CN103938637A - Construction method for rigid pile and flexible pile combination foundation pit supporting for hard-interlayer soft soil geology - Google Patents
Construction method for rigid pile and flexible pile combination foundation pit supporting for hard-interlayer soft soil geology Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 239000002689 soil Substances 0.000 title claims abstract description 25
- 230000008093 supporting effect Effects 0.000 title claims abstract description 18
- 239000011229 interlayer Substances 0.000 title abstract description 8
- 239000004567 concrete Substances 0.000 claims abstract description 49
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 34
- 239000004568 cement Substances 0.000 claims abstract description 16
- 238000005553 drilling Methods 0.000 claims abstract description 15
- 238000000034 method Methods 0.000 claims abstract description 13
- 230000002787 reinforcement Effects 0.000 claims abstract description 10
- 230000005484 gravity Effects 0.000 claims abstract description 6
- 238000005086 pumping Methods 0.000 claims abstract description 4
- 230000010412 perfusion Effects 0.000 claims abstract description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 48
- 230000035515 penetration Effects 0.000 claims description 27
- 239000004570 mortar (masonry) Substances 0.000 claims description 24
- 239000007921 spray Substances 0.000 claims description 24
- 238000002347 injection Methods 0.000 claims description 15
- 239000007924 injection Substances 0.000 claims description 15
- 239000004927 clay Substances 0.000 claims description 10
- 230000015572 biosynthetic process Effects 0.000 claims description 9
- 150000001875 compounds Chemical class 0.000 claims description 9
- 239000011230 binding agent Substances 0.000 claims description 8
- 230000000694 effects Effects 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 5
- 238000005056 compaction Methods 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 4
- 238000012544 monitoring process Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000007569 slipcasting Methods 0.000 claims description 4
- 241001669679 Eleotris Species 0.000 claims description 3
- 230000027455 binding Effects 0.000 claims description 3
- 238000009739 binding Methods 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000007580 dry-mixing Methods 0.000 claims description 3
- 230000003203 everyday effect Effects 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 3
- 238000002955 isolation Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 230000011218 segmentation Effects 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 239000000725 suspension Substances 0.000 claims description 3
- 238000005406 washing Methods 0.000 claims description 3
- 239000002023 wood Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 abstract description 3
- 239000010410 layer Substances 0.000 description 16
- 210000003205 muscle Anatomy 0.000 description 4
- 239000002245 particle Substances 0.000 description 3
- 239000011398 Portland cement Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000001914 filtration Methods 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 239000011241 protective layer Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 210000002435 tendon Anatomy 0.000 description 2
- -1 and label is 42.5 Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000010348 incorporation Methods 0.000 description 1
- 238000001802 infusion Methods 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000005204 segregation Methods 0.000 description 1
- 229910000679 solder Inorganic materials 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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Abstract
The invention discloses a construction method for rigid pile and flexible pile combination foundation pit supporting for hard-interlayer soft soil geology. The method is characterized in that a hard interlayer is penetrated by drilling rotationally; when the hard interlayer is drilled to the projected depth, soft soil is cut through rotary blades, a drill pipe is lifted while cement slurry is sprayed rotationally, and flexible piles are formed. The hard interlayer is drilled by drilling rotationally; when the hard interlayer is drilled to the projected depth, concrete is pumped out from the bottom of a drill bit through the rotary blades, the drill pipe is lifted to the ground while perfusion is conducted, and therefore pumping pressure plain concrete piles are formed. Then, a rapping device, a high-rigidity core tube and a reinforcement cage which are connected are lifted, the lower end of the reinforcement cage is inserted into one concrete pile body, the high-rigidity core tube is driven to vibrate the lower end of the reinforcement cage by means of gravity and the rapping device, the reinforcement cage is made to sink to the projected depth, and therefore each rigid pile is formed. The flexible piles are constructed first, then the rigid piles are constructed, the rigid piles and the flexible piles are meshed to form a waterproof curtain, and the rigid piles not only play a role in stopping water but also play a role in protecting a slope.
