CN102493476A - Post-tensioned prestressing pier foundation structure - Google Patents
Post-tensioned prestressing pier foundation structure Download PDFInfo
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- CN102493476A CN102493476A CN2011104006696A CN201110400669A CN102493476A CN 102493476 A CN102493476 A CN 102493476A CN 2011104006696 A CN2011104006696 A CN 2011104006696A CN 201110400669 A CN201110400669 A CN 201110400669A CN 102493476 A CN102493476 A CN 102493476A
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Abstract
The invention discloses a post-tensioned prestressing pier foundation structure, which comprises columnar strut members, fixing rings, anchor rods and a cushion cap, wherein the cushion cap is provided with an annular grouting slot for containing an equipment connecting flange; the end part of at least one columnar structure defined by the anchor rods extends out from the annular grouting slot and is fixedly connected with the equipment connecting flange arranged in the grouting slot; and the bottom of the columnar structure and the fixing rings are connected and fixed. The connected part of the pier foundation structure and equipment is provided with the grouting slot with a chamfer; the equipment connecting flange is arranged on high-strength self-compaction slurry poured in the slot; the high-strength self-compaction slurry can effectively offset applied external force; and meanwhile, the edge stress concentration can be lowered through the chamfer.
Description
Technical field
The present invention relates to the concrete foundation field; Be applicable to and be high type that power line, street lighting and signal, bridge pier, wind turbine, commercial mark, highway identification, Ski Lift etc. provide support, heavy and/or the Large Towers pillar; Specifically, relate to a kind of post-stressed pier foundation structure.
Background technology
At present adopt the huge spread footing of size for tall and slender structure more, can cause construction complicated like this, cost is very high.Americana 2,374,624 have disclosed a kind of basis that provides support for signal lever, power supply box and signal specially.The basis comprises the bolt concrete section of precoating together.During composite foundation is placed into the soil,, may make the basis bear some overturning moments, and because the basis is to be made up of the section of precoating, and size is limited, this basis is only applicable to support relative small construction if the high bar section of signal is installed on this basis.
American documentation literature 2,706,498 have revealed special prestressing force tubulose concrete structure as conduit, concrete pile and caisson.Prestressing force tubulose concrete structure is that segmentation is precoated, thereby can carry out end-to-end assembling.Longitudinal reinforcement is provided, and passes the space; This reinforcing bar is in tensile state, and it is tight to be in the milk, and therefore bearing prestressed stretch-draw helical form reinforcing bar can provide ring orientation prestress.This structure is a prestressed structure, but its size is not suitable for the basis as higher support tower or post (bearing high overturning moment), and is difficult to be transported to the remote districts use.
American documentation literature 2,724,261 have disclosed a kind of post of precoating, and can post be connected to the structure of the inapplicable large-scale or higher column foot of lateral support surface (like footing or wall) and other.
American documentation literature 3,963,056 has disclosed all kinds of bridge piers, bar or post etc., comprises the column prestressed concrete bar of column prestressed concrete pipe or band steel pipe shell.Though use steel pipe to stop radially concrete pipe or bar generation lateral stress as shell; Thereby increased the compressive strength of concrete pipe or bar; But because the high tower of base support possibly swung or side-to-side movement, outside box hat almost can't be resisted the tensile stress on the concrete.
Summary of the invention
In order to eliminate cycle staggering pressure and the tension load on the pier foundation; And it is tired to significantly reduce the pier base; Improved the safety of junction, can be easy to construction simultaneously and be applicable to that soil condition widely, the embodiment of the invention provide a kind of post-stressed pier foundation structure.Said technical scheme is following:
A kind of post-stressed pier foundation structure comprises:
Post supports is arranged in the foundation ditch;
Retainer ring is arranged in the said support member, and is arranged at the place, lower surface near said support member perpendicular to the axis of said support member;
Anchor pole; A plurality of along circumferentially being provided with of said retainer ring; A plurality of said anchor poles enclose to connect and form at least one column structure with the coaxial setting of said support member, and an end of said anchor pole connects with said retainer ring, and the axis that its other end is parallel to said support member passes the upper surface of said support member;
Cushion cap is arranged at the upper end surface of said support member, and the external diameter of said cushion cap is greater than the external diameter of said support member, and an end of said anchor pole passes the upper surface of said cushion cap and is fixedly connected with said cushion cap,
Said cushion cap is provided with the ring-type grout groove that is used for the place apparatus adpting flange; The end of at least one column structure that said anchor pole surrounded is by stretching out in the said ring-type grout groove; And, form the grouting chamfering on the cell wall of said grout groove with placing the equipment adpting flange in the said grout groove to be fixedly connected.
