CN100507159C - Combined pile section with reinfored horizontal bending strength and rigidity and its construction method - Google Patents
Combined pile section with reinfored horizontal bending strength and rigidity and its construction method Download PDFInfo
- Publication number
- CN100507159C CN100507159C CNB03124307XA CN03124307A CN100507159C CN 100507159 C CN100507159 C CN 100507159C CN B03124307X A CNB03124307X A CN B03124307XA CN 03124307 A CN03124307 A CN 03124307A CN 100507159 C CN100507159 C CN 100507159C
- Authority
- CN
- China
- Prior art keywords
- pile
- casing
- stiffener
- cutoff
- combining structure
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Abstract
The present invention discloses combined pile section with reinforced horizontal bending strength and rigidity and its construction method. Within certain length range with heavy horizontal load, the pile body is coated with one large size and high strength reinforcing member and structural filling material is then used to combine the pile section and the coating into one integral. The construction process includes the steps of inserting one large sized sleeve, which may be a prefabricated reinforced concrete tubular pile, permanent steel tube and other protecting tube with steel bar cage; constructing the base pile inside the protecting tube, filling structural stuffing in the reinforcing section; and constructing pile head based on the design. The said combined pile has greatly raised horizontal bearing capacity and rigid.
Description
Technical field
The present invention relates to a kind of pile foundation, be meant especially to be attached to peripheral a kind of local structure and the job practices of strengthening thereof in pile body upper end, can effectively strengthen the horizontal flexural strength and the rigidity of pile foundation as building or structure.
Background technology
Along with depth of building rises day by day, no matter the application of pile foundation is all increasing on quantity, kind and scope year by year, it singly is not used for huge vertical load is transmitted to the depths but also will spreads horizontal force to the distant place.These horizontal forces have horizontal force that wind load, horizontal earth pressure, horizontal earthquake load, impact load, water impact, temperature deformation cause or the like, and the kind of horizontal loading and engineers never are second to vertical load to its attention degree.But except that soil pressure, their characteristics mostly are shortterm effects, or even transient load.In other words, to be used for bearing the utilization rate of horizontal force be very low to pile foundation.And the horizontal force supporting capacity of stake depends on the intensity and the physical dimension of pile body in the length range very short below the pile crown.The mechanical characteristic of stake has determined its Its ultimate bearing capacity generally all will be far smaller than its vertical bearing capacity, so that their collocation is very inharmonious, very uneconomical.
Prior art is very many to the method that improves the engineering piles vertical bearing capacity, mainly emphasize to improve the vertical bearing capacity of training pile body and bearing stratum or strengthen contact area between them, also very prove effective on these theoretical methods, use the stake of these methods because increasing substantially of vertical bearing capacity, when its diameter naturally significantly dwindles, also mean the reduction of bending rigidity, certainly, cost and construction period can increase all unavoidablely.Particularly be not suitable for the area of impacting type piling at some, adopting prebored hole embedding rock Small Diameter Pile or perfusion shaped steel stake (the many usefulness in area, Hong Kong, because its size is not too large, the present invention is commonly referred to as Small Diameter Pile) has been exactly main selection.But exchange the vertical bearing capacity that comes for owing to be subjected to flexural stress that horizontal force causes or the puzzlement of problem such as horizontal movement near pile crown with high cost, not only its superiority can not be brought into play well, and easy local buckling and the risk of failing when facing load experiment.Though the construction cost of above-mentioned boring embedding rock Small Diameter Pile is equivalent to 3 to 4 times of impacting type piling cost, their horizontal bending rigidity and intensity are so far without any practical, effectively way improve.
Owing to being embedded with increasing communal facilities near the ground surface and often keeping in repair, add and build open excavation, so around pile cap, form soft soil, making that pile cap is no longer suitable is used for bearing the horizontal force that superstructure transmits, and vertical stake just has to undertake gradually the important task of bearing horizontal force.The flexural strength and the horizontal movement rigidity that how to improve stake just become more and more important.For making pile foundation that enough horizontal force supporting capacitys be arranged, the method for available technology adopting mainly contains following three kinds:
The one, add independently relatively shorter shearing resistance stake (adopting steel H pile usually) on the engineering piles next door.As if this method comes can address the above problem outwardly, but these its intensity of steel H pile that increases newly and rigidity ratio are unreasonable, and the rigidity of two direction differs greatly, and causes many difficulties to design.Be difficult to make full use of the intensity of these shearing resistance piling bars on the one hand, in the occasion that has the negative skin friction of pile to exist, also the soil layer that can be sunk is on every side dragged downwards, has increased the vertical load of engineering piles unintentionally on the other hand.Worst be cause in narrow building site that stake position is crowded, each horizontal thrust that produces in soil layer stack, pile deflection increase or the like problem, thereby be absorbed in the predicament of attending to one thing and lose sight of another.