Description
Technical field
The present invention relates to a kind of construction method of pattern foundation pit supporting structure, particularly the hard and soft compound pile foundation ditch of a kind of folder hard formation Soft Clay construction method for supporting.
Background technology
Soft clay area water-stop curtain usually adopts cement mixing method or rotary churning pile, but running into the stratum such as rubble, cobble, thereby cement mixing method or rotary churning pile drill bit can not penetrate hard formation, can not reach projected depth.Tradition foundation pit supporting method adopts the method for water-stop curtain setting separated with slope protection pile conventionally, and water-stop curtain is generally located at outside, and slope protection pile is located at inner side again, and the quantity of stake can be a lot, and pattern foundation pit supporting structure cost is higher.The present invention improves this, and flexible pile is placed in the centre of adjacent rigid stake, and flexible pile and rigid pile cooperative transformation, as supporting and protection structure, form water-stop curtain after flexible pile and rigid pile interlock on the other hand on the one hand, and stagnant water effect is reliable.From economic angle, consider, obviously stake quantity is low more than traditional, thereby has saved construction costs.
Summary of the invention
Technical problem to be solved by this invention is to provide the hard and soft compound pile foundation ditch of a kind of folder hard formation Soft Clay construction method for supporting, solves the high problem of traditional foundation ditch cost.
Technological principle of the present invention adopts as follows:
Utilize convolution boring through hard interbedded layer, while getting into projected depth, by swirl vanes cutting weak soil, drilling rod is carried on rotary water jet mud limit, limit, thereby forms flexible pile.Utilize convolution boring through hard interbedded layer, while getting into projected depth, by swirl vanes, concrete is pumped by drill bit bottom, drilling rod is carried to ground in perfusion limit, limit, thereby forms pump pressure plain concrete pile.Sling the subsequently vibrating device that connects, large rigidity core pipe and reinforcing cage, reinforcing cage lower end is inserted in concrete pile body, rely on gravity and vibrating device to drive large rigidity core pipe to vibrate reinforcing cage lower end, make reinforcing cage sink down into projected depth, thereby form rigid pile.The flexible pile of first constructing, the rigid pile of then constructing, rigid pile and flexible pile snap-fit arrangement, form water-stop curtain, and rigid pile not only plays the effect of sealing, has also played the effect of bank protection.
Construction sequence of the present invention comprises:
1 measures unwrapping wire location
Cleaning construction plant after, basic point and the baseline of answering repetition measurement Party A to provide, determine errorless after, according to basic point and baseline, emit concrete stake position again, measuring order in stake position is undertaken by sequence of construction, and stake position should fix, the little 10mm of pile center's line deviation, and carry out surveying record, can construct after accurate.
2 rigs are in place
Rig is answered held stationary, guarantees that in construction, any inclination not occurring moves.For the accurate keyhole degree of depth, control scale should be set in frame, so that observation.
3 rigs draw hole
Pile verticality does not reach requirement, and stake bottom water-stop curtain there will be seepage, does not reach the effect of sealing.In order to control pile verticality, take following measure: on the slideway of rig pile frame, two casings with orientation are set, internal diameter is only greater than drill pipe diameter 10mm, has solved friction and the vibration problems of drilling rod.Self-control gravity Verticality gauge is set in tappet bottom.After a stake centering, in tappet bottom bolster wood compacting, guarantee when the stressed swing of tappet, the frictional force opposing by rig around axle self-locking device and tappet and sleeper generation swings, and stake position is not changed.After pile center's contraposition, drilling rod Uprightness adjusting degree, with transit, detect again drilling rod verticality, and monitoring at any time in boring procedure, guarantee that position error is less than 5mm, construction error is less than 10mm.
Pumps water mud is crept on 4 limits
Get into after desired depth, the soil clearly that must dally in bottom, hole, then stops operating, and pumps water mud limit, limit is carried and is drilled into ground, carries while boring and carries out uniform rotation, makes evenly mix of pumps water mud and soil, forms flexible pile.Soft Soil Layer rate of penetration is 0.8～1m/min, and hard interbedded layer position rate of penetration will slow down, and rate of penetration is 0.2～0.4m/min, if swag phenomenon appears in rig, rate of penetration also will slow down.
