CN202767095U - Set pile cap foundation - Google Patents
Set pile cap foundation Download PDFInfo
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- CN202767095U CN202767095U CN 201220378359 CN201220378359U CN202767095U CN 202767095 U CN202767095 U CN 202767095U CN 201220378359 CN201220378359 CN 201220378359 CN 201220378359 U CN201220378359 U CN 201220378359U CN 202767095 U CN202767095 U CN 202767095U
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- bearing sheet
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Abstract
The utility model discloses a set pile cap foundation which comprises a pile, the pile is arranged vertically, a cap plate is arranged at the upper portion of the pile in a horizontal mode, the pile and the cap plate are connected through cast-in-place concrete, and a temporary sealing air bag is arranged at the bottom of the cast-in-place concrete. The pile is drilled and poured in situ, the cap plate is prefabricated in a prefabricated field in land, the cap plate after prefabrication is transported to a bridge position through landway transportation or waterway transportation and lifted by lifting equipment on the water, and then set pile cap foundation construction can be carried out according to set pile cap foundation construction methods and steps. The set pile cap foundation achieves separated prefabrication and assembly of a cap plate foundation, reduces influences of negative factors like deepwater, tidal current, shipping and zoology on building deepwater foundations for bridges in rivers, lakes and seas, reduces construction difficulty, guarantee safe construction quality and improve construction speed. In addition, the set pile cap foundation has the advantages of being reasonable in structural design and reliable in construction method, and can be widely used in construction of the deepwater foundations of the bridges in the rivers, the lakes and the seas.
Description
Technical field
The utility model relates to a kind of bridge foundation, relates in particular to a kind of Pile-supported stand foundation that arranges.
Background technology
At present, in the bridge construction field, generally adopt the drilled pile cushion cap foundation.The conventional piles cushion cap foundation adopts bridge foundation cast-in-place stake and cushion cap, cast-in-place stake and cushion cap have stronger technology economy advantage on land, but in water, there is more safety, quality problems, particularly in the deep water, can not adopt general earth fill cofferdam, the construction of the waterproof techniques such as wood sheet-pile cofferdam, must be equipped with waterproof, anti-soil (sand), protection against erosion, landslide-proofing, and can support the interim space enclosing structure of foundation ditch, it is the cofferdam, even adopt the cofferdam to carry out drilled pile cushion cap foundation construction in the water, still have the constructing operation difficulty, workmanship is difficult to safely guarantee, the shortcomings such as construction speed is slow.
The utility model content
The purpose of this utility model provide a kind of reasonable in design, job practices reliable, can guarantee workmanship and safely, can be applicable to the Pile-supported stand foundation that arranges of rivers,lakes and seas deep water.
The utility model is achieved through the following technical solutions:
The Pile-supported stand foundation that arranges of the present utility model comprises stake, and described stake is vertical, described stake top arranges bearing sheet, described bearing sheet is for being horizontally disposed with, and described stake and the bearing sheet of being connected adopt the cast-in-situ concrete connection, and the bottom of described cast-in-situ concrete is provided with interim sealing air bag.
Can be found out by the technical scheme that above-mentioned the utility model provides, the Pile-supported stand foundation that arranges described in the utility model, owing to comprise stake, stake is vertical, stake top arranges bearing sheet, bearing sheet is for being horizontally disposed with, and stake and the bearing sheet of being connected adopt the cast-in-situ concrete connection, and the bottom of cast-in-situ concrete is provided with interim sealing air bag.Can realize separating of Pile-supported stand foundation of prefabricated and assembly unit, reduce place, position rivers,lakes and seas bridge and built the unfavorable factor impacts such as deep water foundation deep water, trend, shipping, ecology, reduce constructional difficulties, guarantee workmanship safety and accelerating construction progress.Reliable from application example the utility model reasonable in design, job practices, can be widely used in the rivers,lakes and seas bridge deepwater foundation and build.
Description of drawings
Fig. 1 is the plane structure schematic diagram that Pile-supported stand foundation is set of implementation example of the present utility model;
Fig. 2 is the facade structures schematic diagram that Pile-supported stand foundation is set of implementation example of the present utility model;
Fig. 3 is the A-A cross-sectional view of Fig. 2;
Fig. 4 is the B-B cross-sectional view of Fig. 2;
Fig. 5 a, Fig. 5 b are the structural representation of the stake in the utility model;
Fig. 6 is the structural representation of interim sealing air bag in the utility model;
Fig. 7 a to Fig. 7 f is the schematic diagram of construction method step of the present utility model.
