CN103669385A - Method for improving pile group bearing capacity by means of reticular pile foundations - Google Patents
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Abstract
The invention relates to a method for improving the pile group bearing capacity by means of reticular pile foundations. A pile group is composed of a plurality of sets of reticular pile foundations, each reticular pile foundation is formed by arranging a plurality of single piles which vertically penetrate into a soil body, and the method comprises the following steps: arranging the single piles in the reticular pile foundations in each set according to a certain shape, and respectively arranging a pile beam for connecting every two adjacent piles at the bottom and middle positions of the adjacent single piles so as to increase the bearing areas of the reticular pile foundations and enable the pile beam and the single piles to be of an integral structure. The method has the advantages that the pile group is simple in structure, the pile beam for connecting the adjacent single piles is additionally arranged at the bottom and middle positions of the pile foundations so as to form the whole stable pile group structure, pile feet are additionally arranged on each single pile so as to increase the whole bearing areas of the reticular pile foundations, the whole bearing capacity and the anti-toppling capacity of the pile group are effectively improved, and in addition, compared with a conventional pile group with the same bearing capacity, the length of the pile group is greatly shortened.
Description
Technical field
The invention belongs to pile foundation technical field, be specifically related to a kind of method of utilizing netted pile foundation to improve pile group bearing capacity.
Background technology
Campshed basis is the building pile basis structure arrange forming by queue-type with certain type, and it is large with bearing capacity, good stability, sedimentation value are little, can adapt to the features such as various geological conditionss and load situation and be widely applied in building, the hydraulic engineerings such as highrise building, large-sized workshop, water conservancy and hydropower hinge, railway engineering, highway engineering, bridge engineering, offshore production platform, nuclear power station.
Campshed basis specifically consists of jointly some foundation piles and the cushion cap that is connected in stake top, is used to the building on it that enough bearing capacities are provided; The load of building passes to ground by its below pile foundation, the frictional resistance that wherein vertical load is generally produced by the resistance of stake substratum and pile body side and the soil body supports, and that is to say that pile foundation is broadly divided into two kinds of end bearing pile and friction piles by Force principle.
As shown in Figure 1, it is hard soil layer or rock stratum that end bearing pile 1 reaches hard formation 3(through Soft Soil Layer 2), the superstructure load of end bearing pile 1 is mainly born by hard formation 3 resistances; During construction, take pile penetration as main, and pile top enters bearing stratum depth or pile top absolute altitude can be for referencial use.
As shown in Figure 2,4 of friction piles are arranged in Soft Soil Layer 2 completely, by its pile body by the compacted reality of Soft Soil Layer 2, to improve native compactness and supporting capacity, the load of its superstructure is born jointly by the frictional resistance between end-resistance and pile body side and Soft Soil Layer 2, during construction, take and control pile top design elevation as main, pile penetration can be for referencial use.
The existing problem of pile group consisting of campshed basis is at present: 1. in order to ensure it, to upper building, can provide enough bearing capacities, very big for the length requirement of pile body, the pressure that this has not only increased construction cost aspect, has also improved the difficulty of construction; 2. at adjacent foundation pile top, coupling beam is set conventionally and interconnects, to increase the resistance to overturning of pile group, but its effect is very limited, and cost is higher, affects the construction of upper building.
Summary of the invention
The object of the invention is according to above-mentioned the deficiencies in the prior art part, a kind of method of utilizing netted pile foundation to improve pile group bearing capacity is provided, the method by each adjacent single pile bottom and medium position a crossbeam be set realize the netted pile foundation that is interconnected to constitute one, so that the loaded area much larger than conventional pile group to be provided, improve the whole stress-bearing capability of pile group.
The object of the invention realizes and being completed by following technical scheme:
A kind of method of utilizing netted pile foundation to improve pile group bearing capacity, described pile group is comprised of many networkings shape pile foundation, described netted pile foundation is rearranged by some single piles that vertically go deep in the soil body, it is characterized in that described method comprises the following steps: the some described single pile in the described netted pile foundation of each group to arrange by definite shape; In each adjacent described single pile bottom and medium position place, the stake crossbeam that connects both is set respectively, to increase the loaded area of described netted pile foundation, described stake crossbeam and described single pile is structure as a whole.
