CN104563098B - A kind of super-large diameter all steel casing does operation pore-creating filling pile construction method - Google Patents
A kind of super-large diameter all steel casing does operation pore-creating filling pile construction method Download PDFInfo
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- CN104563098B CN104563098B CN201510029877.8A CN201510029877A CN104563098B CN 104563098 B CN104563098 B CN 104563098B CN 201510029877 A CN201510029877 A CN 201510029877A CN 104563098 B CN104563098 B CN 104563098B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses a kind of super-large diameter all steel casing and do operation pore-creating filling pile construction method, comprise following step: step a, measuring stake position; Step b, bury aperture steel pile casting underground; Step c, excavation second segment stake holes; Steps d, in second segment stake holes, hang in interior steel pile casting, and the gap location between second segment stake holes and interior steel pile casting fills clay, the external diameter of described interior steel pile casting is less than the internal diameter of second segment stake holes, and the lower surface of described interior steel pile casting is supported on the bearing stratum of basement rock; The below excavation of steps d, downwards second segment stake holes and reaming are until predetermined depth, concreting, by excavating two sections of stake holes, mode in conjunction with rotary drilling rig pore-forming successively, compared to the mode of manual digging pile construction, there is the beneficial effects such as safety is better, efficiency of construction is high, labour intensity is little.
Description
Technical field
The present invention relates to a kind of pore-creating filling pile construction method, all steel casing being particularly useful for super-large diameter (stake footpath is greater than drilling bit of rotary-digging drilling rig maximum gauge) does operation pore-creating filling pile construction method.
Background technology
Specify according to specification " technical code for building pile foundation " JGJ94-2008: in building pile foundation work progress, by stake footpath (intended diameter d) magnitude classification, following three classes can be divided into: (1) Small Diameter Pile: d≤250mm; (2) intermediate diameters stake: 250mm < d < 800mm; (3) large diameter pile: d >=800mm; and in practice of construction process; often the situation of super-large diameter stake (if diameter is 2600mm, 2800mm) can be run into; bottom it, enlarged footing diameter dimension reaches 5500mm; and; its engineering geological conditions is poor, mainly miscellaneous fill, clay, silty clay, argillaceous sandstone etc., and groundwater table is higher.
Because stake footpath is excessive, existing rotary drilling rig hole forming method (that is: uses the self-contained drilling rod of rig to carry out mechanical hole building, the degree of depth carries out reaming again to pile after reaching designing requirement), because of the enlarged footing size that reamer constructs, reamer is difficult to reach large diameter pile in this engineering that machinery is self-contained, be difficult to the practice of construction needs meeting above-mentioned operating mode, and it also also exists comparatively large to bearing stratum disturbance in reaming work progress, pile bottom sediment and is not easy to check weak points such as controlling, bearing capacity of single pile is low.
In prior art, usually adopting applicable for above-mentioned operating mode is the method for manually digging hole, although it has in formation of pile little to soil property disturbance around in hole, noise is little, be convenient to check with pile body hole wall close contact end bearing pile bearing stratum, pile bottom sediment should control, the advantages such as quality easily ensures, but the defect of the method is: security control difficulty is larger, construction risk is high, and dig 1m usually and just must carry out concrete guard wall construction, labour intensity is large, duration is longer, and safety measure costly.
Summary of the invention
The object of the invention is to: for above-mentioned weak point, provide that a kind of work progress safety is good, efficiency of construction is high and the super-large diameter all steel casing that effectively can reduce hand labor intensity does operation pore-creating filling pile construction method.