Description of reference numerals:
The 1-stake; The 2-bearing sheet; 3-cast-in-situ concrete; The interim sealing air bag of 4-; The stake of 5-hypomere; The stake of 6-epimere; 7-horizontal annular band steel; The 8-steel pipe; The 9-reserving hole channel; 10-annular steel sleeve; The cast-in-situ concrete of 11-hypomere back cover; The cast-in-situ concrete of 12-epimere cushion cap.
The specific embodiment
Below in conjunction with embodiment method of the present utility model is described in detail:
The Pile-supported stand foundation that arranges of the present utility model, its better specific embodiment is:
Comprise stake, described stake be vertical, and described stake top arranges bearing sheet, and described bearing sheet is for being horizontally disposed with, described stake be connected bearing sheet employing cast-in-situ concrete connection, the bottom of described cast-in-situ concrete is provided with interim sealing air bag.
Described stake comprises hypomere stake and epimere stake, described epimere stake cross section is circular, diameter is greater than described hypomere stake, described epimere stake is steel pipe and steel concrete composite structure, described hypomere stake is reinforced concrete structure, described bearing sheet is the integral reinforced concrete structure, and described interim sealing air bag is inflating rubber.
The skin of described epimere stake is the steel pipe that inwall is welded with multiple tracks horizontal annular band steel, and described steel pipe gos deep into ground and is not less than 2m, and gos deep into described bearing sheet and be not less than 1m, and the vertical spacing of adjacent horizontal annular band steel is not less than 1m.
Described bearing sheet is cuboid, described bearing sheet inside is vertically according to described stake design attitude and quantity reserving hole channel, described reserving hole channel is variable cross-section dentation post, the downside of described reserving hole channel has annular steel sleeve, described annular steel sleeve internal diameter is greater than described epimere stake external diameter, the height of described annular steel sleeve is not less than 2m, and described interim sealing air bag is located at the bottom of described annular steel sleeve, and described cast-in-situ concrete is cast in described reserving hole channel and the annular steel sleeve.
Described cast-in-situ concrete comprises the cast-in-situ concrete of hypomere back cover and the cast-in-situ concrete of epimere cushion cap, described hypomere back cover cast-in-situ concrete elevation of top surface is identical with the bearing sheet concrete bottom, and described epimere cushion cap cast-in-situ concrete end face is identical with the bearing sheet top of concrete.
The job practices that Pile-supported stand foundation is set of the present utility model comprises:
Stake is holed for original position and is built, bearing sheet is prefabricated in the field, land fabrication field, prefabricated complete bearing sheet over land or the water route be transported to bridge location, by crane gear waterborne lifting bearing sheet, by the Pile-supported stand foundation construction method step is set the Pile-supported stand foundation construction is set.
The described Pile-supported stand foundation construction method step that arranges is:
A, by land the bearing sheet precasting yard is set, prefabricated bearing sheet, the duct concrete is processed and dabbing, reinforcing steel bars exposed in the bearing sheet duct is set up Pile Installation Platform and bearing sheet hoisting platform at the bridge foundation design attitude, make steel pipe, locate the inserted to play steel pipe to design altitude, the double steel casing of doing of steel pipe in design stake position, boring, castinplace pile;
B, treat that pile concrete intensity reaches design strength, remove Pile Installation Platform, the not yet interim sealing air bag of inflation is installed in castinplace pile design altitude position;
C, transport bearing sheet to designing bridge location by land transportation and water transport mode, use crane barge lifting bearing sheet to bearing sheet hoisting platform and temporary consolidation, upper to design altitude to having built complete stake by bearing sheet reserving hole channel and annular steel sleeve;
D, to interim sealing airbag aeration, closed ring steel sleeve sealing, the cast-in-situ concrete of underwater casting hypomere back cover is to annular steel sleeve end face;
E, treat that the cast-in-situ concrete of hypomere back cover reaches design strength, in the reserving hole channel of draining, do operation, process pile crown, finish the bearing sheet reinforcing bar binding and build the cast-in-situ concrete of epimere cushion cap;
F, treat that epimere cushion cap cast-in-situ concrete intensity reaches designing requirement, remove crane barge bearing sheet hoisting platform.