Described in each, single pile pile body and described stake crossbeam intersection arrange the footing horizontally outward extending, and make described footing bearing of trend and the perpendicular setting of described stake crossbeam.
Described footing and described pile body are structure as a whole, and the development length of described footing is not more than the length of described single pile.
Described footing is semicircle panel, and two described semicircle panels are symmetricly set in respectively described stake crossbeam both sides.
Described footing is strip structure, is symmetricly set in described stake crossbeam side.
Advantage of the present invention is, the pile group that should be comprised of netted pile foundation is simple in structure, by in pile foundation bottom and middle part set up a stake crossbeam that connects adjacent single pile and make it to form stable whole pile group structure, and by set up footing on each single pile, to increase the integrated carrying area of netted pile foundation, effectively improve integrated carrying ability and the resistance to capsizing of pile group, in addition, compare with the conventional pile group with equal supporting capacity, its pile group length can shorten greatly.
Accompanying drawing explanation
Fig. 1 is end bearing pile schematic diagram in prior art;
Fig. 2 is friction pile schematic diagram in prior art;
Fig. 3 is the part elevation figure of netted pile foundation in the embodiment of the present invention one;
Fig. 4 is the partial plan layout of netted pile foundation in the embodiment of the present invention one;
Fig. 5 is the whole elevation of netted pile foundation in the embodiment of the present invention one;
Fig. 6 is the overall plan view of netted pile foundation in the embodiment of the present invention one;
Fig. 7 is the part elevation figure of netted pile foundation in the embodiment of the present invention two;
Fig. 8 is the partial plan layout of netted pile foundation in the embodiment of the present invention two;
Fig. 9 is the part elevation figure of netted pile foundation in the embodiment of the present invention three;
Figure 10 is the partial plan layout of netted pile foundation in the embodiment of the present invention three.
The specific embodiment
Below in conjunction with accompanying drawing, by embodiment, feature of the present invention and other correlated characteristic are described in further detail, so that technician's of the same trade understanding:
As Fig. 1-10, in figure, mark 1-9 is respectively: end bearing pile 1, Soft Soil Layer 2, hard formation 3, friction pile 4, single pile 5, stake crossbeam 6, netted pile foundation 7, bar shaped footing 8, semicircle footing 9.
Embodiment mono-: being used at present superstructure that the existing common problem in pile group basis of enough bearing capacities is provided is exactly that bearing capacity is less and pile body length is larger.As Fig. 5, shown in 6, in order to improve this phenomenon, the present embodiment provides a kind of method of utilizing netted pile foundation to improve pile group bearing capacity, described pile group is comprised of many networkings shape pile foundation 7, and each networking shape pile foundation is rearranged by several single piles 5, the whole rectangular shape of this netted pile foundation 7, most of pile body of each single pile 5 is arranged in the soil body, with respect to normal pile foundation, the method of this raising pile group bearing capacity arranges twice stake crossbeam 6 by the bottom in netted pile foundation 7 and medium position, so that each single pile 5 in it is connected, make it to provide the loaded area much larger than existing pile foundation plinth, and improve whole stress-bearing capability and the stability of pile group.
As shown in Fig. 3,4,5,6, the rectangular profile shape pile group that the netted pile foundation 7 in the present embodiment is specifically rearranged by some single piles 5 that go deep in the soil body, this method of utilizing netted pile foundation to improve pile group bearing capacity specifically comprises following measures:
Twice stake crossbeam 6 is set between adjacent single pile 5 so that it interconnects, this twice stake crossbeam 6 lays respectively at bottom and the medium position of adjacent single pile 5, and the single pile 5 that this twice stake crossbeam 6 is connected with it is integrated builds molding structure, so that form net structure between each adjacent single pile 5 in netted pile foundation 7; Wherein each single pile 5 is the cylindrical pile body of vertical setting, 6, each crossbeam is horizontally disposed cylindrical pile body, and the diameter of stake crossbeam 6 is identical with the diameter of single pile 5, in addition, be connected to the lower crossbeam 6 of adjacent single pile 5 bottoms and be connected to the dimensions of king-pile crossbeam 6 at adjacent single pile 5 middle parts just the same.
