CN106284317B - A kind of building pile foundation construction method - Google Patents
A kind of building pile foundation construction method Download PDFInfo
- Publication number
- CN106284317B CN106284317B CN201610796630.3A CN201610796630A CN106284317B CN 106284317 B CN106284317 B CN 106284317B CN 201610796630 A CN201610796630 A CN 201610796630A CN 106284317 B CN106284317 B CN 106284317B
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- hole
- drilling
- pile foundation
- construction method
- ground
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Classifications
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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
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0007—Production methods using a mold
Abstract
The invention discloses a kind of building pile foundation construction method, its key points of the technical solution are that, include the following steps：Smooth location, measuring stake holes position, setting mud pit, mud cycle groove are above laid with the bore operation rack for being used to support drilling machine according to building shape base plane position and drilling sequences on construction ground；Using percussive drill and Spiral digging machine joint drilling, according to hole position geological condition, the drilling sequences of percussive drill, rotary drilling rig are selected；After digging to required depth, overturn by the convertible drill bit being arranged on drilling machine, carry out reaming;Drilling is withdrawn upwards, and a reaming is then carried out at interval of one section；On the barrel of casing then casing is embedded in hole by place corresponding with ground datum hole and supported hole by bar connecting；Percussive drill or crane is taken to lift by crane decentralization installation steel reinforcement cage, using catheterized reperfusion underwater concrete.Piling strtucture intensity made from the building pile foundation construction method of the present invention is high, bearing capacity is big.
Description
Technical field
The present invention relates to a kind of construction techniques, more specifically, it relates to a kind of building pile foundation construction method.
Background technology
Pile foundation is collectively constituted by foundation pile and connection with the cushion cap of stake top, if pile body is all embedded in soil, cushion cap bottom surface and
The soil body contacts, then referred to as embedded footing on piles, low capped pile foundation, if pile body top is basseted, cushion cap bottom is located at more than ground, as high cushion cap
Pile foundation, building pile foundation is usually embedded footing on piles, low capped pile foundation plinth, and in skyscraper, pile foundation is widely used.
Installation mode can be divided into prefabricated pile and bored concrete pile at present, and prefabricated pile is by piling machine by prefabricated reinforced concrete
Address is squeezed into native stake, can save material in this way and intensity is high, suitable for more demanding building, shortcoming is then difficulty of construction
It is long to be limited the construction time by mechanical quantity for height；And bored concrete pile is to drill on construction ground first, by steel after required depth is reached
Muscle be put into it is fixed-type in placing concrete, it is such the advantages of be that difficulty of construction is low, especially artificial digging pile can not be by machinery
The limitation of quantity, and all piles can be carried out at the same time construction, greatly save the time, but a disadvantage is that low bearing capacity.
For the form of construction work of bored concrete pile, it is necessary to improve its bearing capacity.
Invention content
In view of the deficiencies of the prior art, the present invention intends to provide a kind of building pile foundation construction method, pass through
In pile foundation bottom, then setting is irrigated technique, is filled so as to greatly improve again with the pile foundation compared with large bearing capacity
Note the bearing capacity of stake.
To achieve the above object, the present invention provides following technical solutions：A kind of building pile foundation construction method, feature exist
In including the following steps：Prepare before P1, drilling：Smooth location, measuring stake holes position, setting mud pit, mud cycle groove,
Above it is laid with the bore operation rack for being used to support drilling machine on construction ground according to building shape base plane position and drilling sequences；
P2, drilling：Using percussive drill and Spiral digging machine joint drilling, according to hole position geological condition, percussive drill, rotation are selected
Dig the drilling sequences of drilling machine；
P3, expand ground datum hole：After digging to required depth, overturn by the convertible drill bit being arranged on drilling machine, into
Row reaming, reaming aperture at this time is D1;
P4, expand supported hole：Drilling upwards withdraw, at interval of one section then carry out a reaming, aperture be followed successively by D2, D3,
D4...Dn(n≥2）；
P5, embedded casing：Place corresponding with ground datum hole and supported hole is by bar connecting on the barrel of casing, so
Casing is embedded in hole afterwards；
P6, pile：Percussive drill or crane is taken to lift by crane decentralization installation steel reinforcement cage, using the underwater coagulation of catheterized reperfusion
Soil.
By using above-mentioned technical proposal, because in the prior art when being irrigated technique, because its bottom is without foot
Enough supports are told somebody what one's real intentions are so as to cause bearing capacity, now using ground datum hole and supported hole is drilled through in advance, are then carrying out concrete filling
Note, so that building pile foundation can have enough supports in the part of below ground, so as to improve its bearing capacity, simultaneously also
The structural strength of building pile foundation is strengthened, so as to also preferably improve its bearing capacity from performance.
Further, wherein D1, D2, D3...Dn are equal in magnitude.
