CN201406683Y - Combined reinforced filling pile - Google Patents
Combined reinforced filling pile Download PDFInfo
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- CN201406683Y CN201406683Y CN2009201549400U CN200920154940U CN201406683Y CN 201406683 Y CN201406683 Y CN 201406683Y CN 2009201549400 U CN2009201549400 U CN 2009201549400U CN 200920154940 U CN200920154940 U CN 200920154940U CN 201406683 Y CN201406683 Y CN 201406683Y
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Abstract
The utility model relates to a combined reinforced filling pile in the field of cantilever-type row-pile support structures and anchor-type row-pile support structures. The combined reinforced fillingpile comprises a plain concrete pile body, a steel reinforcement cage and a section steel skeleton, wherein the section steel skeleton is coaxial to the plain concrete pile body; the plain concrete pile body encloses the steel reinforcement cage and the section steel skeleton; the section steel skeleton comprises more than one channel steel or I-steel; the steel reinforcement cage comprises longitudinal ribs uniformly distributed on the circumference of the steel reinforcement cage, annular reinforcement ribs encircling the longitudinal ribs and spiral reinforcement hoops; the diameter of theplain concrete pile body ranges from 400 mm to 1200 mm and the pile length of the plain concrete pile body ranges from 5 m to 25 m; more than one channel steel or I-steel and the longitudinal ribs ofthe steel reinforcement cage are positioned in the tension region of the same circle or positioned inside the steel reinforcement cage; and shear keys are uniformly distributed, from top to bottom, on the channel steel or I-steel webs.
Description
Technical field
The utility model belongs to the geotechnical engineering field, is specifically related to the combination stiffening filling pile in a cantilevered campshed supporting and protection structure and the anchor formula campshed supporting and protection structure.
Background technology
At present; the domestic colonnade formula soil blocking pile that is used for bracing of foundation pit is mainly mechanical hole building or manually digging hole deposited reinforced concrete pile; be shaped as circle; diameter is 400～1200 millimeters; the pile body arrangement of reinforcement be adopt diameter more than 16 millimeters stressed vertical muscle and distributing bar form circular reinforcing cage; its diameter is less than the stake footpath, and the outside is left 40～50 millimeters as topping.There are following several forms in sectional reinforcement:
Cantilevered because of the one-sided soil pressure of bearing, draws the district only meeting native side existence, the vertical muscle of major part is concentrated in the scope of tensile region, and other parts only is constructional reinforcement;
Prop up the anchor formula, because applied anchor pole or supported the elastic support that forms in the hole, all can there be the tensile region in the soil blocking pile both sides, so employing uniform reinforcement mode;
An anchor formula of optimizing will be indulged the muscle centralized configuration in the tensile region, not arrangement of reinforcement or only constructional reinforcement near the natural axis;
Existing several form of reinforcement all are evenly to arrange steel bar stress within the specific limits along the circumference of stake, different stressed not of uniform size the causing of vertical muscle that can cause diverse location of distance because of the distance natural axis, stress is difficult to distribute well, in case vertical individually muscle destroys behind the generation moderate finite deformation, then Zhuan common stress system is broken, and will unexpected brittle fracture take place probably.And self does not have bending rigidity reinforcing cage, can only improve the pile body bending rigidity by increasing the stake footpath like this, and concrete amount is big.Therefore prior art exists steel utilization ratio low, and concrete amount is big, shortcomings such as pile body non-deformability difference.
Chinese patent " stake of combination strengthening concrete " (patent No. 200720042973.7), built-in channel-section steel or the steel frame formed of i iron and the junction plate of from top to bottom evenly arranging or dowel by relative arrangement, and under the prerequisite that satisfies the structure requirement, arrange skeleton away from the axle center as far as possible, improve the skeleton bending rigidity, the anti-bending strength of steel is brought into play as much as possible, saved steel.But, this type only is provided with the shaped steel skeleton in pile body, consider the limitation that shaped steel is arranged in circular cross-section, it only is suitable for the cross section with 300 millimeters-600 millimeters in stake footpath, so bending resistance, shear resistance are still lower, must use in conjunction with prestressed anchor, promptly in pile-anchor system, use, generally be difficult to independent cantilever and use, and the maximum foundation depth that is suitable for is no more than 15 meters, stake is long to be no more than 20 meters, still has bigger limitation.