5 guncretings
After flexible pile construction, at rigid pile design position, hole at once, get into after desired depth, soil clearly must dally in bottom, hole, then stop operating, pumping of concrete limit, limit is carried and is drilled into ground, and carry while boring and must not rotate, and the lifting that remains a constant speed, guarantee that drill bit is embedded in concrete all the time, prevents broken pile.Because may there be certain intensity at rigid pile and flexible pile interlock position, rate of penetration will slow down, and Soft Soil Layer rate of penetration is 0.5～0.7m/min, and hard interbedded layer position rate of penetration also will slow down, rate of penetration is 0.1～0.3m/min, if swag phenomenon appears in rig, rate of penetration slows down again.
6 insert reinforcing cage
After concreting, by vibrating device, reinforcing cage is inserted to concrete, form rigid pile.Vibrating device adopts low and medium frequency vibrating hammer, and isolation mounting has been installed; Suspension ring are arranged at vibrating hammer top, for lifting by crane vibrating device and large rigidity core pipe; Reinforcing cage aligns circle and is used for fixing and aligns reinforcing cage; Lifting rope lies on vibrating hammer, and for crane lifting, the verticality of guaranteeing that reinforcing cage is laid is handled in employment simultaneously; On vibrating hammer bottom and reinforcing cage, be welded with 2～4 steel loops, penetrate wire rope clamping, lifting reinforcing cage location.The large effective flange of rigidity core is connected on vibrating device, and large rigidity core pipe lower end is pressed in reinforcing cage end, and reinforcing cage upper end and vibrating device flexibly connect, large rigidity core pipe lower ending opening, and pore is opened on middle part, top.
7 do a top concrete capping beam
Stake top concrete capping beam intensity adopts C25 or C30, and stake top concrete capping beam arranges preformed hole at anchor pole position, so that rig is holed.
8 anchor bolt constructions
Adopt down-the-hole drill to hole according to design inclination angle, pitch-row error is not more than 150mm, and hole depth error is not more than 50mm.Holed rear with mortar pump to grout injection in hole, grouting pressure is 0.1～0.2MPa.During slip casting, Grouting Pipe should be inserted apart from about 100mm place at the bottom of hole, with cement paste, inject and slowly extract, to hole full till.Then the reinforcing bar body of rod is inserted and filled with in the boring of cement paste.
9 sprayed mortars for the first time
Bury φ 6 bar dowels of controlling thickness sign underground, use high pressure water washing side slope, moistening side slope surface.First after sieve, pack cement, sand, rubble into spraying machine after by match ratio dry mixing evenly, then start to spray first floor concrete.Spraying operation is answered segmentation and slicing, is carried out successively from top to bottom, during injection shower nozzle be subject to the spray plane should be vertical, keep the distance of 0.8m～1.0m, spray pistol and do Rotating with Uniform motion, even with the concrete compaction that guarantees to eject.Control water/binder ratio well, rebound degree should not be greater than 15%, wet curing after sprayed mortar final set 2h simultaneously.
10 hang gauze wire cloth
With thin wire, 6 reinforcing bar bindings of the φ through straightening are become to reinforced mesh, the crosspoint of steel mesh reinforcement answers colligation solid.
11 sprayed mortars for the second time
With water under high pressure, first floor sprayed mortar face is rinsed well and wetted surface.Second layer concrete injection order is identical with first floor with method of operating.While starting to spray, should reduce shower nozzle and be subject to the distance of spray plane, and adjusting spray angle, to guarantee the density of second layer sprayed mortar.If have in injection, by bar frame, firmly being occurred that concrete comes off should remove in time.Injection personnel should adjust the water supply valve of spray gun, control water/binder ratio, make concrete surface smooth, and moistening gloss, without trickling dry spot phenomenon.Wet curing 7d after sprayed mortar final set 2h.Every day, the number of times of water spray should be able to keep sprayed mortar surface wettability.