As shown in Fig. 3,4,5,6, for realizing the above-mentioned Specific construction step of utilizing netted pile foundation to improve the method for pile group bearing capacity, be:
1. first on two ground, place separated by a distance, adopt the mode of machinery or manually digging hole to carry out vertical pore-forming, adjacent single pile 5 is carried out to pore-forming;
2. after, in this vertical hole, transfer cross drilling device to bottom and the middle part of vertical hole and carry out respectively horizontal pore-forming, so that be communicated with between adjacent vertical hole, respectively a lower crossbeam 6 and king-pile crossbeam 6 are carried out to pore-forming;
3. according to above-mentioned steps 1. to step 2. described in, to remaining hole stake in netted pile foundation, adopt same construction method pore-forming;
4. after treating all pile hole constructions, determine as required whether below arranges the specification of reinforcing cage and reinforcing cage, last concreting pile, forms netted pile foundation 7, and improves pile group integrated carrying ability with this.
The beneficial effect that utilizes netted pile foundation to improve the method for pile group supporting capacity in the present embodiment is specially: the method is set up the stake crossbeam that is connected both by the single pile bottom adjacent and middle part, not only make each single pile be linked to be whole force structure, promote pile group holistic resistant behavior, loaded area much larger than conventional pile group is provided simultaneously, its supporting capacity is promoted greatly, compare with the conventional campshed basis with equal supporting capacity, single pile length can shorten greatly.
Embodiment bis-: as shown in Figure 7,8, with respect to the netted pile foundation of utilizing described in embodiment mono-, improve the method for pile group bearing capacity, netted pile foundation in the present embodiment has been set up respectively bar shaped footing 8 in each single pile 5 bottoms and middle part, further to increase loaded area on the basis in netted pile foundation described in embodiment mono-, and promote the resistance to capsizing of pile group.
As shown in Figure 7,8, the rectangular profile shape pile group that the netted pile foundation 7 in the present embodiment is specifically rearranged by some single piles 5 that go deep in the soil body, this method of utilizing netted pile foundation to improve pile group bearing capacity specifically comprises following measures:
(1) twice stake crossbeam 6 is set between adjacent single pile 5 so that it interconnects, this twice stake crossbeam 6 lays respectively at bottom and the medium position of adjacent single pile 5, and the single pile 5 that this twice stake crossbeam 6 is connected with it is integrated builds molding structure, so that form net structure between each adjacent single pile 5 in netted pile foundation 7;
(2) in the bottom of each single pile 5 and medium position place all arrange one group with the perpendicular bar shaped footing 8 of stake crossbeam 6, in each single pile 5 pile bodies and stake crossbeam 6 intersections, the bar shaped footing 8 horizontally outward extending is set, every group of bar shaped footing 8 is comprised of the bar shaped footing 8 of two apportion stake crossbeam 6 both sides, and bar shaped footing 8 is perpendicular with the axis of single pile 5; Wherein bar shaped footing 8 is cylindrical pile body, can be also square pile body, and the length of this bar shaped footing 8 is not more than the length of single pile 5, and its length also can suitably lengthen according to soil property and requirement for bearing capacity certainly.
As shown in Figure 7,8, for realizing the above-mentioned Specific construction step of utilizing netted pile foundation to improve the method for pile group bearing capacity, be:
1. first on two ground, place separated by a distance, adopt the mode of machinery or manually digging hole to carry out vertical pore-forming, adjacent single pile 5 is carried out to pore-forming;
2. after, in this vertical hole, transfer cross drilling device to bottom and the middle part of vertical hole and carry out respectively horizontal pore-forming, so that be communicated with between adjacent vertical hole, respectively a lower crossbeam 6 and king-pile crossbeam 6 are carried out to pore-forming;
3. thereafter again by this cross drilling device carrying out pore-forming with the perpendicular direction of stake crossbeam 6 holes, to being positioned at the bar shaped footing 8 at single pile 5 bottoms and middle part, carry out pore-forming respectively;
4. according to step 1. to step 3. described in, to remaining hole stake in netted pile foundation, adopt same construction method pore-forming;
5. after treating all pile hole constructions, determine as required whether below arranges the specification of reinforcing cage and reinforcing cage, last concreting pile, forms netted pile foundation, and improves pile group integrated carrying ability with this.