The 2nd, adopt the way of the taper pile that occurs in pairs, owing to can not make the very big taper pile of gradient, bear horizontal force so must sacrifice more taper pile, this shows that this method still has the place of blemish in an otherwise perfect thing.Other shortcoming is that the length of whole stake increases, floor space increases (tending to exceed the site boundary of oneself sometimes), angle of inclination and direction and is difficult to control, when the soil around stake has consolidation settlement, the negative skin friction of pile is difficult to assessment especially to the influence of taper pile, may also to increase the loading test quantity of taper pile, so economic performance is unsatisfactory.Nor can both use everywhere.
The 3rd, strengthen the diameter of whole stake; for example disclosed utilization is being provided with corrugated formwork pipe as permanent casing in the Chinese patent application numbers 99117810.6 in interim casing; though have the effect of the horizontal drag of increase indirectly and in the large diameter bored pile of Hong Kong, successfully use above 10 years; but because its starting point just shields to pile concrete; the strength and stiffness of itself are not generally all considered because being difficult to quantitative analysis; and must extend to rock surface; the shared stake diameter of waveform tube goes out several times greatly than smooth surface sleeve, so still farthest do not reduce cost.The construction aspect relatedly when causing extracting interim casing promotes the waveform casing together because the waveform casing under bigger, the embedding darker situation of pile body diameter, is easy to generate flexural deformation and pushes interim casing, causes engineering accident easily.So it is not suitable for other type outside the large diameter bored pile.And large diameter bored pile is at present, and the ratio of its price bearing capacity is the highest, construction machinery costliness, construction technical requirement height, and the construction task of this type of pile foundation can't be accepted by general middle-size and small-size building constructor.
Less for those vertical forces, and the very big occasions such as bridge foundation, harbour and retaining wall of horizontal force, and the occasion that can't use taper pile, the operating expenses of large diameter bored pile is normally very high.Method how to find out the horizontal resistivity of the existing Small Diameter Pile of a kind of cost-effective increase is exactly the task of top priority, also is starting point of the present invention.
Summary of the invention
The objective of the invention is provides its horizontal direction resistivity of a kind of raising and don't increases construction cost for above-mentioned Small Diameter Pile (comprising the stake of prebored hole embedding rock Small Diameter Pile or prebored hole embedding rock perfusion shaped steel), even reduce the combining structure pile cutoff of construction cost and form the method for this pile cutoff, make the minor diameter foundation pile all have superior resistance, thereby make general middle-size and small-size building constructor can accept in the past the pile foundation engineering that can only just can do by heavy construction company in vertical and horizontal direction.
To achieve these goals, the present invention at first provide a kind of can the horizontal flexural strength of reinforcement and the combining structure pile cutoff of rigidity, it comprises: the stiffener that is provided with in predetermined stake position; And the foundation pile that after this stiffener is set, is provided with in this stiffener inside, described stiffener and this foundation pile are become one by structural packing material bonding.
Aforesaid combining structure pile cutoff, described stiffener are prefabricated tubular pile or permanent steel bushing.
Aforesaid combining structure pile cutoff is the adhesion of increase with packing material, and described permanent steel bushing can be processed into concavo-convex inner surface.
Aforesaid combining structure pile cutoff, described stiffener is a reinforcing cage.
Aforesaid combining structure pile cutoff, this combining structure pile cutoff also comprise the plastics casing that is arranged on described reinforcing cage outside.
Aforesaid combining structure pile cutoff, described structural packing material is for transmitting the structural grouting agent of horizontal force and flexural stress.
Aforesaid combining structure pile cutoff, described structural grouting agent are other packing materials of cement mortar or concrete or the approval of local norm of construction, and it can be different with the packing material outside the sleeve.
The present invention also provides the method for the structure pile cutoff that a kind of formation can strengthen foundation pile flexural strength and rigidity, comprises the steps:
A. in predetermined stake position one stiffener is set;
B. in this stiffener inside foundation pile is set; And described stiffener is bonded in the upper end of foundation pile by the grouting step that foundation pile is set;
C. the pile crown of on described stiffener, constructing.
The method of aforesaid formation structure pile cutoff, described step b further comprises following detailed step:
(1) continue downwards along the center of described stiffener boring is formed centrally a deep hole in described stiffener in entering the rock stratum;
(2) in this deep hole, put into reinforcing cage or i iron;
(3) grouting forms foundation pile in having placed this deep hole of described reinforcing cage or i iron.