In order to realize foregoing invention object, the invention provides following technical scheme:
A kind of super-large diameter all steel casing does operation pore-creating filling pile construction method, comprises following step:
Step a, measuring stake position;
Step b, bury aperture steel pile casting underground: first dig out first paragraph stake holes in stake position, again aperture steel pile casting is hung in first paragraph stake holes, regulate the position of aperture steel pile casting until concentric with first paragraph stake holes, the diameter of described aperture steel pile casting is less than the internal diameter of first paragraph stake holes, one deck clay has been filled in the bottom of described first paragraph stake holes, and the gap location between aperture steel pile casting and first paragraph stake holes fills clay, the lower surface of described aperture steel pile casting is arranged at the bottom of the hole of first paragraph stake holes;
Step c, excavation second segment stake holes: dig out second segment stake holes downwards by first paragraph stake holes, the aperture of described second segment stake holes is less than the internal diameter of aperture steel pile casting, and the bottom of described second segment stake holes is positioned at the top of the bearing stratum of basement rock;
Steps d, in second segment stake holes, hang in interior steel pile casting, and the gap location between second segment stake holes and interior steel pile casting fills clay, the external diameter of described interior steel pile casting is less than the internal diameter of second segment stake holes, and the lower surface of described interior steel pile casting is supported on the bearing stratum of basement rock;
The below of step e, downwards second segment stake holes excavate and reaming until predetermined depth, concreting.
Adopt said method, by excavating two sections of stake holes successively, in conjunction with the mode of rotary drilling rig pore-forming, compared to the mode of manual digging pile construction, there is safety better, efficiency of construction is high, labour intensity is little waits beneficial effect, and the mode of aperture steel pile casting and interior steel pile casting is set in first paragraph stake holes and second segment stake holes, there is correcting drilling tool, control stake position, isolation ground seepage, prevent aperture from caving in, raise the beneficial effect of hydrostatic head and fixing reinforcing cage in hole, and aperture steel pile casting and interior steel pile casting all support by the vertical supporting power below it, (as first paragraph stake holes is supported in second segment stake holes top end face, second segment stake holes is supported in basement rock bearing stratum), there is constitutionally stable beneficial effect.
Preferably, in described step e, when concreting is to the top of second segment stake holes, with crane, interior steel pile casting is extracted, then continue upwards concreting; When concreting is to the top of first paragraph stake holes, with crane, aperture steel pile casting is extracted.Adopt such method, effectively can promote quality of concreting.
Preferably, in described step e, when stake end preset reaming size equal the maximum radial dimension of reaming bit time, after the drilling depth of the drill bit that fetches earth of rig reaches the bearing stratum of basement rock, the drill bit that fetches earth being arranged at drill rod end is changed, changes reaming bit, utilize brill torsion of bar power to revolve cutout afterwards and cut the soil body, described reaming bit is radially expanded in working angles, opens completely to DS drill, completes reaming construction.Adopt such method, when stake end preset reaming size be not more than the maximum outside diameter of reaming bit preset in place time, directly crept into the mode pore-forming of excavation by reaming bit, there is the beneficial effect that efficiency of construction is high, labour intensity is little, safety is high.
Preferably, in described step e, when stake end preset reaming size be greater than the maximum radial dimension of reaming bit time, after the drilling depth of the drill bit that fetches earth of rig reaches the bearing stratum of basement rock, the drill bit that fetches earth being arranged at drill rod end is changed, change reaming bit, utilize brill torsion of bar power to revolve cutout and cut the soil body, described reaming bit is radially expanded in working angles, opens completely to DS drill, remaining construction is completed, until aperture reaches stake end preset reaming size again with artificial reaming.
Adopt such method, carry out " slightly digging " by reaming bit, be aided with the mode of artificial reaming " refine ", overcome the reaming bit preset in construction plant be less than stake end when presetting reaming size, cannot the defect of direct pore-forming, and compared to the mode of pure hand digging, there is the beneficial effect that efficiency of construction is high, labour intensity is little, and by arranging the mode of aperture steel pile casting and interior steel pile casting, effectively prevent the soil body and caving in, improve working security.
Preferably, in described step e, the method for artificial reaming is reaming piecemeal from top to bottom, completes reaming at Ge Duanzhongyou center to surrounding.
