CN1974953A - Nonlinear multielement compound pile foundation - Google Patents

Nonlinear multielement compound pile foundation Download PDF

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Publication number
CN1974953A
CN1974953A CN 200510126541 CN200510126541A CN1974953A CN 1974953 A CN1974953 A CN 1974953A CN 200510126541 CN200510126541 CN 200510126541 CN 200510126541 A CN200510126541 A CN 200510126541A CN 1974953 A CN1974953 A CN 1974953A
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pile
foundation
stake
load
long
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CN 200510126541
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李仁平
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China Three Gorges University
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李仁平
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Priority to CN 200510126541 priority Critical patent/CN1974953A/en
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Abstract

The present invention relates to a new-type pile foundation. It can be extensively used for treating various soft ground bases of multistoried, high-rise and super high-rise industrial and civil buildings and road and bridge, etc. Its main technique is characterized by that (1), the plane arrangement form of piles adopts non-symmetrical units or symmetrical units to make combination; (2), it adopts a small quantity of long piles, these long piles mainly are placed in the positions bearing larger load under the column (or under the wall) or central position of symmetrical unit, its single pile is friction pile; (3), it has a lots of short piles, said short pile can be pipe-sinking pile, CFG pile, cement mixed pile or shaped pile; (4), it utilizes said short pile and soil to form the invented composite ground base, on its surface a layer of bedding sandstone is laid; and (5), its total safety degree is greater than 2, its total settlement is less than 50 mm and its difference settlement is less than 10 mm.