The method of aforesaid formation structure pile cutoff wherein, also comprise before that in step (2) one puts into the step of the permanent casing of described foundation pile in boring in this deep hole, and reinforcing cage in the step (2) or i iron is placed in this permanent casing.
The method of aforesaid formation structure pile cutoff, wherein, described stiffener is prefabricated tubular pile (comprising prestressing force) or permanent steel bushing.
The method of aforesaid formation structure pile cutoff, wherein, described stiffener is a reinforcing cage, this combining structure pile cutoff also comprises the plastics casing that is arranged on described reinforcing cage outside; Before step a, also be included in the step that predetermined stake position is provided with an interim casing, described stiffener is arranged in this interim casing; After step a and before the step b, in this interim casing, outside the described reinforcing cage, insert this plastics casing; And in the grouting step of described step b, slowly extract interim casing simultaneously, and guarantee that interim casing bottom is lower than filling end face certain depth, be lower than the bottom surface of plastics casing simultaneously, till the end face of packing material arrives its design elevation.
Aforesaid combining structure pile cutoff, wherein, the size of described stiffener, position, strength grade, number of steel bars there is no strict limit value, but must construct according to specific design; And the pile crown of structure pile cutoff also can adopt variety of way, and is first-class etc. as free pile crown, hinged pile crown, slide hinged pile crown and consolidation pile.
Equally, the flexural strength of stiffener raising pile body and the ability of rigidity there is no and specify, but must calculate according to local norm of construction approval method.
The invention has the beneficial effects as follows, since the pile body moment of flexure that horizontal force produces leave pile crown nearby will very fast decay, the present invention has taked on the surface of pile body upper end certain-length, original member, wrap a large scale or high strength component and strengthen its moment of inertia and intensity, its superior part is to strengthen the periphery that additional member partly is positioned at original member, and by follow-up packing material both is bonded to as a whole member.The effect of the integrated member of this section certain-length and purpose make original base pile body member produce minimum flexural stress under identical displacement, thereby farthest keep the pile body vertical bearing capacity just in order to promote the horizontal bearing capacity of pile body.Just because of the present invention just takes strengthening measure in the pile body upper end, thus minimum, the easiest realization of operation that it increases aspect construction, however the ratio of price and bearing capacity is reduced greatly.
Description of drawings
Fig. 1 is the longitudinal plan of the combining structure of the reinforcement Small Diameter Pile flexural strength of first embodiment of the invention and rigidity;
Fig. 2 is the A-A profile among Fig. 1;
Fig. 3 is a kind of longitudinal plan of strengthening the combining structure of prebored hole embedding rock perfusion shaped steel stake flexural strength and rigidity of second embodiment of the invention;
Fig. 4 is the B-B profile among Fig. 3,
Fig. 5 is the longitudinal plan that has the temporary steel casing before a kind of combining structure of strengthening prebored hole embedding rock perfusion shaped steel stake flexural strength and rigidity of third embodiment of the invention is filled;
Fig. 6 is that Fig. 5 fills the longitudinal plan after the temporary steel casing is taken out in the back;
Fig. 7 is the C-C profile among Fig. 5;
Fig. 8 is the D-D profile among Fig. 6.
Wherein, description of reference numerals is as follows:
The steel cage master muscle of 12 pile crown plates, 20 Small Diameter Pile, 21 Small Diameter Pile
The steel cage stirrup 30 packing materials 40 permanent steel bushings 41 of 22 Small Diameter Pile extend reinforcing bar
42 permanent casing 50 pile crown cushion caps 60 shaped steel stakes (steel H pile) 71 plastics casings
72 reinforcing cage master muscle, 73 reinforcing cage stirrups, 80 interim casings
E: the degree of depth T that strengthens stake: the pile cutoff R that has permanent steel casing in the bearing stratum: the petrosal foramen degree of depth
The specific embodiment
Fig. 1 is first embodiment of combination pile cutoff of the present invention, is the longitudinal plan of the combining structure of a kind of minor diameter foundation pile flexural strength and rigidity.Because the minor diameter foundation pile generally is limited to bear along the axial load of stake, and the bending rigidity that can not rely on pile body is born perpendicular to the axial horizontal force of stake, so increasing, the end at the minor diameter foundation pile of the present invention strengthens pilework, thereby form the combining structure pile cutoff, can significantly strengthen its counter-bending ability.First embodiment of the invention as depicted in figs. 1 and 2, this combining structure pile cutoff is the periphery at minor diameter foundation pile 20, prefabricated tubular pile 10 is set on certain-length E, and in pile tube interstitital texture material 30, thereby make this prefabricated tubular pile 10 and this Small Diameter Pile 20 become one.This structural packing material 30 is common engineering grouting, i.e. concrete grout.This prefabricated tubular pile 10 is to be made by concrete in advance, in order to increase its strength and stiffness, wherein is furnished with steel cage 11, and this steel cage is welded by vertical reinforcing bar 112 and circular stirrup 111, as shown in Figure 2.