Preferably, between described aperture steel pile casting and first paragraph stake holes clay and between interior steel pile casting and second segment stake holes the proportion of clay be 1.1 ~ 1.3, the viscosity of described clay is 19 ~ 28pa.s.
Preferably, in step e, before concreting, arrange at drill rod end and flatly drag for sand drilling bucket and the loosened soil of Large stone at the bottom of cleaning eye or mudstone sediment, cleared up rear lining rope and measured hole depth until preset value.
Preferably, in described step e, concrete is poured into downwards from storage bin(hopper) by conduit, the first filling amount v>=(h of concrete
1+ h
2) × π D
2/ 4+h
3× π d
2/ 4, wherein, v is the first batch of concrete requirement of perfusion, and D is stake holes diameter, h
1for at the bottom of stake holes to conduit bottom spacing, h
2the first buried depth of-conduit, d is catheter diameter, h
3for stake holes inner concrete reaches buried depth h
2time, conduit inner concrete end face pours the discrepancy in elevation of building rear stake inner concrete end face with first.
Preferably, the h in described step e
3≡ H × W/C, wherein headed by H, the height of rear stake inner concrete end face apart from stake end face built by tank, and W is mud balance in stake holes, and C is concrete density.
Owing to have employed technique scheme, the invention has the beneficial effects as follows: by excavating two sections of stake holes successively, in conjunction with the mode of rotary drilling rig pore-forming, compared to the mode of manual digging pile construction, there is safety better, efficiency of construction is high, labour intensity is little waits beneficial effect, and the mode of aperture steel pile casting and interior steel pile casting is set in first paragraph stake holes and second segment stake holes, there is correcting drilling tool, control stake position, isolation ground seepage, prevent aperture from caving in, raise the beneficial effect of hydrostatic head and fixing reinforcing cage in hole, and aperture steel pile casting and interior steel pile casting all support by the vertical supporting power below it, (as first paragraph stake holes is supported in second segment stake holes top end face, second segment stake holes is supported in basement rock bearing stratum), there is constitutionally stable beneficial effect.
Accompanying drawing explanation
Fig. 1 is the structural representation of first paragraph stake holes and aperture steel pile casting in the present invention;
Fig. 2 is the structural representation of second segment stake holes in the present invention;
Fig. 3 is the structural representation of interior steel pile casting cloth postpone in the present invention;
Fig. 4 is filling concrete structural representation in the present invention;
Fig. 5 is structural representation when being hung out by interior steel pile casting in the present invention;
Fig. 6 is structural representation when being hung out by aperture steel pile casting in the present invention.
Reference numeral: first paragraph stake holes-1; Steel pile casting-2, aperture; Second segment stake holes-3; Interior steel pile casting-4; Conduit-5; Wire rope-6.
Detailed description of the invention
A kind of super-large diameter all steel casing does operation pore-creating filling pile construction method, comprises following step:
Step a, measuring stake position; In the present embodiment behind measuring stake position, by driller insertion, the rig of the present embodiment is rotary drilling rig, the chassis of rotary drilling rig is provided with telescopic automatic leveling device, and in operating room, has instrument accurately to show electronical reading, when drill bit align piles position central cross line, every data and lockable, do not need to adjust, after driller insertion, bit central and pile center should align accurately, and error should control in 2cm again.
The present embodiment produces moment of torsion by all hydraulic unit head of rotary drilling rig, and provide the pressure of the drill power by the hydraulic jack be arranged on drilling cramp, these two parts are passed to drill bit by telescopic drill rod, and the boring mud under boring is filled with the drilling bucket that bottom is provided with active baffle plate, outside being portalled by master winch promotion.