By using above-mentioned technical proposal, the aperture of ground datum hole and supported hole is set as consistent, so at the time of molding
Ensure whole building pile foundation entirety uniformity.
Further, wherein D1, D2, D3...Dn are tapered into.
By using above-mentioned technical proposal, the aperture of ground datum hole and supported hole is tapered into from lower to upper, so as to make
Building pile foundation bottom it is more firm, foundation consolidates, while saves material.
Further, wherein D1, D2, D3...Dn become larger.
By using above-mentioned technical proposal, the aperture of ground datum hole and supported hole is become larger from lower to upper, in this way may be used
To ensure the forming stability of building pile foundation, it is not easy to be inclined by deforming close to the part on ground, verticality is high, while can reach
To molding purpose, the period of curing molding is facilitated, the duration shortens.
Further, the spacing in adjacent supports hole about 2 ~ 3m.
By using above-mentioned technical proposal, it is to ensure to build that the distance between adjacent supports hole is set as 2 to 3m
Pile foundation is on the basis of enough bearing capacities are possessed while achievees the purpose that save material, shorten the construction period, long too short to cause to build
The cost performance for building construction is lower.
Further, in P6 pile-formation process, during pouring underwater concrete, first pouring molding ground datum hole treats that ground datum hole coagulates
Gu overall perfusion concrete formation is carried out again after curing.
By using above-mentioned technical proposal, when being molded pile foundation, first molding ground datum hole, makes the concrete in ground datum hole first solid
Fixed molding, then pours building pile foundation again, is to ensure to make that building pile foundation is contradicted in the portion of ground datum hole having been cured in this way
Point, so as to fulfill the raising of the bearing capacity of building pile foundation.
Further, described ground datum hole is reserved with the preformed hole of circular platform type in pouring molding.
By using above-mentioned technical proposal, the hole for reserving truncated cone-shaped during datum hole pouring molding on ground is in order in building pile foundation
It can be combined with ground bore portion more secured during molding, be further ensured that the bearing capacity of building pile foundation.
Further, the supported hole and water table stagger setting.
By using above-mentioned technical proposal, it is to ensure building pile foundation at the time of molding that supported hole and water table, which are staggered,
It will not be influenced by underground water.
Further, the bottom hole thickness of the bottom hole of described ground datum hole and preformed hole is more than 10cm.
By using above-mentioned technical proposal, distance setting between the bottom hole of ground datum hole and the bottom hole of preformed hole is more than 10cm
It is in order to ensure that apparatus for building possesses enough supports when contradicting in ground datum hole, if less than 10cm, easily by ground datum hole
Partial concrete extrusion generates slight crack and influences its bearing capacity.
Further, the casing thickness >=5mm.
By using above-mentioned technical proposal, the thickness of casing be set greater than being equal to 5mm be in order to ensure concrete into
It will not be deformed during type because casing arm is relatively thin, can not set certainly blocked up, should be less than being equal to 10mm, therefore be protected under this technique
Cylinder it is non-dismountable, setting it is blocked up, cost is caused to increase.
Present invention tool has the advantage that compared with prior art：By just drilling out ground datum hole in drilling, then in ground
Concrete perfusion is molded in hole, so that making rocks system by oneself under the action of no rock support, is then poured and is built again
Pile foundation is built, so that building pile foundation is contradicted in the ground datum hole of well in advance, so as to improve the bearing capacity of building pile foundation, together
When building pile foundation is molded can also contoured support hole is adapted on its side wall concrete, so as to improve the knot with ground
Intensity and the structural strength of itself are closed, this makes it possible to the bearing capacities for greatly improving building pile foundation.
Description of the drawings
Fig. 1 is the planar structure schematic diagram of embodiment one；
Fig. 2 is the planar structure schematic diagram of embodiment two；
Fig. 3 is the planar structure schematic diagram of embodiment three.
In figure：1st, building pile foundation；2nd, supported hole；3rd, datum hole.
Specific embodiment
The present invention is described in further detail below in conjunction with attached drawing.
This specific embodiment is only explanation of the invention, is not limitation of the present invention, people in the art
Member can as needed make the present embodiment the modification of no creative contribution after this specification is read, but as long as at this
It is all protected in the right of invention by Patent Law.
Embodiment one：A kind of building pile foundation construction method, as shown in Figure 1, including the following steps：
P1 ：Prepare before drilling：Smooth, compacting is first carried out before construction to place, meeting placement drilling machine place bearing capacity will
It asks；Measuring stake holes position, setting mud pit, mud cycle groove；It is being constructed according to building pile foundation plan-position and drilling sequences
The bore operation rack for being used to support drilling machine is laid on place；Stable support is provided for drilling machine using operation platform, pile foundation is applied
Work can not be coagulated by soil property place mud, rainy day etc. influences, and ensured that pile foundation is continuously constructed, reduced construction cost, improve construction efficiency.