Cement for flexible pile adopts Portland cement, and label is 42.5, and incorporation is 15%, and water/binder ratio is 1.0.Cement paste water must clean, pollution-free, before slip casting, 30min left and right starts to prepare cement paste.In agitator, fully stir, after stirring, from grout outlet, flow out, net filtration, removes and in slurries, there is no the particle of aquation and magazine after filtration.The slurries that filter enter slush pump, then are pumped into Grouting Pipe.
Cement for rigid pile adopts Portland cement, and label is 42.5, and water/binder ratio is 0.45～0.5.Fines optional stage coordinates reason, quality is hard, particle is pure natural in, coarse sand; Coarse aggregate is selected hard cobble or rubble, and particle diameter is 5mm～15mm.
Work progress quality control method adopts as follows:
1 rig must be smooth firm when in place, and vertical missing is not more than 1%.
2 reinforcing cages are comprised of main muscle and lateral tie, every 2m left and right, reinforcing rib are set.The main tendon protective layer thickness of reinforcing cage should not be less than 35mm, and main tendon protective layer allowable variation is 10mm, and the main muscle of reinforcing cage outside adds piston shoes, to guarantee reinforcement cover.
3 reinforcing cages bottoms lengthen 6 main muscle, interior curved be connected to form bowl-shape, as being connected of vibration core tube and reinforcing cage, bottom transverse stirrup and the reinforcement of main muscle solder joint simultaneously.2～4 Heave Heres are set, and Heave Here lateral tie should be made two hoop reinforcements, while avoiding occurring hanging, snaps.
After 4 rigid pile concretings, concrete strength should meet design requirement, and concrete coagulation is good, must not have the bad phenomenon such as honeycomb, cavity, segregation, crack, interlayer, and concrete must not have unsticking to reveal reinforcing cage phenomenon.
5 rigid pile concrete slumps meet 180mm～220mm, have good workability, caking property and water retention, and the initial setting time take and meets infusion time as principle.
The present invention has significant economic benefit, conventional method is that water-stopping structure is separated with soil-baffling structure, conventionally adopt flexible pile to form water-stop curtain, and being set in flexible pile inner side, rigid pile keeps off soil, and rigid pile can be kept off soil on the one hand in the present invention, again can sealing, rigid pile and flexible pile quantity are far smaller than conventional method, have obvious economic benefit.When rigid pile and flexible pile are constructed in the present invention, do not produce soil compaction effect, when construction, foundation is produced to any subsidiary stress hardly, thereby reduce soil disturbance, very little on surrounding enviroment impact.
The present invention has following characteristics: construction quality is easily guaranteed, and engineering cost is low.Construction Vibration, noise are little, and surrounding enviroment are affected to little short construction period, and supporting effect is better.The present invention is applicable to shallow-layer and has the pattern foundation pit supporting structure in the Soft Clay situation of the hard interbedded layers such as rubble or cobble.
Accompanying drawing explanation
Fig. 1 is process chart, and Fig. 2 is rigid pile and flexible pile plane of arrangement schematic diagram.
Reference numeral: 1, rigid pile, 2, flexible pile.
The specific embodiment
Below in conjunction with accompanying drawing, the present embodiment is described in detail.
Cheng Feng mansion, Wenzhou height is 33m, overall floorage 57880m
2, adopt shear force of frame wall construction, this project excavation of foundation pit degree of depth 5.3m, excavation of foundation pit area is about 5330m
2, geologic report reflection Site Soil has the approximately rubble interlayer of 0.8～1.5m of thickness in 8m left and right, and pattern foundation pit supporting structure is taked hard and soft compound pile foundation ditch construction method for supporting.
Fig. 1 is process chart, and construction sequence comprises:
1 measures unwrapping wire location
Cleaning construction plant after, basic point and the baseline of answering repetition measurement Party A to provide, determine errorless after, according to basic point and baseline, emit concrete stake position again, measuring order in stake position is undertaken by sequence of construction, and stake position should fix, the little 10mm of pile center's line deviation, and carry out surveying record, can construct after accurate.