Step b, bury aperture steel pile casting 2 underground: as shown in Figure 1, first first paragraph stake holes 1 is dug out in stake position, again aperture steel pile casting 2 is hung in first paragraph stake holes 1, regulate the position of aperture steel pile casting 2 until concentric with first paragraph stake holes 1, the diameter of aperture steel pile casting 2 is less than the internal diameter of first paragraph stake holes 1, one deck clay has been filled in the bottom of first paragraph stake holes 1, and the gap location between aperture steel pile casting 2 and first paragraph stake holes 1 fills clay, the lower surface of aperture steel pile casting 2 is arranged at the bottom of the hole of first paragraph stake holes 1, in the present embodiment, the degree of depth of first paragraph stake holes 1 is 5m, the thickness of aperture steel pile casting 2 is more than or equal to 20mm, after aperture steel pile casting 2 is installed, it has correcting drilling tool, control stake position, isolation ground seepage, prevent aperture from caving in, raise the effect such as hydrostatic head and fixing reinforcing cage in hole.
In the present embodiment, the concrete steps of step b are as follows: first, control stake buried underground by the orthogonal cross hairs crossing central point intending installing 80 ~ 100cm outside aperture steel pile casting 2, then outside stake position, dig out the first paragraph stake holes 1 of 60cm larger than aperture steel pile casting 2, its degree of depth is 0.2m, fill the thick clay of 20cm at the end, hole, compacting, then hangs in inlet hole by aperture steel pile casting 2 wire rope 6, hang in process, first the center of circle of aperture steel pile casting 2 is found out, in the present embodiment, adopting draws the mode of orthogonal cross hairs to find out this center of circle, then by controlling the method for stake setting-out, find out Zhuan Wei center, mobile aperture steel pile casting 2, make center and the stake position center superposition of aperture steel pile casting 2, use simultaneously spirit level (or messenger wire pendant) verify casing vertically after, aperture steel pile casting 2 top more than 0.3m above ground level now, again to the clay that aperture steel pile casting 2 surrounding backfill water content is applicable to, compaction in layers, ram the deflection that will prevent aperture steel pile casting 2 when filling out, after aperture steel pile casting 2 is buried underground, check aperture steel pile casting 2 centre deviation, when centre deviation is in preset range, can be in place and spud in by drilling-machine shifter.
In the present embodiment, after step b, draining is carried out in first paragraph stake holes 1, the method of draining is: arrange open drain in the foundation ditch surrounding of stake position, spacing between the foundation ditch of open drain and stake position is 30m ~ 40m, ater-casting is drawn foundation ditch position and is arranged collecting well more afterwards, the underground water (water in first paragraph stake holes 1) that foundation ditch is oozed out, rainwater converges in collecting well by gutter, then discharged with water pump, in the present embodiment, before step c, by tube well dewatering method, artificial rainmaking is carried out to the region near second segment stake holes 3, 19 mouthfuls of dewatering wells are had in the outer setting of second segment stake holes 3, the well spacing of dewatering well is 17m ~ 18m, the degree of depth of dewatering well is 15m, the aperture of dewatering well is 800mm, dewatering well adopts rotary drilling rig pore-forming, and drawn water by submersible pump, sandstone backfills is used after precipitation completes.
Step c, excavation second segment stake holes 3: as shown in Figure 2, dig out second segment stake holes 3 downwards by first paragraph stake holes 1, the aperture of second segment stake holes 3 is less than the external diameter of aperture steel pile casting 2, and the bottom of second segment stake holes 3 is positioned at the top of the bearing stratum of basement rock;
Steps d, in second segment stake holes 3, hang in interior steel pile casting 4, and the gap location between second segment stake holes 3 and interior steel pile casting 4 fills clay, as shown in Figure 3, the external diameter of interior steel pile casting 4 is less than the internal diameter of second segment stake holes 3, and the lower surface of interior steel pile casting 4 is supported on the bearing stratum of basement rock; In this step, the degree of depth of interior steel pile casting 4 is determined according to buried depth of bedrock, the diameter 140mm larger than the stake footpath of second segment stake holes 3 of interior steel pile casting 4, the steel plate thickness of interior steel pile casting 4 is not less than 20mm, the interior steel pile casting 4 of the present embodiment has correcting drilling tool, controls stake position, isolates ground water seepage, prevents hole wall collapse, raises the effect such as hydrostatic head and fixing reinforcing cage in hole, because interior steel pile casting 4 is longer, with brill with putting, to entering basement rock to interior steel pile casting 4, check position, hole at any time.