The utility model content
For the steel utilization ratio, minimizing concrete amount, reinforcement pile body bearing capacity and the non-deformability that improve soil blocking pile, the purpose of this utility model is a kind of combination stiffening filling pile that meets the supporting and protection structure loading characteristic more of design.
The concrete structure design scheme is as follows:
Combination stiffening filling pile comprises plain concrete pile body, reinforcing cage and shaped steel skeleton, and the shaped steel skeleton is coaxial with the plain concrete pile body, the plain concrete pile body is wrapped in reinforcing cage and shaped steel skeleton, described shaped steel skeleton comprises channel-section steel or the i iron more than, and described reinforcing cage comprises the vertical muscle that is distributed on the circumference, the ring stiffener of encircling vertical muscle and spiral stirrup;
Described plain concrete pile body diameter is the 400-1200 millimeter, and stake is long to be 5-25 rice;
Described more than one channel-section steel or the vertical muscle of i iron and reinforcing cage be positioned at the tensile region of same circumference, or be positioned at reinforcing cage inside; Evenly be distributed with shear key on channel-section steel or the i iron web from top to bottom.
The shaped steel skeleton comprises a pair of or two pairs of skeletons of being made up of two symmetrically arranged channel-section steels or i iron, and the every pair of channel-section steel or i iron are laid with horizontal dowel from top to bottom between radially, and the distance between the adjacent level dowel is the 500-1000 millimeter.
Described shear key is peg or steel plate or bar dowel, and the spacing between the adjacent shear key is the 200-500 millimeter.
Two above combination stiffening filling piles are arranged and are formed campshed, and adjacent combination stiffening filling pile top is connected by Guan Liang; Described campshed one side is provided with an above waist rail from top to bottom, and waist rail is parallel to Guan Liang, and the waist rail outside is provided with the horizontal support bar more than.
Be provided with prestressed anchor between the described adjacent combination stiffening filling pile, an end of prestressed anchor is connecting waist rail, and is 45-85 degree angle with combination stiffening filling pile.
Useful technique effect of the present utility model is embodied in the following aspects:
1, the utility model is configured in the tensile region with stressed vertical muscle and shaped steel concentrated area, with respect to traditional steel concrete soil blocking pile, reinforcement manner meet more unidirectional bent be subjected to force mode, effectively improved steel utilization ratio;
2, the utility model is owing to increased shaped steel in steel concrete, shaped steel is with its intrinsic intensity and ductility, and shaped steel, reinforcing bar, concrete three makes for working integratedly that the steel reinforced concrete soil blocking pile is bigger than traditional steel concrete soil blocking pile bearing capacity, rigidity is big, ductility good, makes excavation of foundation pit and safer when using.In addition, its good ductility can also reduce the possibility of pile body generation brittle fracture to a certain extent, avoids the generation of sudden accident, has improved safety.
3, mainly bearing folk prescription in the soil-baffling structure of horizontal loading, moment of flexure is the control load, because of shaped steel self has certain bending rigidity, anti-bending strength is good, therefore, and by in stake, disposing shaped steel, the diameter of soil blocking pile can be dwindled greatly, as: with interior cheating than shallow foundation, as using in conjunction with prestressed anchor, a stake footpath minimum can be 400 millimeters for degree of depth 10m.So the utility model can be saved a large amount of concrete, reduce taking of the construction costs and the underground space, have good economic benefits and environmental benefit;
4, the utility model cooperates prestressed anchor or horizontal support to form an anchor formula campshed support system, by adjusting stake footpath, shaped steel skeleton and the combination of reinforcing cage and the model of shaped steel and reinforcing bar, change supporting capacity and the bending rigidity of campshed flexibly, again by adjusting pile spacing, the change of anchor pole spacing anchor bearing capacity and rigidity, make stake and anchor can reach best stress distribution pattern, cooperative bearing, cooperative transformation is saved construction costs.