Specific embodiment:
Such as Fig. 1～shown in Figure 6, comprise the stake 1 according to the designing and calculating quantification, described stake 1 is vertical, is 3.2m along bridge to arrangement pitch, and the direction across bridge arrangement pitch is 4.2m, top arranges bearing sheet 2, described bearing sheet 2 is for being horizontally disposed with, and bearing sheet thickness is 3.5m, described stake 1 be connected bearing sheet 2 and adopt cast-in-situ concretes 3 to connect, the bottom of described cast-in-situ concrete 3 is provided with interim sealing air bag 4, adopts interim sealing air bag 4 sealings in building described cast-in-situ concrete 3 connection procedures.
Described stake 1 comprises hypomere stake 5 and epimere stake 6, and described epimere stake 6 cross sections are circular, and described hypomere stake 5 is reinforced concrete structure, and the stake footpath is 1.2m, and described epimere stake 6 is steel pipe and steel concrete composite structure, and the stake footpath is 1.4m.Described bearing sheet 2 is the integral reinforced concrete structure, and described interim sealing air bag 4 is the inflating rubber goods.
Described epimere stake 6 is outer, and described steel pipe 8 requires definite according to designing and calculating, and gos deep into ground 2m, gos deep into bearing sheet 1m for the multiple tracks inwall is welded with the steel pipe 8 of horizontal annular band steel 7, and in depth the base section thickness of steel pipe is 32mm, and all the other thickness of steel pipe are 22mm.Described horizontal annular band steel 7 and described steel pipe 8 inwalls welding, described horizontal annular band steel 7 thickness are 16mm, vertical spacing is 1m, arranges altogether on horizontal annular band steel 7 hoops that 20 diameters are the hole of 60mm.
Described bearing sheet 2 is cuboid, other equal roundings in plane chamfering place except end face, the rounding radius is 6cm, vertically according to described stake 1 design attitude, quantity reserving hole channel 9, channel diameter is about 260cm in described bearing sheet inside, and described reserving hole channel 9 is variable cross-section dentation post, described reserving hole channel 9 downsides have annular steel sleeve 10, described annular steel sleeve 10 internal diameters are 240cm, and described annular steel sleeve 10 is determined according to the hydraulic pressure designing and calculating, highly is 2m.
Described cast-in-situ concrete 3 comprises hypomere back cover cast-in-situ concrete 11 and epimere cushion cap cast-in-situ concrete 12, described hypomere back cover cast-in-situ concrete 11 elevation of top surface are identical with bearing sheet 2 concrete bottoms, and described epimere cushion cap cast-in-situ concrete end face is identical with bearing sheet 2 top of concrete.
Shown in Fig. 7 a to Fig. 7 f:
1, the bearing sheet precasting yard is set by land, prefabricated bearing sheet 2 is processed and dabbing bearing sheet 2 reinforcing steel bars exposeds to duct 9 concrete.Set up Pile Installation Platform and bearing sheet hoisting platform at the bridge foundation design attitude, make steel pipe 8, locate inserted to play steel pipe 8 to design altitude in design stake position, the steel pipe 8 double steel casings of doing, boring, castinplace pile 1;
2, treat that stake 1 concrete strength reaches design strength, remove Pile Installation Platform, the not yet interim sealing air bag 4 of inflation is installed in castinplace pile 1 design altitude position;
3, transport bearing sheet 2 to the design bridge location by land transportation and water transport mode, use crane barge lifting bearing sheet 2 to bearing sheet hoisting platform and temporary consolidation, by bearing sheet 2 reserving hole channels 9 and annular steel sleeve 10 to building in the complete stake 1 to design altitude
4, to interim sealing air bag 4 inflations, closed ring steel sleeve 10 sealings are built hypomere back cover cast-in-situ concrete 11 to annular steel sleeve 10 end faces;
5, treat that bottom concrete 11 reaches design strength, in the reserving hole channel 9 of draining, do operation, process stake 1 pile crown, finish bearing sheet 2 reinforcing bar bindings and build epimere cushion cap cast-in-situ concrete 12;
6, treat that epimere cushion cap cast-in-situ concrete 12 intensity reach designing requirement, remove crane barge bearing sheet hoisting platform, finish construction.