2 rigs are in place
Rig is answered held stationary, guarantees that in construction, any inclination not occurring moves.For the accurate keyhole degree of depth, control scale should be set in frame, so that observation.
3 rigs draw hole
Pile verticality does not reach requirement, and stake bottom water-stop curtain there will be seepage, does not reach the effect of sealing.In order to control pile verticality, take following measure: on the slideway of rig pile frame, two casings with orientation are set, internal diameter is only greater than drill pipe diameter 10mm, has solved friction and the vibration problems of drilling rod.Self-control gravity Verticality gauge is set in tappet bottom.After a stake centering, in tappet bottom bolster wood compacting, guarantee when the stressed swing of tappet, the frictional force opposing by rig around axle self-locking device and tappet and sleeper generation swings, and stake position is not changed.After pile center's contraposition, drilling rod Uprightness adjusting degree, with transit, detect again drilling rod verticality, and monitoring at any time in boring procedure, guarantee that position error is less than 5mm, construction error is less than 10mm.
Pumps water mud is crept on 4 limits
Get into after desired depth, the soil clearly that must dally in bottom, hole, then stops operating, and pumps water mud limit, limit is carried and is drilled into ground, carries while boring and carries out uniform rotation, makes evenly mix of pumps water mud and soil, forms flexible pile.Soft Soil Layer rate of penetration is 0.8～1m/min, and hard interbedded layer position rate of penetration will slow down, and rate of penetration is 0.2～0.4m/min, if swag phenomenon appears in rig, rate of penetration also will slow down.
5 guncretings
After flexible pile construction, at rigid pile design position, hole at once, get into after desired depth, soil clearly must dally in bottom, hole, then stop operating, pumping of concrete limit, limit is carried and is drilled into ground, and carry while boring and must not rotate, and the lifting that remains a constant speed, guarantee that drill bit is embedded in concrete all the time, prevents broken pile.Because may there be certain intensity at rigid pile and flexible pile interlock position, rate of penetration will slow down, and Soft Soil Layer rate of penetration is 0.5～0.7m/min, and hard interbedded layer position rate of penetration also will slow down, rate of penetration is 0.1～0.3m/min, if swag phenomenon appears in rig, rate of penetration slows down again.
6 insert reinforcing cage
After concreting, by vibrating device, reinforcing cage is inserted to concrete, form rigid pile.Rigid pile and flexible pile plane of arrangement schematic diagram are as shown in Figure 2.Vibrating device adopts low and medium frequency vibrating hammer, and isolation mounting has been installed; Suspension ring are arranged at vibrating hammer top, for lifting by crane vibrating device and large rigidity core pipe; Reinforcing cage aligns circle and is used for fixing and aligns reinforcing cage; Lifting rope lies on vibrating hammer, and for crane lifting, the verticality of guaranteeing that reinforcing cage is laid is handled in employment simultaneously; On vibrating hammer bottom and reinforcing cage, be welded with 2～4 steel loops, penetrate wire rope clamping, lifting reinforcing cage location.The large effective flange of rigidity core is connected on vibrating device, and large rigidity core pipe lower end is pressed in reinforcing cage end, and reinforcing cage upper end and vibrating device flexibly connect, large rigidity core pipe lower ending opening, and pore is opened on middle part, top.
7 do a top concrete capping beam
Stake top concrete capping beam intensity adopts C25 or C30, and stake top concrete capping beam arranges preformed hole at anchor pole position, so that rig is holed.
8 anchor bolt constructions
Adopt down-the-hole drill to hole according to design inclination angle, pitch-row error is not more than 150mm, and hole depth error is not more than 50mm.Holed rear with mortar pump to grout injection in hole, grouting pressure is 0.1～0.2MPa.During slip casting, Grouting Pipe should be inserted apart from about 100mm place at the bottom of hole, with cement paste, inject and slowly extract, to hole full till.Then the reinforcing bar body of rod is inserted and filled with in the boring of cement paste.