The below of step e, downwards second segment stake holes 3 excavate and reaming until predetermined depth, concreting.
As shown in Figure 4 to shown in Fig. 6, interior steel pile casting 4, in step e, when concreting is to the top of second segment stake holes 3, is extracted with crane, then is continued upwards concreting by the present embodiment; When concreting is to the top of first paragraph stake holes 1, with crane, aperture steel pile casting 2 is extracted, effectively can promote quality of concreting.
The present embodiment is in step e, when stake end preset reaming size equal the maximum radial dimension of reaming bit time, after the drilling depth of the drill bit that fetches earth of rig reaches the bearing stratum of basement rock, the drill bit that fetches earth being arranged at drill rod end is changed, change reaming bit, utilize brill torsion of bar power to revolve cutout afterwards and cut the soil body, reaming bit is radially expanded in working angles, open completely to DS drill, complete reaming construction, when stake end preset reaming size be not more than the maximum outside diameter of reaming bit preset in place time, the mode pore-forming of excavation is directly crept into by reaming bit, there is efficiency of construction high, labour intensity is little, the beneficial effect that safety is high.
The present embodiment is in step e, when stake end preset reaming size be greater than the maximum radial dimension of reaming bit time, after the drilling depth of the drill bit that fetches earth of rig reaches the bearing stratum of basement rock, the drill bit that fetches earth being arranged at drill rod end is changed, change reaming bit, utilize brill torsion of bar power to revolve cutout and cut the soil body, reaming bit is radially expanded in working angles, open completely to DS drill, remaining construction is completed again with artificial reaming, until aperture reaches stake end preset reaming size, undertaken " slightly digging " by reaming bit, be aided with the mode of artificial reaming " refine ", overcome the reaming bit preset in construction plant and be less than stake end when presetting reaming size, cannot the defect of direct pore-forming, and compared to the mode of pure hand digging, there is efficiency of construction high, the beneficial effect that labour intensity is little, and by arranging the mode of aperture steel pile casting 2 and interior steel pile casting 4, effectively prevent the soil body to cave in, improve working security.
The present embodiment is in step e, and the method for artificial reaming is reaming piecemeal from top to bottom, completes reaming at Ge Duanzhongyou center to surrounding.
Between the aperture steel pile casting 2 of the present embodiment and first paragraph stake holes 1 clay and between interior steel pile casting 4 and second segment stake holes 3 proportion of clay be 1.1 ~ 1.3, the viscosity of clay is 19 ~ 28pa.s.
The present embodiment, in step e, before concreting, arranges at drill rod end and flatly drags for sand drilling bucket and the loosened soil of Large stone at the bottom of cleaning eye or mudstone sediment, has cleared up rear lining rope and has measured hole depth until preset value.
In the present embodiment step e, concrete is poured into downwards from storage bin(hopper) by conduit 5, first filling amount v >=(the h1+h2) × π D2/4+h3 × π d2/4 of concrete, wherein, v is the first batch of concrete requirement of perfusion, D is stake holes diameter, h1 is to conduit 5 bottom spacing at the bottom of stake holes, the first buried depth of h2-conduit 5, and d is conduit 5 internal diameter, h3 is stake holes inner concrete when reaching buried depth h2, and conduit 5 inner concrete end face pours the discrepancy in elevation of building rear stake inner concrete end face with first.
H3 ≡ H × W/C in the present embodiment step e, wherein headed by H, the height of rear stake inner concrete end face apart from stake end face built by tank, and W is mud balance in stake holes, and C is concrete density.
In the present embodiment, after step e, detect the pile foundation in first paragraph stake holes 1 and second segment stake holes 3, detection method comprises strain detecting, ultrasound examination, drill core test and Rock Foundation Test Under Static Pressure.