The beneficial effect that utilizes netted pile foundation to improve the method for pile group supporting capacity in the present embodiment is specially:
The method is set up the stake crossbeam that is connected both by the single pile bottom adjacent and middle part, not only make each single pile be linked to be whole force structure, promote pile group holistic resistant behavior, the loaded area much larger than conventional pile group is provided simultaneously, its supporting capacity is promoted greatly;
In addition by the bottom at single pile and medium position place, set up the loaded area that bar shaped footing has further increased netted pile foundation, supporting capacity is able to further lifting, and by means of the interaction force between bar shaped footing and the soil body, can effectively promote its resistance to capsizing;
This netted pile foundation is compared with the conventional pile group with equal supporting capacity, and pile group length can shorten greatly.
Embodiment tri-: as shown in Fig. 9,10, with respect to the netted pile foundation of utilizing described in embodiment mono-, improve the method for pile group bearing capacity, netted pile foundation in the present embodiment has been set up semicircle footing 9 at bottom and the middle part of each single pile 5, further to increase loaded area on the basis in netted pile foundation described in embodiment mono-, and promote the resistance to capsizing of pile group.
As shown in Fig. 9,10, the rectangular profile shape pile group that the netted pile foundation 7 in the present embodiment is specifically rearranged by some single piles 5 that go deep in the soil body, this method of utilizing netted pile foundation to improve pile group bearing capacity specifically comprises following measures:
(1) twice stake crossbeam 6 is set between adjacent single pile 5 so that it interconnects, this twice stake crossbeam 6 lays respectively at bottom and the medium position of adjacent single pile 5, and the single pile 5 that this twice stake crossbeam 6 is connected with it is integrated builds molding structure, so that form net structure between each adjacent single pile 5 in netted pile foundation 7;
(2) the semicircle panel that at bottom and the medium position place of each single pile 5, one group of level is all set, in each single pile 5 pile bodies and stake crossbeam 6 intersections, the semicircle panel horizontally outward extending is set, every group of semicircle panel is comprised of the semicircle footing 9 of apportion stake crossbeam 6 both sides; Each semicircle footing 9 is integrated and builds molding structure with single pile 5, its semicircular radius is not more than the length of single pile 5, certainly its radius size also can suitably lengthen according to soil property and requirement for bearing capacity, obviously, the semicircle footing 9 in the present embodiment provides loaded area and the stability against overturning energy than bar shaped footing is larger in embodiment bis-.
As shown in Fig. 9,10, for realizing the above-mentioned Specific construction step of utilizing netted pile foundation to improve the method for pile group bearing capacity, be:
1. first on two ground, place separated by a distance, adopt the mode of machinery or manually digging hole to carry out vertical pore-forming, adjacent single pile 5 is carried out to pore-forming;
2. after, in this vertical hole, transfer cross drilling device to bottom and the medium position place of vertical hole and carry out respectively horizontal pore-forming, so that be communicated with between adjacent vertical hole, respectively a lower crossbeam 6 and king-pile crossbeam 6 being carried out to pore-forming;
3. by this cross drilling device, form semicircle intervally carrying out reaming with the perpendicular direction of stake crossbeam 6 holes more thereafter, to being positioned at the semicircle footing 9 at single pile 5 bottoms and middle part, carry out reaming-forming respectively;
4. according to step 1. to step 3. described in, to remaining hole stake in netted pile foundation, adopt same construction method pore-forming;
5. after treating all pile hole constructions, determine as required whether below arranges the specification of reinforcing cage and reinforcing cage, last concreting pile, forms netted pile foundation, and improves pile group integrated carrying ability with this.
The beneficial effect that utilizes netted pile foundation to improve the method for pile group supporting capacity in the present embodiment is specially:
The method is set up the stake crossbeam that is connected both by the single pile bottom adjacent and middle part, not only make each single pile be linked to be whole force structure, promote pile group holistic resistant behavior, the loaded area much larger than conventional pile group is provided simultaneously, its supporting capacity is promoted greatly;
In addition by the bottom at single pile and medium position place, set up the loaded area that semicircle panel has further increased netted pile foundation, supporting capacity is able to further lifting, and by means of the interaction force between semicircle panel and the soil body, can effectively promote pile group resistance to capsizing;
This pile group is compared with the conventional pile group with equal supporting capacity, and pile group length can shorten greatly.