P2 ：Drilling：Using percussive drill and rotary drilling rig joint drilling；According to hole position geological condition, impact drill is selected
The drilling sequences of machine, rotary drilling rig；It is general that 5-8 platforms percussive drill is taken to coordinate 1 rotary drilling rig operation；Rotary digging is used first
Drill hole of drilling machine, drills through artificial miscellaneous fill layer and argillic horizon, depth to underground 10m, and mud is supplemented into drilling in boring procedure
Slurry bores in metapore mud liquid level higher than more than casing bottom 2.0m to keep creeping into and carry, and in hole mud liquid level above Ground under
More than water level elevation 1.0m avoids in drilling process mud from washing away soil layer or mud face bottom and form negative pressure in level of ground water and causes
Drill collapse hole；After being drilled into pebble layer, mobile rotary drilling rig to next hole position places percussive drill and continues drilling, percussive drilling
Low stroke is begun to take on, is normally crept into after stablizing, launches clay pulping, while compacted hole wall in boring procedure into stake holes, really
Protect pebble layer hole wall safety；Percussive drilling muck removal, which takes circulating mud and draws quarrel cylinder, draws quarrel associated form；Percussive drilling passes through
After boulder bed, into mud, continue to take percussive drilling, according to geological condition during drilling, part stone can be put into, stablize and become silted up
Muddy ground layer hole wall, drills through mud, into horizon d, reaches whole hole after projected depth；
P3, expand ground datum hole：After digging to required depth, start the hydraulic cylinder for being arranged on power head top, pass through
The anti-of hydraulic cylinder piston rod lower end screws back rotary head pulling steel wire rope, convertible drill bit is driven to overturn, the diameter of overturning is beyond brill
After shank diameter reaches design requirement height, hydraulic cylinder withdraws overturning drill bit and stops stirring reaming.
P4, expand supported hole：Drill bit is withdrawn upwards at this time, and rising 2-3m, then repeatedly the technique of P3 carries out expansion supported hole, and
The length of supported hole and the length of ground datum hole are consistent, i.e. state in Fig. 1 is looped around the support on the side wall of building pile foundation 1
Hole 2 is identical with the aperture of the ground datum hole positioned at 1 bottom of building pile foundation, and need not then carry out reaming when encountering water table,
It is staggered.
P5 ：Embedded casing：It takes and changes the clear quarrel of slurry and rotary drilling rig double door drill bit or percussive drill draws quarrel cylinder and draws quarrel borehole cleaning
Joint borehole cleaning technique removes the disintegrating slag impurity in hole, is then drilled using rotary drilling rig to the depth of burying, rotary drilling rig peace
Casing driver is filled, promotes casing, alignment hole position, rotation armed lever decentralization installation casing；Casing top surface is higher by than ground after embedded
300mm, periphery are tamped using clay backfilling；The casing, which uses, is more than or equal to steel plate making of the 5mm less than or equal to 10mm, simultaneously
Be on casing ground datum hole and supported hole part by preset bar connecting, be used to form cavity and arrived for Concrete Filled
In ground datum hole and supported hole.
P6 ：Pile：After casing buries, first part concrete is imported into ground datum hole, and mould is preset in ground datum hole
Tool is used to form cavity, and the distance between the end of mold and the bottom hole of ground datum hole are more than 10cm, while the shape of cavity is circle
After the concrete formation in ground datum hole, mold is taken out for platform shape, and percussive drill or crane is then taken to lift by crane decentralization
Steel reinforcement cage is installed, it can pile using coagulation forming after catheterized reperfusion underwater concrete.
Embodiment two：A kind of building pile foundation construction method, the difference lies in as shown in Fig. 2, in reaming with embodiment one
When, the length longest of ground datum hole 3, the space for being then centered around the supported hole 2 of 1 peripheral wall of building pile foundation is gradually contracted by ground end to ground
It is short.
Embodiment three：A kind of building pile foundation construction method, the difference lies in as shown in figure 3, in reaming with embodiment one
When, the length of ground datum hole 3 is most short, and the space for being then centered around the supported hole 2 of 1 peripheral wall of building pile foundation is gradually increased by ground end to ground
It is long.