Excavation in the present embodiment and reaming adopt mud off pore-forming working system or steel pile casting retaining wall to do working system, when adopting the construction of mud off pore-forming working system, adopt cohesive soil slurrying, slurrying is concentrated after mud pit is set at the construction field (site), and with slush pump, the mud in mud pit is delivered in the stake holes of construction, the mud balance of the present embodiment is 1.1 ~ 1.3, viscosity is 19 ~ 28pa.s, control 1.20 ~ 1.25 at boulder bed specific gravity of mud, with slush pump, mud pumpback to mud pit is used for the boring of next pile during grout, mud pit is connected with pulping pond and mud purifying device and Slarry cycling appts.
The concrete boring method of the present embodiment is as follows: first by driller insertion, namely start after slurrying is qualified to creep into, the moment of torsion provided by rotating disk is provided with in the drilling bucket press-in soil of telescopic drill rod by one, drilling bucket bottom door is equipped with oblique bucket tooth to be used for cutting the soil body, when creeping into, every footage per round trip is 60cm, revolve in the process of digging in aperture 5m ~ 8m section and monitor verticality by control panel and correction in time, often dig a pipeful of while to slip casting in hole, head in hole is kept certain height, to increase pressure, ensure the quality of retaining wall.When creeping into, utilize the deadweight of drill bit by arranging depression bar in the oblique bucket tooth rotated incision soil or on drilling bucket top, by oblique bucket tooth incision soil, active baffle plate is also provided with in the bottom of drilling bucket, the cut soil body can not fall after rise after can be made to enter drilling bucket, treat to fill after soil in drilling bucket, stop applying moment of torsion, lift bucket abandons quarrel nearby, and by loader scraper to appointed place.
Creeping at a slow speed when the present embodiment is by spudding in, making hole wall solid, vertical, round and smooth, preventing aperture from caving in, when hole can play the guiding role originally, more normally creeping into.
The present embodiment, in boring procedure, according to different geological conditions, can select four kinds of drill bits: shoveling drill bit, drill bit of digging sand, cylinder bore, augers.
Boring earthwork method for cleaning after the present embodiment boring is as follows: arrange digging machine and loader at the scene, and the earthwork that drilled as holes is taken out is removed with digging machine and loader immediately and transported outward to limit, field.
Pass through said method, by excavating two sections of stake holes successively, in conjunction with the mode of rotary drilling rig pore-forming, compared to the mode of manual digging pile construction, there is safety better, efficiency of construction is high, labour intensity is little waits beneficial effect, and the mode of aperture steel pile casting 2 and interior steel pile casting 4 is set in first paragraph stake holes 1 and second segment stake holes 3, there is correcting drilling tool, control stake position, isolation ground seepage, prevent aperture from caving in, raise the beneficial effect of hydrostatic head and fixing reinforcing cage in hole, and aperture steel pile casting 2 and interior steel pile casting 4 all support by the vertical supporting power below it, (as first paragraph stake holes 1 is supported in second segment stake holes 3 top end face, second segment stake holes 3 is supported in basement rock bearing stratum), there is constitutionally stable beneficial effect.
The present invention is described in further detail for binding tests example and detailed description of the invention above.But this should be interpreted as that the scope of the above-mentioned theme of the present invention is only limitted to following embodiment, all technology realized based on content of the present invention all belong to scope of the present invention.
The present invention is not limited to aforesaid detailed description of the invention.The present invention expands to any new feature of disclosing in this manual or any combination newly, and the step of the arbitrary new method disclosed or process or any combination newly.