Use the Pile-supported stand foundation that arranges of the present utility model, can realize separating of Pile-supported stand foundation of prefabricated and assembly unit, reduce place, position rivers,lakes and seas bridge and built the unfavorable factor impacts such as deep water foundation deep water, trend, shipping, ecology, reduce constructional difficulties, guarantee workmanship and safety and accelerating construction progress, its design principle is:
The structure that Pile-supported stand foundation is set mainly is comprised of stake, bearing sheet, cast-in-situ concrete, interim sealing air bag etc., described stake is in the cast-in-place construction of bridge water situ, described bearing sheet on land precasting yard batch production is made, guarantee the mass concrete engineering quality, two kinds of chief components are separately built, and reduced to construct the cofferdam and build the harmful effect of bearing sheet to engineering safety, quality, environment, duration etc. in rivers,lakes and seas deep water.
Described stake comprises hypomere stake and epimere stake, epimere stake cross section is circular, diameter is greater than the hypomere stake, described epimere stake is steel pipe and steel concrete composite structure, described steel pipe doubles as in work progress and bores a stake filling stake casing, covered stake recurvation square load effect zone at the above steel pipe of vertical height, and participation is stressed jointly jointly to form composite structure with Reinforced Concrete Materials, reliability and the safety of structure have been promoted, described steel pipe inner wall is welded with the horizontal annular band steel and makes stressed collar, the horizontal annular band steel effectively promotes anti-complex stress and the shear resistance of stake upper end, increased simultaneously steel pipe inner concrete and steel pipe adhesive aggregation and holding, make the more effective composition composite material of steel pipe and concrete, promote the reliability of stake;
Described bearing sheet is cuboid, other plane chamfering places all are set to rounding except end face, make the prefabricated bearing sheet of precasting yard adopt mechanization template automatic mounting mould, the demoulding becomes possibility, and guaranteed the quality of bearing sheet and attractive in appearance, described bearing sheet inside is vertically according to described stake design attitude, the quantity reserving hole channel, described reserving hole channel is variable cross-section dentation post, adopt this kind variable cross-section dentation cylindricality formula in work progress, can make things convenient for hydraulic internal mold automatic mounting moulding/demoulding, in the casting process of bearing sheet and stake, make things convenient for concrete construction, guarantee concrete density, particularly in the pile cap use procedure, can improve stake and the connection ability of cushion cap, improve the punch resistant capability of bearing sheet, described reserving hole channel downside has annular steel sleeve, described annular steel sleeve internal diameter is greater than described epimere stake external diameter, described annular steel sleeve closes the water cofferdam temporarily in work progress, make simultaneously the bottom concrete template;
Described cast-in-situ concrete comprises the cast-in-situ concrete of hypomere back cover and the cast-in-situ concrete of epimere cushion cap, described hypomere back cover cast-in-situ concrete bottom surface elevation is identical with annular steel sleeve, elevation of top surface is identical with the bearing sheet concrete bottom, the cast-in-situ concrete of described hypomere back cover is made bottom concrete and is used, and has realized that the cast-in-situ concrete of epimere cushion cap does operation.
Described interim sealing air bag is main water-stopping structure, use rubber to do the stagnant water effect that interim sealing air bag can be lifted at underwater environment, described interim sealing air bag also is used as hypomere back cover cast-in-situ concrete bed die, jointly forms epimere cushion cap cast-in-situ concrete water-stopping structure with annular steel sleeve, the cast-in-situ concrete of hypomere back cover.
The above; it only is the better specific embodiment of the utility model; but protection domain of the present utility model is not limited to this; anyly be familiar with those skilled in the art in the technical scope that the utility model discloses; the variation that can expect easily or replacement all should be encompassed within the protection domain of the present utility model.
Claims (5)
1. one kind arranges Pile-supported stand foundation, it is characterized in that, comprise stake (1), described stake (1) is vertical, described stake (1) top arranges bearing sheet (2), described bearing sheet (2) is for being horizontally disposed with, and described stake (1) and the bearing sheet (2) of being connected adopt cast-in-situ concrete (3) connection, and the bottom of described cast-in-situ concrete (3) is provided with interim sealing air bag (4).