Claims (5)
1. a method of utilizing netted pile foundation to improve pile group bearing capacity, described pile group is comprised of many networkings shape pile foundation, described netted pile foundation is rearranged by some single piles that vertically go deep in the soil body, it is characterized in that described method comprises the following steps: the some described single pile in the described netted pile foundation of each group to arrange by definite shape; In each adjacent described single pile bottom and medium position place, the stake crossbeam that connects both is set respectively, to increase the loaded area of described netted pile foundation, described stake crossbeam and described single pile is structure as a whole.
2. a kind of method of utilizing netted pile foundation to improve pile group bearing capacity according to claim 1, it is characterized in that single pile pile body and described the footing that the setting of crossbeam intersection is horizontally outward extended described in each, make described footing bearing of trend and the perpendicular setting of described stake crossbeam.
3. a kind of method of utilizing netted pile foundation to improve pile group bearing capacity according to claim 2, is characterized in that described footing and described pile body are structure as a whole, and the development length of described footing is not more than the length of described single pile.
4. a kind of method of utilizing netted pile foundation to improve pile group bearing capacity according to claim 2, is characterized in that described footing is semicircle panel, and two described semicircle panels are symmetricly set in respectively described stake crossbeam both sides.
5. a kind of method of utilizing netted pile foundation to improve pile group bearing capacity according to claim 2, is characterized in that described footing is strip structure, is symmetricly set in described stake crossbeam side.
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| CN104047236A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | Repairing method for bridge-head bump road surface |
| CN104047235A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | The method of repairing the back of the bridge head and abutment of the pavement |
| CN104047213A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | A Pavement Restoration Method That Can Solve the Difference of Settlement Velocity Between Hard Soil Layer and Soft Soil Layer |
| CN104047237A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | A road repair method |
| CN105040670A (en) * | 2015-07-30 | 2015-11-11 | 湖北工业大学 | Rhombus foundation reinforcement handling method |
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| CN113323000A (en) * | 2021-07-13 | 2021-08-31 | 徐州工程学院 | Disaster prevention and reduction structure of near-fault pile group foundation |
| CN114541457A (en) * | 2022-03-09 | 2022-05-27 | 华能陕西靖边电力有限公司 | Pile foundation for photovoltaic support |
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| CN105735151A (en) * | 2014-05-26 | 2016-07-06 | 江苏鼎泰工程材料有限公司 | Pavement rehabilitation method |
| CN104047213A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | A Pavement Restoration Method That Can Solve the Difference of Settlement Velocity Between Hard Soil Layer and Soft Soil Layer |
| CN104047237A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | A road repair method |
| CN105735151B (en) * | 2014-05-26 | 2017-07-21 | 江苏鼎泰工程材料有限公司 | A kind of method for repairing road surface |
| CN104047236B (en) * | 2014-05-26 | 2016-04-13 | 江苏鼎泰工程材料有限公司 | Repair method of bridge head jumping road surface |
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| CN104047235A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | The method of repairing the back of the bridge head and abutment of the pavement |
| CN105780673A (en) * | 2014-05-26 | 2016-07-20 | 江苏鼎泰工程材料有限公司 | Bridge-head vehicle bump road surface repairing method for solving problem of settling velocity difference between hard soil layer and soft soil layer |
| CN104047213B (en) * | 2014-05-26 | 2016-05-25 | 江苏鼎泰工程材料有限公司 | A Pavement Restoration Method That Can Solve the Difference of Settlement Velocity Between Hard Soil Layer and Soft Soil Layer |
| CN105862560A (en) * | 2014-05-26 | 2016-08-17 | 江苏鼎泰工程材料有限公司 | Method for repairing abutment backwall of pavement without environmental pollution |
| CN104047236A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | Repairing method for bridge-head bump road surface |
| CN105780673B (en) * | 2014-05-26 | 2017-06-30 | 江苏鼎泰工程材料有限公司 | Solve the hard, restorative procedure on the bumping at bridge-head road surface of Soft Soil Layer differential settling velocity |
| CN105040670A (en) * | 2015-07-30 | 2015-11-11 | 湖北工业大学 | Rhombus foundation reinforcement handling method |
| CN113323000A (en) * | 2021-07-13 | 2021-08-31 | 徐州工程学院 | Disaster prevention and reduction structure of near-fault pile group foundation |
| CN114541457A (en) * | 2022-03-09 | 2022-05-27 | 华能陕西靖边电力有限公司 | Pile foundation for photovoltaic support |
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Application publication date: 20140326 |