9 sprayed mortars for the first time
Bury φ 6 bar dowels of controlling thickness sign underground, use high pressure water washing side slope, moistening side slope surface.First after sieve, pack cement, sand, rubble into spraying machine after by match ratio dry mixing evenly, then start to spray first floor concrete.Spraying operation is answered segmentation and slicing, is carried out successively from top to bottom, during injection shower nozzle be subject to the spray plane should be vertical, keep the distance of 0.8m～1.0m, spray pistol and do Rotating with Uniform motion, even with the concrete compaction that guarantees to eject.Control water/binder ratio well, rebound degree should not be greater than 15%, wet curing after sprayed mortar final set 2h simultaneously.
10 hang gauze wire cloth
With thin wire, 6 reinforcing bar bindings of the φ through straightening are become to reinforced mesh, the crosspoint of steel mesh reinforcement answers colligation solid.
11 sprayed mortars for the second time
With water under high pressure, first floor sprayed mortar face is rinsed well and wetted surface.Second layer concrete injection order is identical with first floor with method of operating.While starting to spray, should reduce shower nozzle and be subject to the distance of spray plane, and adjusting spray angle, to guarantee the density of second layer sprayed mortar.If have in injection, by bar frame, firmly being occurred that concrete comes off should remove in time.Injection personnel should adjust the water supply valve of spray gun, control water/binder ratio, make concrete surface smooth, and moistening gloss, without trickling dry spot phenomenon.Wet curing 7d after sprayed mortar final set 2h.Every day, the number of times of water spray should be able to keep sprayed mortar surface wettability.
In work progress, foundation ditch is monitored, monitoring result shows that foundation pit deformation amount is in prescribed limit, and sedimentation phenomenon does not appear in surrounding road and ground, and implementation result is desirable.
Claims (5)
1. the hard and soft compound pile foundation ditch of a folder hard formation Soft Clay construction method for supporting, is characterized in that utilizing convolution boring through hard interbedded layer, and while getting into projected depth, by swirl vanes cutting weak soil, drilling rod is carried on rotary water jet mud limit, limit, thereby forms flexible pile; Utilize convolution boring through hard interbedded layer, while getting into projected depth, by swirl vanes, concrete is pumped by drill bit bottom, drilling rod is carried to ground in perfusion limit, limit, thereby forms pump pressure plain concrete pile; Sling the subsequently vibrating device that connects, large rigidity core pipe and reinforcing cage, reinforcing cage lower end is inserted in concrete pile body, rely on gravity and vibrating device to drive large rigidity core pipe to vibrate reinforcing cage lower end, make reinforcing cage sink down into projected depth, thereby form rigid pile; The flexible pile of first constructing, the rigid pile of then constructing, rigid pile and flexible pile snap-fit arrangement, form water-stop curtain, and rigid pile not only plays the effect of sealing, has also played the effect of bank protection.
2. according to the hard and soft compound pile foundation ditch of the folder hard formation Soft Clay construction method for supporting described in claim, it is characterized in that construction sequence comprises:
1 measures unwrapping wire location
Cleaning construction plant after, basic point and the baseline of answering repetition measurement Party A to provide, determine errorless after, according to basic point and baseline, emit concrete stake position again, measuring order in stake position is undertaken by sequence of construction, and stake position should fix, the little 10mm of pile center's line deviation, and carry out surveying record, can construct after accurate;
2 rigs are in place
Rig is answered held stationary, guarantees that in construction, any inclination not occurring moves; For the accurate keyhole degree of depth, control scale should be set in frame, so that observation;
3 rigs draw hole
Pumps water mud is crept on 4 limits
Get into after desired depth, the soil clearly that must dally in bottom, hole, then stops operating, and pumps water mud limit, limit is carried and is drilled into ground, carries while boring and carries out uniform rotation, makes evenly mix of pumps water mud and soil, forms flexible pile; Soft Soil Layer rate of penetration is 0.8～1m/min, and hard interbedded layer position rate of penetration will slow down, and rate of penetration is 0.2～0.4m/min, if swag phenomenon appears in rig, rate of penetration also will slow down;