Claims (7)
1. a kind of building pile foundation construction method, which is characterized in that include the following steps：Prepare before P1, drilling：Smooth location is surveyed
Put stake holes position, setting mud pit, mud cycle groove, according to building shape base plane position and drilling sequences on construction ground on
It is laid with the bore operation rack for being used to support drilling machine；
P2, drilling：Using percussive drill and Spiral digging machine joint drilling, according to hole position geological condition, percussive drill, churning driven are selected
The drilling sequences of machine；
P3, expand ground datum hole：After digging to required depth, overturn, expanded by the convertible drill bit being arranged on drilling machine
Hole, reaming aperture at this time is D1;
P4, expand supported hole：Drilling is withdrawn upwards, then carries out a reaming at interval of one section, aperture is followed successively by D2, D3, D4...Dn
(n≥2）；
P5, embedded casing：On the barrel of casing then place corresponding with ground datum hole and supported hole will by bar connecting
In casing embedment hole；
P6, pile：Percussive drill or crane is taken to lift by crane decentralization installation steel reinforcement cage, using catheterized reperfusion underwater concrete；
Wherein：In P6 pile-formation process, during pouring underwater concrete, first pouring molding ground datum hole, after ground datum hole solidification curing
Overall perfusion concrete formation is carried out again；Described ground datum hole is reserved with the preformed hole of circular platform type in pouring molding；The ground
The bottom hole in hole and the bottom hole thickness of preformed hole are more than 10cm.
2. a kind of building pile foundation construction method according to claim 1, it is characterised in that：Wherein D1, D2, D3...Dn are big
It is small equal.
3. a kind of building pile foundation construction method according to claim 1, it is characterised in that：Wherein D1, D2, D3...Dn by
Gradual change is small.
4. a kind of building shape base construction method according to claim 1, it is characterised in that：Wherein D1, D2, D3...Dn by
Gradual change is big.
5. a kind of building pile foundation construction method according to Claims 2 or 3 or 4, it is characterised in that：Between adjacent supports hole
Away from about 2 ~ 3m.
6. a kind of building pile foundation construction method according to claim 1, it is characterised in that：The supported hole and water table
Stagger setting.
7. a kind of building pile foundation construction method according to claim 1, it is characterised in that：Casing thickness >=the 5mm.
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| CN201610796630.3A CN106284317B (en) | 2016-08-31 | 2016-08-31 | A kind of building pile foundation construction method |
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| CN201610796630.3A CN106284317B (en) | 2016-08-31 | 2016-08-31 | A kind of building pile foundation construction method |
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| CN106284317B true CN106284317B (en) | 2018-07-03 |
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Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108360972A (en) * | 2018-01-23 | 2018-08-03 | 四川公路桥梁建设集团有限公司 | A kind of rotary drilling rig is combined with percussive drill carries out bored pile construction method |
| CN108978698A (en) * | 2018-07-18 | 2018-12-11 | 中建七局第建筑有限公司 | A kind of building pile foundation construction method |
| CN110206053A (en) * | 2019-05-21 | 2019-09-06 | 筑邦建设集团股份有限公司 | The construction method of building pile foundation |
| CN113006706B (en) * | 2020-12-16 | 2023-04-07 | 宁波市政工程建设集团股份有限公司 | Steel-mixed rotary drilling rig operation platform and construction method thereof |
| CN114045854A (en) * | 2021-08-03 | 2022-02-15 | 中建三局集团华南有限公司 | Bridge pile foundation composite construction method under complex geological condition |
| CN114197455A (en) * | 2021-12-29 | 2022-03-18 | 山西四建集团有限公司 | Construction method of building pile foundation |
| CN114875899A (en) * | 2022-06-11 | 2022-08-09 | 一山(北京)岩土工程有限公司 | Hard stratum pore-forming pile-forming construction process |
| CN116025282A (en) * | 2022-12-17 | 2023-04-28 | 中交建筑集团有限公司 | Composite pore-forming construction method for multi-boulder stratum oversized-diameter bored pile |
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| CN202090339U (en) * | 2011-04-07 | 2011-12-28 | 河南省电力公司郑州供电公司 | Pedestal pile for foundation construction of transformer substation |
| CN103334428A (en) * | 2013-06-24 | 2013-10-02 | 河海大学 | Disc type cast-in-place concrete pile and construction process for same |
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| JP4817156B2 (en) * | 1999-08-31 | 2011-11-16 | 三谷セキサン株式会社 | Ready-made pile |
| CN100558990C (en) * | 2005-09-21 | 2009-11-11 | 曹兴明 | Boring slip casting is stirred and is expanded base pressure concrete placing method and device |
| CN104563148B (en) * | 2014-12-29 | 2016-02-03 | 重庆工商职业学院 | building pile foundation construction method |
| CN104988907A (en) * | 2015-08-02 | 2015-10-21 | 王继忠 | Construction method of concrete pile |
| CN105064336A (en) * | 2015-08-07 | 2015-11-18 | 中国铁建大桥工程局集团有限公司 | Hole forming construction method for three-section type pedestal pile |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202090339U (en) * | 2011-04-07 | 2011-12-28 | 河南省电力公司郑州供电公司 | Pedestal pile for foundation construction of transformer substation |
| CN103334428A (en) * | 2013-06-24 | 2013-10-02 | 河海大学 | Disc type cast-in-place concrete pile and construction process for same |
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