Description of drawings
Fig. 1 is applied to campshed cantilevered supporting and protection structure for the utility model,
Fig. 2 is the vertical view of Fig. 1,
Fig. 3 is applied to campshed pile-anchor retaining structure for the utility model,
Fig. 4 is the vertical view of Fig. 3,
Fig. 5 is applied to support in the campshed supporting and protection structure for the utility model
Fig. 6 is the vertical view of Fig. 5,
Fig. 7 is a schematic cross-section of the present utility model,
Schematic cross-section when Fig. 8 is applied to cantilever structure for the utility model,
Schematic cross-section when Fig. 9 is two shaped steel of configuration,
Schematic cross-section when Figure 10 is applied to cantilever structure for two shaped steel of configuration,
Figure 11 is provided with lattice skeleton schematic cross-section in the reinforcing cage,
Figure 12 is provided with single shaped steel schematic cross-section in the reinforcing cage,
Figure 13 is provided with two secondary skeleton schematic cross-sections in the reinforcing cage,
Figure 14 is provided with two shaped steel schematic cross-sections in the reinforcing cage,
Schematic cross-section when Figure 15 is applied to prop up the anchor system for i iron,
Figure 16 is provided with i iron skeleton schematic cross-section in the reinforcing cage.
Among Fig. 1-16, shaped steel skeleton 1, stressed vertical muscle 2, ring stiffener 3, spiral stirrup 4, plain concrete pile body 5, dowel 6, shear key 7, hat beam 8, waist rail 9, prestressed anchor 10, horizontal support bar 11, sloping end face 12, sloping bottom surface 13.
The specific embodiment
Below in conjunction with accompanying drawing, the utility model is done to describe further by embodiment.
Embodiment 1:
Referring to Fig. 1 and Fig. 8, combination stiffening filling pile comprises plain concrete pile body 5, reinforcing cage and shaped steel skeleton, and the shaped steel skeleton is coaxial with the plain concrete pile body, the plain concrete pile body is wrapped in reinforcing cage and shaped steel skeleton, the shaped steel skeleton comprises one or two channel-section steels arranged side by side, see Figure 10, reinforcing cage comprises the stressed vertical muscle 2 that is distributed on the circumference, the ring stiffener 3 of encircling vertical muscle and spiral stirrup 4;
Plain concrete pile body intensity is C20～C30, also can select different materials for use according to the stressed size and the stake footpath of stake.
The channel-section steel model can be selected plain edition channel-section steel, the thin-wall channel of various models for use according to the calculated bending moment adjustment, also can form lattice combination shaped steel by these shaped steel.
Stressed vertical muscle 2 adopts HRB335 or HRB400 level hot-rolled screw thread reinforcing bar, and it is 14 millimeters～32 millimeters that bar diameter is selected scope for use.
Ring stiffener is connected for all shaped steel provide horizontal with the longitudinal stress reinforcing bar for the reinforcement hoop that processing, allocation and transportation reinforcing cage are provided with, and forms reinforcing cage.Adopt HRB335 or HRB400 level hot-rolled screw thread reinforcing bar, it is 12 millimeters～20 millimeters that bar diameter is selected scope for use.
Spiral stirrup adopts HPB235 level hot rolling dish round bar, and along the elongated screw arrangement of whole pile body, the spacing between adjacent spiral is 100 millimeters～200 millimeters, and bar diameter is 6 millimeters～10 millimeters.
Shear key evenly is welded on the web of channel-section steel from top to bottom, and 200 millimeters-500 millimeters of spacings can be peg, steel plate or bar dowel.