5 guncretings
After flexible pile construction, at rigid pile design position, hole at once, get into after desired depth, soil clearly must dally in bottom, hole, then stop operating, pumping of concrete limit, limit is carried and is drilled into ground, and carry while boring and must not rotate, and the lifting that remains a constant speed, guarantee that drill bit is embedded in concrete all the time, prevents broken pile; Because may there be certain intensity at rigid pile and flexible pile interlock position, rate of penetration will slow down, and Soft Soil Layer rate of penetration is 0.5～0.7m/min, and hard interbedded layer position rate of penetration also will slow down, rate of penetration is 0.1～0.3m/min, if swag phenomenon appears in rig, rate of penetration slows down again;
6 insert reinforcing cage
After concreting, by vibrating device, reinforcing cage is inserted to concrete, form rigid pile;
7 do a top concrete capping beam
Stake top concrete capping beam intensity adopts C25 or C30, and stake top concrete capping beam arranges preformed hole at anchor pole position, so that rig is holed;
8 anchor bolt constructions
Adopt down-the-hole drill to hole according to design inclination angle, pitch-row error is not more than 150mm, and hole depth error is not more than 50mm; Holed rear with mortar pump to grout injection in hole, grouting pressure is 0.1～0.2MPa; During slip casting, Grouting Pipe should be inserted apart from about 100mm place at the bottom of hole, with cement paste, inject and slowly extract, to hole full till; Then the reinforcing bar body of rod is inserted and filled with in the boring of cement paste;
9 sprayed mortars for the first time
Bury φ 6 bar dowels of controlling thickness sign underground, use high pressure water washing side slope, moistening side slope surface; First after sieve, pack cement, sand, rubble into spraying machine after by match ratio dry mixing evenly, then start to spray first floor concrete; Spraying operation is answered segmentation and slicing, is carried out successively from top to bottom, during injection shower nozzle be subject to the spray plane should be vertical, keep the distance of 0.8m～1.0m, spray pistol and do Rotating with Uniform motion, even with the concrete compaction that guarantees to eject; Control water/binder ratio well, rebound degree should not be greater than 15%, wet curing after sprayed mortar final set 2h simultaneously;
10 hang gauze wire cloth
With thin wire, 6 reinforcing bar bindings of the φ through straightening are become to reinforced mesh, the crosspoint of steel mesh reinforcement answers colligation solid;
11 sprayed mortars for the second time
With water under high pressure, first floor sprayed mortar face is rinsed well and wetted surface; Second layer concrete injection order is identical with first floor with method of operating; While starting to spray, should reduce shower nozzle and be subject to the distance of spray plane, and adjusting spray angle, to guarantee the density of second layer sprayed mortar; If have in injection, by bar frame, firmly being occurred that concrete comes off should remove in time; Injection personnel should adjust the water supply valve of spray gun, control water/binder ratio, make concrete surface smooth, and moistening gloss, without trickling dry spot phenomenon.
3. according to the hard and soft compound pile foundation ditch of the folder hard formation Soft Clay construction method for supporting described in claim, it is characterized in that on the slideway of rig pile frame, two casings with orientation are set, and internal diameter is only greater than drill pipe diameter 10mm, has solved friction and the vibration problems of drilling rod; Self-control gravity Verticality gauge is set in tappet bottom; After a stake centering, in tappet bottom bolster wood compacting, guarantee when the stressed swing of tappet, the frictional force opposing by rig around axle self-locking device and tappet and sleeper generation swings, and stake position is not changed; After pile center's contraposition, drilling rod Uprightness adjusting degree, with transit, detect again drilling rod verticality, and monitoring at any time in boring procedure, guarantee that position error is less than 5mm, construction error is less than 10mm.