The reinforcement stake of this first embodiment forms with following method: elder generation inserts prefabricated tubular pile 10 underground according to designing requirement degree of depth E (this section degree of depth is about 4 to 12 meters in Hong Kong), this method for posting can be methods such as bump, vibration, prebored hole even static pressure; Continue boring downwards in entering the rock stratum along the center of prefabricated tubular pile 10 then, thereby form a deep hole; In this deep hole, put into the permanent casing 42 of described small size stake usefulness; In the permanent casing 42 of this small size stake usefulness, put into reinforcing cage or i iron; Be in the milk from bottom to up afterwards, thereby form foundation pile, and form the reinforcement pilework that foundation pile and stiffener prefabricated tubular pile 10 bondings form in the upper end in the bottom; Form the pile cap of upper end at last.Wherein, the connected mode of this stiffener and this pile cap is also unrestricted, but must construct according to specific design.
In the above-mentioned method, if then also can continue boring downwards for the non-present walling pile of non-embedding rock but utilize the guiding of this cylindrical jacket and positioning action directly the foundation pile 20 of minor diameter to be presented to the predetermined degree of depth; This minor diameter foundation pile 20 is to be formed by steel cage master muscle 21 and steel cage stirrup 22 placing of concrete by prefabricated method, is in the milk between this prefabricated tubular pile and this small size foundation pile then, makes it to form as one; Thereby reinforcement pile cutoff of the present invention can not form simultaneously with existing stake yet.
The permanent casing 42 of minor diameter foundation pile 20 is stayed prefabricated tubular pile 10 interior certain-lengths and is infiltrated from slit between the two in the stake pipe to avoid water and soil, can lay cementitious material to stop up this slit in prefabricated tubular pile 10 bottoms earlier in case of necessity.Prefabricated tubular pile 10 just replaces that section Small Diameter Pile 12 wherein to bear horizontal force, does not enter bearing stratum T and R, thus can not provide vertical bearing capacity, but in weak soil layer, can locally improve the ability of Small Diameter Pile opposing unstability.Do like this, larger-diameter prefabricated tubular pile 10 can be inserted underground at an easy rate, and needn't significantly increase construction process.After the stake position is determined, can also once insert whole prefabricated tubular piles 10 in batch and put in place.That section degree of depth of minor diameter foundation pile 20 in pile tube 10 then can reduce the work of boring again, and pile tube 10 also can be minor diameter foundation pile 20 and plays guiding, positioning action, thereby reduces the additional work amount most possibly.Except that the prebored hole method, other is as the foundation pile 20 with the injection of extruding type method, because the soil around the stake will be extruded stronglyer, the ability of therefore resisting horizontal force will improve more.
With free-standing shearing resistance stake systematic comparison, when identical or displacement was identical when the pile group integral rigidity, engineering piles pile body flexural stress of the present invention will be significantly less than the engineering piles of free-standing shearing resistance stake system.
Minor diameter foundation pile 20 when carrying out loading test, usually since near the pile crown stake week soil softer a little less than, do not have the good horizontal constraint, the pile body size is little, thereby the easiest generation local buckling and cause failure.The present invention has increased large scale owing to the pile body upper end and has been the pile tube 10 of permanent structure thing, loading test is carried out on the pile crown after the overstriking, check the actual loading situation of whole combining structure, the result confirms to have significantly reduced the chance of Small Diameter Pile local buckling, thereby has improved the qualification rate of checking and accepting.
Because filled structural material in the pile tube, the contact surface of pile crown and cushion cap 50 is strengthened, local pressure reduces, and the steel plate pile crown that is adopted when originally list is with Small Diameter Pile can omit.Because do not take the cushion cap space, engineering piles can not crowded, and cushion cap does not need special increasing, thereby can not increase the construction cost of cushion cap.
Circular prefabricated tubular pile 10 all has identical rigidity in any direction, the accident of misarrangement direction in the time of can often not occurring constructing as the shearing resistance H pile.Prefabricated tubular pile 10 buried depths are less, and general piling machinery and light-duty drilling machine can both be competent at.Packing material is finished in the permanent casing 42 of a sealing fully, quality is not influenced by extraneous water and soil, in order to increase the counter-bending ability of upper end, section (the E section among Fig. 1) employed packing material is strengthened on top can be different with the employed packing material in lower end (T and R section).