The stressed vertical muscle 2 of one or two channel-section steels and reinforcing cage is positioned at the tensile region of same circumference, or is positioned at reinforcing cage inside, sees Figure 12 and Figure 14; Evenly be distributed with shear key 7 on the channel-section steel web from top to bottom.Shear key 7 is peg or steel plate or bar dowel, evenly is welded in from top to bottom on the web of channel-section steel, and the spacing between the adjacent shear key is the 200-500 millimeter.
Embodiment 2:
The shaped steel skeleton comprises a pair of or two pairs of skeletons of being made up of two symmetrically arranged channel-section steels or i iron, sees Fig. 7, Fig. 9 and Figure 15.
Channel-section steel or i iron model can be selected plain edition channel-section steel, thin-wall channel, the i iron of various models for use according to the calculated bending moment adjustment, also can form lattice combination shaped steel by these shaped steel.
Other is with embodiment 1.
Embodiment 3:
Referring to Figure 11, Figure 13 and Figure 16, the every pair of channel-section steel or i iron are laid with horizontal dowel 6 from top to bottom between radially, and the distance between the adjacent level dowel 6 is the 500-1000 millimeter.
When with two shaped steel when the natural axis bilateral symmetry of stake is placed, adopt indented bars or steel plate as dowel, respectively with the welding of both sides shaped steel, form lattice combination shaped steel; Vertical spacing 500-1000 millimeter adjusts accordingly according to the channel-section steel deployment scenarios.
Other is with embodiment 1.
Embodiment 4:
Two above combination stiffening filling piles are arranged and are formed campshed, and adjacent combination stiffening filling pile top is connected by hat beam 8, sees Fig. 1 and Fig. 2; Described campshed one side is provided with an above waist rail 9 from top to bottom, and waist rail 9 is parallel to hat beam 8, and waist rail 9 outsides are connecting the horizontal support bar 11 more than, see Fig. 3 and Fig. 4.
Guan Liang anchors into wherein by the main muscle with stake, and all single soil blocking piles are coupled to common stressed campshed; Reinforced concrete structure, width are slightly larger than or equal the soil blocking pile diameter, highly are not less than 300 millimeters.
Waist rail is the Force transmission parts of anchor pole, support and soil blocking pile in an anchor system; Adopt steel concrete or shaped steel material.
Horizontal support adopts steel concrete, shaped steel or other steel members, is arranged in the hole, and support is between two foundation pit side-walls, for soil-baffling structure provides horizontal restraint.Horizontal support is generally steel pipe, also can adopt Reinforced Concrete Materials or combination shaped steel.
Other is with embodiment 1.
Embodiment 5:
Referring to Fig. 5 and Fig. 6, be provided with prestressed anchor 10 between the adjacent combination stiffening filling pile, an end of prestressed anchor 10 is connecting waist rail 9, and is 45-85 degree angle with combination stiffening filling pile.
Prestressed anchor anchors into by boring and is subjected to the lacing wire material in the soil body of the foundation ditch outside, is the horizontal fulcrum of vertical soil-baffling structure, for soil blocking pile provides horizontal restraint power, also can apply certain prestressing force in addition, the horizontal movement of control soil blocking pile.Anchor pole is generally the machine dimensions drill pore-forming, also artificial luoyang spade pore-forming, 130～200 millimeters in aperture.The muscle material is HRB335 or HRB400 grade reinforcing steel in the hole, and 18～32 millimeters of diameters also can adopt steel strand.
Embodiment 6:
When foundation ditch is more shallow, can adopt cantilevered campshed supporting and protection structure, this example adopts combination stiffening filling pile to form the cantilever campshed at a certain distance, 6.0 meters of foundation depths.