Claims (7)
1. super-large diameter all steel casing does an operation pore-creating filling pile construction method, it is characterized in that, comprises following step:
Step a, measuring stake position;
Step b, bury aperture steel pile casting underground: first dig out first paragraph stake holes in stake position, again aperture steel pile casting is hung in first paragraph stake holes, regulate the position of aperture steel pile casting until concentric with first paragraph stake holes, the diameter of described aperture steel pile casting is less than the internal diameter of first paragraph stake holes, one deck clay has been filled in the bottom of described first paragraph stake holes, and the gap location between aperture steel pile casting and first paragraph stake holes fills clay, the lower surface of described aperture steel pile casting is arranged at the bottom of the hole of first paragraph stake holes;
Step c, excavation second segment stake holes: dig out second segment stake holes downwards by first paragraph stake holes, the aperture of described second segment stake holes is less than the internal diameter of aperture steel pile casting, and the bottom of described second segment stake holes is positioned at the top of the bearing stratum of basement rock;
Steps d, in second segment stake holes, hang in interior steel pile casting, and the gap location between second segment stake holes and interior steel pile casting fills clay, the external diameter of described interior steel pile casting is less than the internal diameter of second segment stake holes, and the lower surface of described interior steel pile casting is supported on the bearing stratum of basement rock;
The below of step e, downwards second segment stake holes excavate and reaming until predetermined depth, concreting; When stake end preset reaming size equal the maximum radial dimension of reaming bit time, after the drilling depth of the drill bit that fetches earth of rig reaches the bearing stratum of basement rock, the drill bit that fetches earth being arranged at drill rod end is changed, change reaming bit, utilize brill torsion of bar power to revolve cutout afterwards and cut the soil body, described reaming bit is radially expanded in working angles, until reaming bit opens completely, completes reaming construction; Or when stake end preset reaming size be greater than the maximum radial dimension of reaming bit time, after the drilling depth of the drill bit that fetches earth of rig reaches the bearing stratum of basement rock, the drill bit that fetches earth being arranged at drill rod end is changed, change reaming bit, utilize brill torsion of bar power to revolve cutout and cut the soil body, described reaming bit is radially expanded in working angles, until reaming bit opens completely, remaining construction is completed, until aperture reaches stake end preset reaming size again with artificial reaming.
2. super-large diameter all steel casing according to claim 1 does operation pore-creating filling pile construction method, it is characterized in that: in described step e, when concreting is to the top of second segment stake holes, with crane, interior steel pile casting is extracted, then continue upwards concreting; When concreting is to the top of first paragraph stake holes, with crane, aperture steel pile casting is extracted.
3. super-large diameter all steel casing according to claim 2 does operation pore-creating filling pile construction method, it is characterized in that: in described step e, and the method for artificial reaming is reaming piecemeal from top to bottom, completes reaming at Ge Duanzhongyou center to surrounding.
4. do operation pore-creating filling pile construction method according to super-large diameter all steel casing according to claim 3, it is characterized in that: between described aperture steel pile casting and first paragraph stake holes clay and between interior steel pile casting and second segment stake holes the proportion of clay be 1.1 ~ 1.3, the viscosity of described clay is 19 ~ 28pa.s.
5. super-large diameter all steel casing according to claim 4 does operation pore-creating filling pile construction method, it is characterized in that: in step e, before concreting, arrange at drill rod end and flatly drag for sand drilling bucket and the loosened soil of Large stone at the bottom of cleaning eye or mudstone sediment, cleared up rear lining rope and measured hole depth until preset value.
6. do operation pore-creating filling pile construction method according to super-large diameter all steel casing according to claim 5, it is characterized in that: in described step e, concrete is poured into downwards by conduit from storage bin(hopper), the first filling amount v>=(h of concrete
1+ h
2) × π D
2/ 4+h
3× π d
2/ 4, wherein, v is the first batch of concrete requirement of perfusion, and D is stake holes diameter, h
1for at the bottom of stake holes to conduit bottom spacing, h
2the first buried depth of-conduit, d is catheter diameter, h
3for stake holes inner concrete reaches buried depth h
2time, conduit inner concrete end face pours the discrepancy in elevation of building rear stake inner concrete end face with first.