Open tube-sinking cast-in-situ piles more of the prior art or be though that some is similar with the first embodiment of the present invention for the stake profile of main bearing member with cast-in-situ concrete, but their thickened portion comes usefulness mainly as the member that bears vertical load, general elongated design.And thickened portion of the present invention is not used for replacing Small Diameter Pile to bear the function of vertical load, and Small Diameter Pile punching and excessively directly go into pile cap 50 so cost can not raise, has reduced the price bearing capacity ratio of pile foundation on the contrary.
Fig. 3 is the longitudinal plan of the second embodiment of the present invention, and this second embodiment is a kind of flexural strength of prebored hole embedding rock perfusion shaped steel stake and combining structure of rigidity strengthened.Because the production technology of steel H pile is quite high at present, its strength of materials and sectional dimension can provide very high vertical bearing capacity, but its horizontal bearing capacity produces very big flexural stress because moment of inertia is little, cause vertical bearing capacity to be had a greatly reduced quality.The second embodiment of the present invention is exactly for safeguarding the advantage that the steel H pile vertical bearing capacity is big and avoiding the local interference of horizontal force, epimere in this prebored hole embedding rock perfusion shaped steel stake (or piling bar of other method construction), casing is set, thereby improves its horizontal bearing capacity.
As shown in Figures 3 and 4, the same with first embodiment of the second embodiment of the present invention is paid attention to the principle that the pile body upper end is strengthened, and reaches the effect of " using the best steel to make the knife's edge ".Casing 40 does not enter bearing stratum, thus vertical bearing capacity is not provided, but it has protected structural packing material 30 wherein in work progress, and playing the part of main bending resistance component in the future.This casing can adopt the permanent steel bushing of inserting less diameter in the temporary steel casing or simply stay the permanent casing of a part of temporary steel casing conduct below pile crown, cooperate the specific design needs in the top weldering to extend reinforcing bar 41 in case of necessity, this extension reinforcing bar extends in the described pile cap, thereby has further strengthened the resistant to bending ability of opposing level.This adds strong method constructs the most simply, saves time, and stressing conditions is the easiest analysis also.
Same because filled structural packing material in the permanent steel bushing, the contact surface of pile crown and cushion cap 50 is strengthened, local pressure reduces, and the steel plate pile crown that is adopted when originally list is with steel H pile can omit.Because do not take the cushion cap space, engineering piles can not crowded, and cushion cap does not need special increasing, thereby can not increase the construction cost of cushion cap.
The formation method of the flexural strength among this second embodiment and the structure pile cutoff of rigidity, for this casing is under the situation of permanent steel bushing, can be formed by following steps: at first bury the permanent steel bushing of certain-length in predetermined stake position underground with the conventional method of bump, vibration, prebored hole or static pressure; Continue downwards along the center of described permanent steel bushing then boring is formed centrally a deep hole in described permanent steel bushing in entering the rock stratum; In this deep hole, put into shaped steel; Grouting from bottom to up then, thereby at bottom formation foundation pile, and strengthen pilework in upper end formation; Form pile cap at last.
Fig. 5, shown in Figure 6 be the third embodiment of the present invention, show a kind of longitudinal plan of combining structure before and after the interstitital texture material of strengthening prebored hole embedding rock perfusion shaped steel stake flexural strength and rigidity respectively, reinforcement pile cutoff among the 3rd embodiment is made up of permanent plastics casing 71, reinforcing cage and prebored hole embedding rock perfusion shaped steel stake (or piling bar of other method construction), and in middle filling by structural material 30.In the second above-mentioned embodiment, because steel casing 40 costs are expensive, accurately the location is difficult.May to cause ground steel casing 40 of this segment distance at the bottom of the cushion cap to be stayed when staying interim casing as the method for permanent casing underground if adopt, and will do secondary cut in the future, causes spinning out of loss and whole completion date.And steel casing 40 makes with mild steel usually, and its flexural strength is not high, so materials are not very most economical.And the third embodiment of the present invention adopts the construction measure of permanent plastics casing 71 and reinforcing cage just can solve above-mentioned deficiency, and permanent plastics casing 71 does not bear peripheral water and soil pressure under the protection of temporary steel casing 80.During filling, in the pipe packing material be in a liquid state and proportion greater than water and soil on every side, so it acts on horizontal pressure force on the interim casing 80 generally greater than peripheral water and soil pressure, the external and internal pressure difference significantly diminishes, plastics casing 71 will be subjected to hoop tension, can give full play to the mechanical characteristic of its material.Interim casing 80 just can have been retired from political life after winning tremendous successes after the packing material sclerosis.Reinforcing cage can adopt high strength cast iron to make, and comprises main muscle 72 and stirrup 73, and the influence that its length of embedment is produced in shaped steel stake 60 by horizontal force may diminish to reasonable level and decides, thereby can reduce steel using amount.Temporary steel casing 80 is reused and is reduced construction cost.In the present embodiment, shaped steel stake 60 is steel H piles.