As depicted in figs. 1 and 2, before the excavation of foundation pit, carry out earlier the location and the drilling construction of combination stiffening filling pile from sloping end face 12 natural ground, 0.8 meter of this example stake bore dia, 1.8 meters of pile spacings, stake is long 13 meters, enters to design sloping bottom surface 13 following 7.5 meters.After finishing, pore-forming in the stake hole, inserts the reinforcing cage of forming by stressed vertical muscle 2, ring stiffener 3 and spiral stirrup 4, stressed vertical muscle 2 is that tensile region and the native face of the back of the body respectively are provided with 8 Φ 18 meeting native face, insert the shaped steel skeleton that constitutes by shaped steel skeleton 1 again along the reinforcing cage inboard in the tensile region, see Fig. 9, shaped steel skeleton 1 is 1 14a hot rolling plain edition channel-section steel.After reinforcing cage and shaped steel skeleton are in place, perfusion C30 concrete in the stake hole, pile finishes.After soil blocking pile maintenance a period of time, at stake top application worker steel concrete hat beam 8,0.5 meter of hat deck-molding, wide 0.9 meter, reinforcing cage and shaped steel skeleton all anchor in the reinforcing cage, by hat beam 8 one by one stake be linked to be integral body, cooperative bearing.The concrete strength for the treatment of combination stiffening filling pile and Guan Liang reach design load 75% after, progressively with soil excavation to sloping bottom surface 13.
Embodiment 7:
When foundation ditch is dark, can adopt the piled anchor structure in the campshed pile-anchor retaining structure, this example adopts combination stiffening filling pile to form campshed at a certain distance, and 2 layers of oblique prestressed anchor 10,9.0 meters of foundation depths are set between per two adjacent studs.
As shown in Figure 5 and Figure 6,0.8 meter of this example stake bore dia, 2 meters of pile spacings, stake is long 12 meters, enters the sloping bottom surface of design 13 following 3.5 meters.Because of having increased horizontal fulcrum, native face is being met and the native face of the back of the body all can produce moment of flexure in excavation back, the capital becomes the tensile region, so stressed vertical muscle meet native face and the back of the body native face 7 Φ 18 respectively are set, then symmetry is placed two shaped steel skeletons 1 along the reinforcing cage inboard, be linked to be lattice shaped steel skeleton by dowel 6, shaped steel adopts 2 14a hot rolling plain edition channel-section steels, sees Fig. 8.Perfusion C30 concrete in the stake hole.Hat beam 8 is high 0.5 meter, wide 0.9 meter.The length of two-layer anchor pole is 15 meters, angle of inclination 15 degree, and 150 millimeters in aperture, first floor anchor pole absolute altitude is sloping end face 12 following 2.5 meters, and second layer anchor pole absolute altitude is sloping end face 12 following 5.5 meters, and anchor pole muscle material adopts 2 Φ 18.Rock bolt head is provided with elongated reinforced concrete waist rail 9, and waist rail 9 sectional dimensions are 400 * 300.
Embodiment 8:
Foundation ditch is when more deeply and on every side soil property can't provide enough anchored force, can adopt the inner supporting structure that supports in the campshed in the supporting and protection structure, this example adopts combination stiffening filling pile to form campshed at a certain distance, 2 layers of horizontal support bar 11 is set, 10.0 meters of foundation depths from top to bottom.
As shown in Figure 3 and Figure 4,0.9 meter of this example stake bore dia, 1.7 meters of pile spacings, stake is long 16 meters, enters following 6.5 meters of the sloping bottom surface of design.Stressed vertical muscle is being met native face and the native face of the back of the body respectively is provided with 8 Φ 20, and then symmetry is placed two shaped steel skeletons 1 along the reinforcing cage inboard, is linked to be lattice shaped steel skeleton by dowel 6, and shaped steel adopts 2 16a hot rolling plain edition channel-section steels.Perfusion C30 concrete in the stake hole.0.5 meter of hat deck-molding, wide 0.9 meter.Two horizontal supporting layers all adopts φ 609 * 10 steel pipes, and first floor supports absolute altitude sloping end face 12 following 0.5 meter, and second layer anchor pole absolute altitude is sloping end face 12 following 5.5 meters.