7. super-large diameter all steel casing according to claim 6 does operation pore-creating filling pile construction method, it is characterized in that: the h in described step e
3≡ H × W/C, wherein pour headed by H and build the height of rear stake inner concrete end face apart from stake end face, W is mud balance in stake holes, and C is concrete density.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510029877.8A CN104563098B (en) | 2015-01-21 | 2015-01-21 | A kind of super-large diameter all steel casing does operation pore-creating filling pile construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510029877.8A CN104563098B (en) | 2015-01-21 | 2015-01-21 | A kind of super-large diameter all steel casing does operation pore-creating filling pile construction method |
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| Publication Number | Publication Date |
|---|---|
| CN104563098A CN104563098A (en) | 2015-04-29 |
| CN104563098B true CN104563098B (en) | 2016-01-20 |
Family
ID=53080111
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| CN105113491B (en) * | 2015-09-25 | 2017-05-31 | 黄国庆 | A kind of construction method of pore-creating filling pile |
| CN105386444B (en) * | 2015-11-23 | 2018-06-26 | 江创葵 | A kind of basis pile pore-forming device and forming hole method |
| CN106014262B (en) * | 2016-06-08 | 2018-06-29 | 叶晓明 | A kind of expanding method of the non-circular impact Counterboring apparatus of drilled pile |
| CN106545007B (en) * | 2016-10-09 | 2019-06-04 | 中交第二航务工程局有限公司 | The method of pile in the stratum that lower part is hard rock stratum |
| CN107083771B (en) * | 2017-06-15 | 2018-10-26 | 中铁六局集团天津铁路建设有限公司 | A kind of drilling construction method of artificial digging pile |
| CN109853530B (en) * | 2019-01-21 | 2021-05-04 | 中建五局土木工程有限公司 | Bridge supporting structure and bridge pile foundation construction process for increasing pile foundation flexibility |
| CN110565634A (en) * | 2019-09-06 | 2019-12-13 | 重庆中科建设（集团）有限公司 | Method for repeatedly constructing and utilizing ultra-long steel casing |
| CN110499774A (en) * | 2019-09-12 | 2019-11-26 | 中铁一局集团厦门建设工程有限公司 | A kind of artificial digging pile water sealing structure and manual digging pile construction method |
| CN111395330B (en) * | 2020-03-07 | 2022-03-18 | 长江三峡通航管理局 | Construction method for concrete cast-in-situ bored pile complete steel casing penetrating through underground gallery |
| CN111733813A (en) * | 2020-07-16 | 2020-10-02 | 湖南建工集团有限公司 | One-column one-pile manual and mechanical dry operation combined hole forming construction method |
| CN112281822A (en) * | 2020-09-03 | 2021-01-29 | 宁波汇洲生态建设有限公司 | Municipal soft foundation road reinforcing method |
| CN112160316B (en) * | 2020-09-14 | 2022-01-04 | 浙江中正岩土技术有限公司 | Construction method of immersed tube cast-in-place pile |
| CN114351694A (en) * | 2022-01-17 | 2022-04-15 | 中国五冶集团有限公司 | Foundation pile foundation pore-forming construction method |
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| JPS59161515A (en) * | 1983-03-04 | 1984-09-12 | Fujita Corp | Construction of hollow on-site concrete pile |
| CN103233465B (en) * | 2013-05-06 | 2016-05-11 | 中国建筑第八工程局有限公司 | Collimate permanent dot structure and construction method thereof |
| CN103806444A (en) * | 2014-02-14 | 2014-05-21 | 浙江省建工集团有限责任公司 | Soft soil layer rotary excavating pile construction method |
| CN204059390U (en) * | 2014-04-16 | 2014-12-31 | 青岛理工大学 | Double-casing cast-in-situ bored pile for strongly corrosive saline soil |
| CN104110028B (en) * | 2014-07-07 | 2016-07-06 | 河北省水利工程局 | A kind of dry operation boring is without the cast-in-place pile construction method of water law concrete perfusion |
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