The vertical reinforcement 72 of reinforcing cage does not enter bearing stratum equally, and it forms circular reinforced concrete beam with structural packing material wherein, is mainly used to bear flexural stress, can play the topping effect of steel H pile 60 behind the pile equally, dual-use material.Even if in the future plastics casing 71 season crackings or produce when digging pile crown break and can not influence the pile quality or the living environment of steel member wherein.Reinforcing cage can plant produced or is made on the spot, adds the steel casing 40 of plastics casing 71 costs in second embodiment, so that this adds the strong method expense is relatively low.Reinforcing cage gos deep into will producing better connection in the cushion cap, minimum to the influence that the reinforcing bar binding in the cushion cap, spacing produce, the pile crown labor content in later stage is little, owing to increased the structural contact surface of pile crown and cushion cap, the huge pile crown steel plate that former technology adopts can save on the contrary.
The job practices of third embodiment of the invention is also very simple, at first buries the interim casing 80 of certain-length underground with the conventional method of bump, vibration, prebored hole or static pressure in predetermined stake position; Continue downwards along the center of described interim casing 80 then boring is formed centrally a deep hole in described interim casing in entering the rock stratum; Described deep hole is put into the shaped steel of reinforcing cage in top; In interim casing, plastics casing 71 is presented to projected depth; Interstitital texture packing material then, i.e. grouting, slowly extract simultaneously interim casing 80, interim casing bottom must be lower than filling end face certain depth in the work progress, also must be lower than the bottom surface of plastics casing 71, arrive its design elevation until packing material, can in plastics casing 71, not cause with the external and internal pressure difference that guarantees interim casing 80 too big draw, compressive stress and cause this plastics casing to ftracture too early; Form pile cap at last.
With the formed stake of said method, the packing material quality that is positioned at plastics casing 71 is guaranteed, though the present invention does not utilize its contribution to the pile body vertical bearing capacity, but it can transmit flexural stress fully, makes reinforcing cage, steel H pile 60 become a whole flexural member that moment of inertia is very big.Because peripheral reinforcing bar does not arrive bearing stratum, bear by being positioned at peripheral reinforcing bar so can suppose flexural stress fully, vertical load then still is directly delivered in the rock bearing stratum by steel H pile 60.
Claims (12)
1. the combining structure pile cutoff that can strengthen horizontal flexural strength and rigidity is characterized in that, this combining structure pile cutoff comprises: the stiffener that is provided with in predetermined stake position; And the foundation pile that after this stiffener is set, is provided with in this stiffener inside, described stiffener and this foundation pile are become one by structural packing material bonding.
2. combining structure pile cutoff as claimed in claim 1 is characterized in that, described stiffener is prefabricated tubular pile or permanent steel bushing.
3. combining structure pile cutoff as claimed in claim 1 is characterized in that described stiffener is a reinforcing cage.
4. combining structure pile cutoff as claimed in claim 1 is characterized in that, described structural packing material is for transmitting the structural grouting agent of horizontal force and flexural stress.
5. combining structure pile cutoff as claimed in claim 4 is characterized in that, described structural grouting agent is cement mortar or concrete.
6. combining structure pile cutoff as claimed in claim 2 is characterized in that, described permanent steel bushing has smooth or concavo-convex inner surface.
7. combining structure pile cutoff as claimed in claim 3 is characterized in that, this combining structure pile cutoff also comprises the plastics casing that is arranged on described reinforcing cage outside.
8. a formation can be strengthened the method for the structure pile cutoff of foundation pile flexural strength and rigidity, it is characterized in that, comprises the steps:
A. in predetermined stake position one stiffener is set;
B. in this stiffener inside foundation pile is set; And described stiffener is bonded in the upper end of foundation pile by the grouting step that foundation pile is set;
C. on described stiffener, form pile cap.
9. the method for formation structure pile cutoff as claimed in claim 8 is characterized in that, described step b further comprises following detailed step:
(1) continue downwards along the center of described stiffener boring is formed centrally a deep hole in described stiffener in entering the rock stratum;
(2) in this deep hole, put into reinforcing cage or i iron;
(3) grouting forms foundation pile in having placed this deep hole of described reinforcing cage or i iron.