Claims (5)
1, combination stiffening filling pile, comprise plain concrete pile body, reinforcing cage and shaped steel skeleton, and the shaped steel skeleton is coaxial with the plain concrete pile body, the plain concrete pile body is wrapped in reinforcing cage and shaped steel skeleton, described shaped steel skeleton comprises channel-section steel or the i iron more than, described reinforcing cage comprises the vertical muscle that is distributed on the circumference, the ring stiffener of encircling vertical muscle and spiral stirrup, it is characterized in that:
Described plain concrete pile body diameter is the 400-1200 millimeter, and stake is long to be 5-25 rice;
Described more than one channel-section steel or the vertical muscle of i iron and reinforcing cage be positioned at the tensile region of same circumference, or be positioned at reinforcing cage inside; Evenly be distributed with shear key on channel-section steel or the i iron web from top to bottom.
2, combination stiffening filling pile according to claim 1, it is characterized in that: the shaped steel skeleton comprises a pair of or two pairs of skeletons of being made up of two symmetrically arranged channel-section steels or i iron, the every pair of channel-section steel or i iron are laid with horizontal dowel from top to bottom between radially, and the distance between the adjacent level dowel is the 500-1000 millimeter.
3, combination stiffening filling pile according to claim 1 is characterized in that: described shear key is peg or steel plate or bar dowel, and the spacing between the adjacent shear key is the 200-500 millimeter.
4, combination stiffening filling pile according to claim 1 is characterized in that: two above combination stiffening filling piles are arranged and are formed campshed, and adjacent combination stiffening filling pile top is connected by Guan Liang; Described campshed one side is provided with an above waist rail from top to bottom, and waist rail is parallel to Guan Liang, and the waist rail outside is provided with the horizontal support bar more than.
5, combination stiffening filling pile according to claim 4 is characterized in that: be provided with prestressed anchor between the described adjacent combination stiffening filling pile, an end of prestressed anchor is connecting waist rail, and is 45-85 degree angle with combination stiffening filling pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009201549400U CN201406683Y (en) | 2008-12-15 | 2009-05-08 | Combined reinforced filling pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN200820130368 | 2008-12-15 | ||
| CN200820130368.X | 2008-12-15 | ||
| CN2009201549400U CN201406683Y (en) | 2008-12-15 | 2009-05-08 | Combined reinforced filling pile |
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| CN201406683Y true CN201406683Y (en) | 2010-02-17 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2009201549400U Expired - Fee Related CN201406683Y (en) | 2008-12-15 | 2009-05-08 | Combined reinforced filling pile |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103015436A (en) * | 2013-01-01 | 2013-04-03 | 中国建筑西南勘察设计研究院有限公司 | Cemented-type water-blocking curtain and anchor pulling pile compounded supporting structure |
| CN106501496A (en) * | 2016-10-28 | 2017-03-15 | 重庆交通大学 | A kind of visual CFST Arch Bridge pipe inner concrete irrigates assay device |
| CN111172972A (en) * | 2019-12-13 | 2020-05-19 | 中铁二院工程集团有限责任公司 | Steel-concrete combined shear pile of long-span arch bridge |
-
2009
- 2009-05-08 CN CN2009201549400U patent/CN201406683Y/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103015436A (en) * | 2013-01-01 | 2013-04-03 | 中国建筑西南勘察设计研究院有限公司 | Cemented-type water-blocking curtain and anchor pulling pile compounded supporting structure |
| CN103015436B (en) * | 2013-01-01 | 2015-07-08 | 中国建筑西南勘察设计研究院有限公司 | Cemented-type water-blocking curtain and anchor pulling pile compounded supporting structure |
| CN106501496A (en) * | 2016-10-28 | 2017-03-15 | 重庆交通大学 | A kind of visual CFST Arch Bridge pipe inner concrete irrigates assay device |
| CN106501496B (en) * | 2016-10-28 | 2019-04-02 | 重庆交通大学 | A kind of visual CFST Arch Bridge pipe inner concrete perfusion experimental rig |
| CN111172972A (en) * | 2019-12-13 | 2020-05-19 | 中铁二院工程集团有限责任公司 | Steel-concrete combined shear pile of long-span arch bridge |
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| C14 | Grant of patent or utility model | ||
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| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20100217 Termination date: 20100508 |