4. according to the hard and soft compound pile foundation ditch of the folder hard formation Soft Clay construction method for supporting described in claim, it is characterized in that vibrating device adopts low and medium frequency vibrating hammer, and isolation mounting has been installed; Suspension ring are arranged at vibrating hammer top, for lifting by crane vibrating device and large rigidity core pipe; Reinforcing cage aligns circle and is used for fixing and aligns reinforcing cage; Lifting rope lies on vibrating hammer, and for crane lifting, the verticality of guaranteeing that reinforcing cage is laid is handled in employment simultaneously; On vibrating hammer bottom and reinforcing cage, be welded with 2～4 steel loops, penetrate wire rope clamping, lifting reinforcing cage location; The large effective flange of rigidity core is connected on vibrating device, and large rigidity core pipe lower end is pressed in reinforcing cage end, and reinforcing cage upper end and vibrating device flexibly connect, large rigidity core pipe lower ending opening, and pore is opened on middle part, top.
5. according to the hard and soft compound pile foundation ditch of the folder hard formation Soft Clay construction method for supporting described in claim, it is characterized in that wet curing 7d after sprayed mortar final set 2h; Every day, the number of times of water spray should be able to keep sprayed mortar surface wettability.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410164052.2A CN103938637B (en) | 2014-04-14 | 2014-04-14 | Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410164052.2A CN103938637B (en) | 2014-04-14 | 2014-04-14 | Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103938637A true CN103938637A (en) | 2014-07-23 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104264688A (en) * | 2014-10-22 | 2015-01-07 | 广州市城市规划勘测设计研究院 | Manual hole digging non-uniform pile support construction technology |
| CN105887890A (en) * | 2016-04-14 | 2016-08-24 | 广州市鲁班建筑集团股份有限公司 | Plastic pile, construction method of plastic pile and foundation pit supporting watertight seal structure |
| CN106761814A (en) * | 2017-02-08 | 2017-05-31 | 海南大学 | A kind of pipe curtain and bamboo reinforcement grouted anchor bar combined retaining structure and method |
| CN107587502A (en) * | 2017-09-23 | 2018-01-16 | 北京建材地质工程有限公司 | A kind of spiral-digging pore pressure pour water soil occlusion curtain pile construction method |
| CN110080238A (en) * | 2018-12-07 | 2019-08-02 | 深圳市工勘岩土集团有限公司 | Deep one meat or fish dyadic combined type pile forming method of loose Backfilled Stone Layer interlocking pile |
| CN112323773A (en) * | 2020-11-26 | 2021-02-05 | 中国铁路设计集团有限公司 | Rigid-flexible composite uplift pile and installation method thereof |
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| CN101328712A (en) * | 2008-07-29 | 2008-12-24 | 上海市第二建筑有限公司 | Construction method of interlocking pile for soft soil and soil layer with obstacle |
| KR101159755B1 (en) * | 2008-08-29 | 2012-06-28 | 주식회사 이엔지건설엔지니어링 | Finishing block and Retaining wall using the same |
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| CN202626978U (en) * | 2012-04-10 | 2012-12-26 | 中冶建筑研究总院有限公司 | Cemented soil secant pile group, diaphragm wall constituted by same and building foundation pit support system constituted by cemented soil secant pile group |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104264688A (en) * | 2014-10-22 | 2015-01-07 | 广州市城市规划勘测设计研究院 | Manual hole digging non-uniform pile support construction technology |
| CN105887890A (en) * | 2016-04-14 | 2016-08-24 | 广州市鲁班建筑集团股份有限公司 | Plastic pile, construction method of plastic pile and foundation pit supporting watertight seal structure |
| CN106761814A (en) * | 2017-02-08 | 2017-05-31 | 海南大学 | A kind of pipe curtain and bamboo reinforcement grouted anchor bar combined retaining structure and method |
| CN107587502A (en) * | 2017-09-23 | 2018-01-16 | 北京建材地质工程有限公司 | A kind of spiral-digging pore pressure pour water soil occlusion curtain pile construction method |
| CN110080238A (en) * | 2018-12-07 | 2019-08-02 | 深圳市工勘岩土集团有限公司 | Deep one meat or fish dyadic combined type pile forming method of loose Backfilled Stone Layer interlocking pile |
| CN112323773A (en) * | 2020-11-26 | 2021-02-05 | 中国铁路设计集团有限公司 | Rigid-flexible composite uplift pile and installation method thereof |
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| CN103938637B (en) | 2016-04-06 |
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