to claim 4, is characterized in that: described gate beam is provided with valve.
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| 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 |
| CN115492127A (en) * | 2022-10-28 | 2022-12-20 | 深圳市市政工程总公司 | Comprehensive application construction method for pit-in-pit foundation pit support |
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| CN104831734B (en) | 2016-08-17 |
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