Description

Nonlinear multielement compound pile foundation
One, technical field
The invention belongs to field of civil engineering.
Two, background technology
Traditional conventional Pile Foundations Design adopts multi-column pier foundation usually, bears whole loads by stake, does not consider or less consider the carrying effect of soil, though such design is safe uneconomical; Composite pile foundation belongs to thin pile foundation, and the quantity of stake is less usually, can consider the carrying effect of inter-pile soil, and generally according to sedimentation and deformation control design, but the architectural design that is applied to soft foundation generally is no more than 8 layers.
For the non-linear composite pile foundation of propositions such as government official Jin Min, one of its applicable elements is that the requirement natural ground satisfies rate ψ=f aThis method design condition for soft foundation (general ψ<0.5), can not be satisfied in A/Q 〉=0.5.The prevailing paradigm of academia is that the soft foundation bearing capacity is low at present, should adopt the method for designing of conventional pile foundation when engineering design.
The author relatively finds by engineering design, adopting composite foundation and off-load to subtract the method that pile sinking makes up to the soft foundation (ψ<0.5) of highrise building designs, can guarantee enough degrees of safety equally and satisfy settlement request, and can reduce cost significantly, therefore this method has been expanded the scope of application of non-linear composite pile foundation theory greatly, has the engineering application and popularization value.Owing to adopted multiple stake type, and the bearing capacity of single pile design load of long stake broken through the range of linearity, so this pile foundation pattern can be referred to as---nonlinear multielement compound pile foundation is applicable to high level and super highrise building on the various soft foundations.
Three, summary of the invention
Nonlinear multielement compound pile foundation is to have adopted multiple stake type, and the bearing capacity of single pile design load breaks through a kind of novel pile foundation pattern of characteristic value.According to the load distribution situation, substrate is divided into some symmetrical cell or asymmetric unit during design.Each unit adopts a small amount of long stake to unload, and the residue load is born by the composite foundation that stub becomes with local soil type, and the overall safety degree is greater than 2, and total sedimentation is the upper limit to guarantee that long pile ultimate bearing capacity is brought into play substantially.
One) the nonlinear multielement compound pile foundation technical characterictic is (referring to Fig. 1~Fig. 7)
1. long pile length L 〉=10m, negligible amounts.Single pile is that friction pile or end are made with less end and held friction pile; Piling method is preformed pile or reliable quality castinplace pile.
2. stub length L=3~10m, quantity is more, can select pipeline sinking pile, CFG stake, cement earth pile or shaped pile etc.
3. be divided into some unit on the plane, the unit mainly contains asymmetric laying out pile and the symmetry two kinds of forms that lay out pile, and the long stake in the asymmetric cloth pile element mainly is arranged in post under or the bigger position of load under the wall, and trapezoidal cushion cap is fallen in the setting of stake top.Long stake in the symmetry cloth pile element is arranged in the unit center position, can not establish cushion cap when the raft plate thickness is big.
4. the length or the sectional dimension of long stake are adjustable, determine according to the discharging quantity size.
5. stub and natural ground are formed composite foundation, between composite foundation and substrate, lay certain thickness sand-gravel cushion (generally getting 0.3m), in order to regulate stake with last between the load distribution.
6. long stake plays off-load and subtracts heavy effect, so claim that off-load subtracts pile sinking (claiming the plastic support stake again), single pile is by 0.8~0.9 times of ultimate bearing capacity design.
7. nonlinear multielement compound pile foundation overall safety degree is greater than 2, and it is the upper limit that total settlement is brought into play substantially with long pile ultimate bearing capacity, generally is controlled at 20~30mm, and relative settlement is very little, generally in 10mm.
8. this method is applicable to the multilayer and the highrise building of soft foundation.
Two) nonlinear multielement compound pile foundation method for designing
1, division unit is determined long stake offload scheme.
Distribution situation according to building base plate post load is divided into several unit with base plane, determine the reasonable combination of off-load stake according to the design discharging quantity size of post load, the residue load of sharing to composite foundation is generally less than its characteristic load bearing capacity, be the bigger distribution of central smaller periphery, to obtain uniform sedimentation and deformation.The Design of Bearing Capacity value of single off-load stake generally is 0.8~0.9 times of its ultimate bearing capacity.
2, determine the composite foundation scheme.
The bearing capacity of single pile of stub is got the little value of (1) (2) two formula result of calculations:
R a=u∑q sil i+αq cA P (1)
Pile strength R a=η f cA p(2)
The Bearing Capacity of Composite Foundation characteristic value is:
f sp , k = m R a A p + ( 1 - m ) f s , k
Utilize following formula that Bearing Capacity of Composite Foundation is carried out degree of depth correction:
f sp=f sp,km(d-0.5)
The implication of each parameter is seen relevant specification in the above-mentioned formula.
3, carry out the overall safety degree checking computations of composite pile foundation.
Consider the compensating action of embedded depth of foundation (d), overall bearing capacity degree of safety
F s = 2 f sp A sp + Σ P ui Σ N i - γ m dA
Require F x〉=2.0, generally get about 2.5.
4, carry out the sedimentation checking computations of composite pile foundation.
Grow a sedimentation value that reaches ultimate limit state generally about 40mm (friction pile only needs 10mm), the sedimentation value that reaches 0.8~0.9Pu is generally at 20~30mm, therefore the sedimentation of composite foundation should be controlled at 20~30mm, and the composite foundation settlement calculation method is as follows:
Composite foundation E sp = ξE s = f sp , k f s , k E s
The composite foundation sedimentation S = Ψ s P 0 Σ z i α ‾ i - z i - 1 α ‾ i - 1 E si
E SiGet stub and native compound equivalent modulus of compressibility, P in the reinforcement depth scope 0Be the residue distributed load average after the unloading.
5, cushion cap and raft plate design
1) asymmetric cloth pile element: the following quantity of post generally is not more than 3, generally can design pile-raft foundation by beam and slab type, will grow stake be arranged in post under and post Zhou Liang under, can push up in stake during many piles the inverted ladder type cushion cap is set.
2) symmetric arrangement unit: can not establish cushion cap, long pile spacing generally is not less than 6D, and the raft plate thickness requires to satisfy that anti-impact is cut, anti-impact is cut requirement.
6, utilize static load test data to check
Static loading test is done in various stake to the different size in the unloading stake combination, determines various ultimate bearing capacity and corresponding sedimentation and deformation according to static test curve, and the design offload scheme is checked, and has when discrepancy then to revise design scheme.
Carry out the static loading test of stub and composite foundation, and the Bearing Capacity of Composite Foundation characteristic value is checked.
Three) nonlinear multielement composite foundation economic characteristics
Nonlinear multielement compound pile foundation is a kind of novel foundation of supergage, design through a plurality of object of construction production is compared, adopt this method to design, when guaranteeing the safe enough degree and satisfying settlement request, the pile foundation cost is saved over half than the pile foundation of conventional method design, thereby has application value.
Four, description of drawings
The asymmetric unit combination floor map of Fig. 1 nonlinear multielement compound pile foundation
Fig. 2, Fig. 3, Fig. 4 nonlinear multielement compound pile foundation symmetrical cell combined planar schematic diagram
The asymmetric unit combination A-A of Fig. 5 nonlinear multielement compound pile foundation #Generalized section
Fig. 6 nonlinear multielement compound pile foundation symmetrical cell combination B-B #Generalized section
The asymmetric unit combination C-C of Fig. 7 nonlinear multielement compound pile foundation #Generalized section
---cushion cap 2---the long stake of raft plate 3---sand-gravel cushion 4 one stubs 5---among the figure: 1
Five, the specific embodiment
The embodiment of long stake and two kinds of stake types of stub adopts the construction that generally adopts at present.Long stake is played by general elder generation, beats stub again, and long stake requires accurate positioning.