10. the method for formation structure pile cutoff as claimed in claim 9, it is characterized in that, also comprise before that in step (2) one puts into the step of the permanent casing of described foundation pile in this deep hole, and reinforcing cage in the step (2) or i iron are placed in this permanent casing.
11. the method for formation structure pile cutoff as claimed in claim 8 is characterized in that, described stiffener is prefabricated tubular pile or permanent steel bushing, and described prefabricated tubular pile is to comprise prestressed prefabricated tubular pile.
12. the method for formation structure pile cutoff as claimed in claim 8 is characterized in that described stiffener is a reinforcing cage, this combining structure pile cutoff also comprises the plastics casing that is arranged on described reinforcing cage outside; Before step a, also be included in the step that predetermined stake position is provided with an interim casing, described stiffener is arranged in this interim casing; After step a and before the step b, in this interim casing, outside the described reinforcing cage, insert this plastics casing; And in the grouting step of described step b, slowly extract interim casing simultaneously, and guarantee that interim casing bottom is lower than filling end face certain depth, be lower than the bottom surface of plastics casing simultaneously.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB03124307XA CN100507159C (en) | 2003-04-29 | 2003-04-29 | Combined pile section with reinfored horizontal bending strength and rigidity and its construction method |
| HK04103259.6A HK1060376A1 (en) | 2003-04-29 | 2004-05-10 | Composite pile capable of reinforcing horizontal bending strength and stiffness and its method of construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB03124307XA CN100507159C (en) | 2003-04-29 | 2003-04-29 | Combined pile section with reinfored horizontal bending strength and rigidity and its construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1458345A CN1458345A (en) | 2003-11-26 |
| CN100507159C true CN100507159C (en) | 2009-07-01 |
Family
ID=29430366
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB03124307XA Expired - Fee Related CN100507159C (en) | 2003-04-29 | 2003-04-29 | Combined pile section with reinfored horizontal bending strength and rigidity and its construction method |
Country Status (2)
| Country | Link |
|---|---|
| CN (1) | CN100507159C (en) |
| HK (1) | HK1060376A1 (en) |
Families Citing this family (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102365409B (en) * | 2009-04-10 | 2014-05-28 | 新日铁住金株式会社 | Steel pipe pile |
| CN102535499A (en) * | 2012-02-13 | 2012-07-04 | 上海市城市建设设计研究总院 | Lift-off type seismic isolation and reduction pile foundation structure |
| CN102619223B (en) * | 2012-04-09 | 2014-11-05 | 浙江大学城市学院 | Binding-enhanced type rigid and soft combined pile and construction method |
| CN103195057B (en) * | 2013-03-27 | 2015-04-22 | 天津市市政工程设计研究院 | Bridge substructure capable of preventing corrosion of high-concentration salt solution and construction method thereof |
| CN103711121B (en) * | 2014-01-16 | 2016-03-23 | 上海强劲地基工程股份有限公司 | The underlying original state in stake top fetches earth the construction method of cast-with-pressure concrete pile |
| CN103953054B (en) * | 2014-04-01 | 2016-01-20 | 中铁大桥局集团第一工程有限公司 | A kind of dry sealing concrete pile foundation and construction method thereof protecting pile crown reinforcing bar |
| CN104762961B (en) * | 2015-04-21 | 2016-03-30 | 福州大学 | A kind of ultra-high performance concrete and ordinary concrete compound pile and construction method thereof |
| CN104818726A (en) * | 2015-05-21 | 2015-08-05 | 上海市城市建设设计研究总院 | Connecting structure of steel pipe pile and reinforced concrete bearing platform |
| CN105735335B (en) * | 2015-12-31 | 2018-05-04 | 上海建工五建集团有限公司 | Method for constructing foundation pile and foundation pile structure |
| CN106400828A (en) * | 2016-06-01 | 2017-02-15 | 中交第二航务工程局有限公司 | Steel pipe composite pile foundation applicable to deep water and coral reef geology |
| CN106436703B (en) * | 2016-09-29 | 2018-11-23 | 李昊洋 | PHC tubular pole and its grouting behind shaft or drift lining construction technology for grouting behind shaft or drift lining |
| CN106801428B (en) * | 2017-01-16 | 2018-11-20 | 青岛中天斯壮科技有限公司 | Reinforced tensile-shear PHC pipe pile foundation structure and construction method thereof |
| CN106958242A (en) * | 2017-04-01 | 2017-07-18 | 浙江龙翔建设有限公司 | Steel pile casting is installed and method for dismounting |