2. the Pile-supported stand foundation that arranges according to claim 1, it is characterized in that, described stake (1) comprises hypomere stake (5) and epimere stake (6), described epimere stake (6) cross section is circular, diameter is greater than described hypomere stake (5), and described epimere stake (6) is steel pipe and steel concrete composite structure, and described hypomere stake (5) is reinforced concrete structure, described bearing sheet (2) is the integral reinforced concrete structure, and described interim sealing air bag (4) is inflating rubber.
3. the Pile-supported stand foundation that arranges according to claim 2, it is characterized in that, the skin of described epimere stake (6) is the steel pipe (8) that inwall is welded with multiple tracks horizontal annular band steel (7), described steel pipe (8) gos deep into ground and is not less than 2m, and go deep into described bearing sheet (2) and be not less than 1m, the vertical spacing of adjacent horizontal annular band steel (7) is not less than 1m.
4. the Pile-supported stand foundation that arranges according to claim 1, it is characterized in that, described bearing sheet (2) is cuboid, design attitude and the quantity of the described stake of described bearing sheet internal condition (1) vertically arrange reserving hole channel (9), described reserving hole channel (9) is variable cross-section dentation post, the downside of described reserving hole channel (9) has annular steel sleeve (10), described annular steel sleeve (10) internal diameter is greater than described epimere stake (6) external diameter, the height of described annular steel sleeve (10) is not less than 2m, described interim sealing air bag (4) is located at the bottom of described annular steel sleeve (10), and described cast-in-situ concrete (3) is cast in described reserving hole channel (9) and the annular steel sleeve (10).
5. the Pile-supported stand foundation that arranges according to claim 4, it is characterized in that, described cast-in-situ concrete (3) comprises hypomere back cover cast-in-situ concrete (11) and epimere cushion cap cast-in-situ concrete (12), described hypomere back cover cast-in-situ concrete (11) elevation of top surface is identical with bearing sheet (2) concrete bottom, and described epimere cushion cap cast-in-situ concrete (12) end face is identical with bearing sheet (2) top of concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220378359 CN202767095U (en) | 2012-07-31 | 2012-07-31 | Set pile cap foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220378359 CN202767095U (en) | 2012-07-31 | 2012-07-31 | Set pile cap foundation |
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| Publication Number | Publication Date |
|---|---|
| CN202767095U true CN202767095U (en) | 2013-03-06 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220378359 Expired - Lifetime CN202767095U (en) | 2012-07-31 | 2012-07-31 | Set pile cap foundation |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102767189A (en) * | 2012-07-31 | 2012-11-07 | 中铁第五勘察设计院集团有限公司 | Set bearing platform foundations and construction method thereof |
| CN103362136A (en) * | 2013-07-22 | 2013-10-23 | 中铁大桥局股份有限公司 | Water stopper arranged between prefabricated structure and pile foundation |
| CN111379240A (en) * | 2020-02-18 | 2020-07-07 | 温州大学 | Novel pile type spur dike structure for cutoff-free dry period construction and construction method thereof |
-
2012
- 2012-07-31 CN CN 201220378359 patent/CN202767095U/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102767189A (en) * | 2012-07-31 | 2012-11-07 | 中铁第五勘察设计院集团有限公司 | Set bearing platform foundations and construction method thereof |
| CN102767189B (en) * | 2012-07-31 | 2014-06-25 | 中铁第五勘察设计院集团有限公司 | Set bearing platform foundations and construction method thereof |
| CN103362136A (en) * | 2013-07-22 | 2013-10-23 | 中铁大桥局股份有限公司 | Water stopper arranged between prefabricated structure and pile foundation |
| CN103362136B (en) * | 2013-07-22 | 2015-09-23 | 中铁大桥局集团有限公司 | For the antipriming between precast construction and pile foundation |
| CN111379240A (en) * | 2020-02-18 | 2020-07-07 | 温州大学 | Novel pile type spur dike structure for cutoff-free dry period construction and construction method thereof |
| CN111379240B (en) * | 2020-02-18 | 2021-09-21 | 温州大学 | Pile type spur dike structure for construction in no-cutoff dry season and construction method thereof |
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Granted publication date: 20130306 |