Claims (2)

1, the feature of new technology of the present invention:
A. long stake negligible amounts, stake is long generally greater than 10m, plays the effect of off-load off-load, and single pile is by 0.8~0.9 times of ultimate bearing capacity design, mainly is arranged in post under or the bigger position of load under the wall, stake top embedding cushion cap or raft plate.Single pile is that friction pile or end are made with less end and held friction pile; Piling method is preformed pile or reliable quality castinplace pile.
B. stub quantity is more, and stake is long generally between 3~10m, can select pipeline sinking pile, CFG stake, cement mixing pile or shaped pile etc. for use by soil condition.
C. stub and natural ground are formed composite foundation, between composite foundation and substrate, lay certain thickness sand-gravel cushion (generally getting 0.3m), distribute in order to the load of regulating between stake and the soil.
D. the ground after long stake and stub processing, the overall safety degree is greater than 2, and it is the upper limit that total settlement is brought into play substantially with long pile ultimate bearing capacity, is generally less than 50mm, and relative settlement is less than 10mm.
E. few with material, the duration is short, and cost is economized.Compare with conventional pile foundation, the duration shortens 1/2, and cost is saved more than 1/2.
F. be widely used in the multilayer and the highrise building of soft foundation.
2, ask for protection scope:
A: off-load subtracts the asymmetric unit combination of pile sinking and composite foundation;
B: off-load subtracts the symmetrical cell combination of pile sinking and composite foundation;
C: the design and calculation method of nonlinear multielement compound pile foundation.
D: off-load subtracts pile sinking and the composite foundation combination constructing method thereof in same place.
CN 200510126541 2005-11-28 2005-11-28 Nonlinear multielement compound pile foundation Pending CN1974953A (en)

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Application Number Priority Date Filing Date Title
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CN1974953A true CN1974953A (en) 2007-06-06

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102312443A (en) * 2010-07-01 2012-01-11 中交第一航务工程勘察设计院有限公司 Bearing platform structure with variable cross section and variable rigidity for special-shaped compound cross-section pile and construction method thereof
CN102912808A (en) * 2012-11-06 2013-02-06 山东兴华建设集团有限公司 Spiral CFG pile and cement stirring pile combined composite foundation construction method
CN103469781A (en) * 2013-10-17 2013-12-25 中国建筑东北设计研究院有限公司 Complete applying method of wall-column-combined ground treatment in coastal soft soil area
CN103526770A (en) * 2013-10-16 2014-01-22 鸿鑫建设集团有限公司 High-impermeable anti-floating pile raft structure and construction method
CN103821160A (en) * 2014-01-28 2014-05-28 中铁二院工程集团有限责任公司 Soft soil foundation combined pile net structure
CN107227734A (en) * 2017-07-07 2017-10-03 中水淮河规划设计研究有限公司 A kind of method for improving silt soil base bored concrete pile horizontal bearing capacity

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102312443A (en) * 2010-07-01 2012-01-11 中交第一航务工程勘察设计院有限公司 Bearing platform structure with variable cross section and variable rigidity for special-shaped compound cross-section pile and construction method thereof
CN102312443B (en) * 2010-07-01 2013-06-26 中交第一航务工程勘察设计院有限公司 Bearing platform structure with variable cross section and variable rigidity for special-shaped compound cross-section pile and construction method thereof
CN102912808A (en) * 2012-11-06 2013-02-06 山东兴华建设集团有限公司 Spiral CFG pile and cement stirring pile combined composite foundation construction method
CN103526770A (en) * 2013-10-16 2014-01-22 鸿鑫建设集团有限公司 High-impermeable anti-floating pile raft structure and construction method
CN103526770B (en) * 2013-10-16 2015-09-09 鸿鑫建设集团有限公司 A kind of construction method of high antiseepage anti-floating pile raft structure
CN103469781A (en) * 2013-10-17 2013-12-25 中国建筑东北设计研究院有限公司 Complete applying method of wall-column-combined ground treatment in coastal soft soil area
CN103469781B (en) * 2013-10-17 2016-06-08 中国建筑东北设计研究院有限公司 Wall column in conjunction with basement process at the complete application process in coastal soft clay area
CN103821160A (en) * 2014-01-28 2014-05-28 中铁二院工程集团有限责任公司 Soft soil foundation combined pile net structure
CN107227734A (en) * 2017-07-07 2017-10-03 中水淮河规划设计研究有限公司 A kind of method for improving silt soil base bored concrete pile horizontal bearing capacity

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Open date: 20070606