| CN107989030A (en) * | 2017-11-24 | 2018-05-04 | 中国铁路设计集团有限公司 | A kind of cast-in-place concrete pile pile splicing structure of outsourcing stake top |
| CN109098216B (en) * | 2018-08-28 | 2020-07-14 | 中南大学 | Method for calculating bending resistance bearing capacity of normal section of circular-section fender post after local breakage |
| KR102022341B1 (en) * | 2019-02-28 | 2019-09-18 | 김상기 | Construruction method for underwater concrete block structure |
| CN110485453A (en) * | 2019-09-07 | 2019-11-22 | 北京华昊水利水电工程有限责任公司 | A kind of Pile-supported stand foundation structure and its construction method |
| CN113106992A (en) * | 2021-04-28 | 2021-07-13 | 西安工业大学 | Construction method of variable cross-section anchoring type micro pile |
| CN114045816B (en) * | 2021-11-23 | 2023-08-18 | 北京市第三建筑工程有限公司 | Cast-in-place pile construction node without pile head elimination and construction method |
-
2003
- 2003-04-29 CN CNB03124307XA patent/CN100507159C/en not_active Expired - Fee Related
-
2004
- 2004-05-10 HK HK04103259.6A patent/HK1060376A1/en not_active IP Right Cessation
Non-Patent Citations (4)
| Title |
|---|
| 建筑施工手册缩印本（第二版）. 《建筑施工手册（第三版）》编写组，929-931，中国建筑工业出版社. 1999 |
| 建筑施工手册缩印本(第二版). 《建筑施工手册(第三版)》编写组，929-931，中国建筑工业出版社. 1999 * |
| 水平承载力大的桩基施工方法－LRP基础施工法. 唐少章.施工技术. 1983 |
| 水平承载力大的桩基施工方法－LRP基础施工法. 唐少章.施工技术. 1983 * |
Also Published As
| Publication number | Publication date |
|---|---|
| HK1060376A1 (en) | 2004-08-06 |
| CN1458345A (en) | 2003-11-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100507159C (en) | Combined pile section with reinfored horizontal bending strength and rigidity and its construction method | |
| WO2016192320A1 (en) | Continuous beam type anti-floating structure of shield tunnel | |
| CN100580193C (en) | Foundation structure of steel tower | |
| CN109024721B (en) | Reinforced foundation and method for improving bending and shearing resistance of existing building rigid foundation | |
| KR101264396B1 (en) | Method for Reinforcing Earthquake-Resistant of Bridge Pier | |
| CN111058463B (en) | Construction method of rock steep slope high cantilever slope-collecting reinforcing structure | |
| CN111676982A (en) | Cement-soil enclosure wall-precast pile cantilever type combined support | |
| JP6855665B2 (en) | Pile foundation structure and how to reinforce existing piles | |
| CN106400814B (en) | Foundation pit supporting method | |
| JP2000352296A (en) | Method o constructing passage just under underground structure | |
| JP4780781B2 (en) | Seismic reinforcement method for existing concrete pier | |
| CN104895122A (en) | Continuous beam type anti-floating structure of shield tunnel | |
| JP5077857B1 (en) | Seismic reinforcement structure of existing structure foundation by composite ground pile foundation technology | |
| CN111593739A (en) | Cement mixing pile enclosure wall-profile steel cantilever type combined support | |
| WO2023131936A2 (en) | Bioinspired skirted footing and its method of installation | |
| CN113684852B (en) | Construction method of combined pile foundation and combined pile foundation | |
| JP2002256571A (en) | Reconstructing method for building, using method for existing pile and building | |
| CN115012407A (en) | Protection structure for excavating and unloading above existing underground structure and design method | |
| CN114439015A (en) | Construction method for improving rock-socketed depth of large-diameter cast-in-place pile | |
| CN209584855U (en) | Bridge major diameter precast concrete tubular column basis | |
| CN112376603A (en) | Assembly type fan foundation and assembly method thereof | |
| CN113026761B (en) | Soil-rock double-element foundation pit composite supporting structure and construction method thereof | |
| CN110889235A (en) | Underground pile foundation construction engineering design method | |
| JP7019905B2 (en) | Pile foundation structure and reinforcement method for existing piles | |
| CN107642083A (en) | Post-tensioned prestressing continuous underground wall structure and construction method with pull bar |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| REG | Reference to a national code |
Ref country code: HK Ref legal event code: DE Ref document number: 1060376 Country of ref document: HK |
|
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| REG | Reference to a national code |
Ref country code: HK Ref legal event code: GR Ref document number: 1060376 Country of ref document: HK |
|
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20090701 Termination date: 20160429 |