Said anchor pole is the alloy steel material; Its outside is arranged with plastic bushing; Said anchor pole top, edge and lower length direction are provided with the machining external screw thread; The lower end of said anchor pole connects with said retainer ring through nut, and the upper end of said anchor pole is fixedly connected through the adpting flange of nut with equipment, and the part of the outstanding equipment adpting flange upper surface of said anchor pole is provided with the anti-rot plastic protective sleeve.
More than the external diameter 5mm of the internal diameter of said anti-rot plastic sleeve pipe greater than said anchor pole.
The pier foundation structure of institute's moulding in the said foundation ditch, height of foundation with level in its vertical height scope to the ratio (depth-width ratio) of average diameter less than 3.
Said support member is the steel cylinder that has ripple, and the formed column structure of a plurality of said anchor poles is arranged in the said steel cylinder, is cast with high-strength concrete in the said steel cylinder, is cast with low-strength concrete or mortar in the space between said steel cylinder and the said foundation ditch.
Preferably; Said support member is the steel cylinder that has ripple, and it comprises inner barrel and outer cylinder body, and said inner barrel is fixedly connected through fixture with outer cylinder body; The column structure that a plurality of said anchor pole surrounded is arranged in said inner barrel and the formed annulus of outer cylinder body; Said inner barrel is cast with undisturbed soil, is cast with high-strength concrete between said inner barrel and the outer cylinder body, and said outer cylinder body is with being cast with low-strength concrete in the space between the said foundation ditch.
Preferably, said support member has a plurality of reinforcing cages to enclose to connect to form, and the column structure that a plurality of said anchor pole surrounded is arranged in the said reinforcing cage, and said foundation ditch is with being cast with high-strength concrete between the said reinforcing cage and in the said reinforcing cage.
Preferably, said support member is the steel cylinder that has ripple, is cast with undisturbed soil or high-strength concrete in the said steel cylinder, and the formed column structure of a plurality of said anchor poles is arranged at the outside of said steel cylinder, and said steel cylinder is with being cast with high-strength concrete between the said foundation ditch.
The said steel cylinder of band ripple is spliced through ripple sheet material or passes through the whole machine-shaping of steel plate.
Said pier foundation structure be cylinder or stage body or approximate cylinder or stage body shape, also can be other shape.
The top of said pier foundation structure offers the threading passage, and said threading passage is communicated with the upper surface of said cushion cap with the side of said pier foundation structure.
The middle part of said cushion cap is provided with concave station in, and said interior concave station is arranged in the formed cylindrical space of said anchor pole.
The periphery of said pier foundation cushion cap is provided with the sloping platform that has the slope.
The beneficial effect of the technical scheme that the embodiment of the invention provides is:
Pier foundation structure cushion cap links to each other with equipment and partly is provided with the grout groove that contains chamfering, and the equipment adpting flange is positioned in this groove and does on the high strong strength self-compaction slurry, and high-strength slurry can effectively be offset and applied external force, and the while chamfering can reduce edge stress and concentrate.
Slenderness ratio of the present invention (depth-width ratio) is lower than 3, and conventional machine can guarantee construction and excavation.Can easierly carry out open-air engineering construction like this, adopt slurry tank to fill high-strength grout simultaneously in the junction and resist the outside concrete pressure that produces and pass to.Shape through excavate the outside of adjustment braced structures can be controlled excavation, is easier to construction and carries out.
Rolling screw-thread steel is not adopted in connection of the present invention; And be to use the anchor pole of the continuous type circular arc screw thread of machining to connect; Because rolled threaded steel accuracy of thread is lower; Construction safety and operation hidden danger are big, adopt the circular arc screw thread can effectively reduce stress simultaneously and concentrate, and can improve the anti-loosening property under low frequency double vibrations load through the effective connection with nut.
Pier base among the present invention is through applying prestressing force to wherein anchor pole, and the whole vertical range of concrete part can be born considerably beyond the pressure of expection tensile load like this.
The sloping platform at cushion cap of the present invention edge can be used for draining, and that guarantees water or other does not get into foundation structure inside, has plastic cap can prevent the corrosion of anchor pole at the anchor pole skull simultaneously.
External support structure of the present invention can better be resisted impact and the deformation effect of outside load to the soil body with adding concrete between the soil body under big load situation.Add under certain conditions simultaneously concrete replace external support structure directly with soil body contact can more effective raising pier foundation resistance to capsizing, prevent that extra crack from producing.Service condition for soil reduces greatly, and applicability is better improved.
Description of drawings
In order to be illustrated more clearly in the technical scheme in the embodiment of the invention; The accompanying drawing of required use is done to introduce simply in will describing embodiment below; Obviously, the accompanying drawing in describing below only is some embodiments of the present invention, for those of ordinary skills; Under the prerequisite of not paying creative work, can also obtain other accompanying drawing according to these accompanying drawings.
Fig. 1 is a kind of post-stressed pier foundation structure chart that the embodiment of the invention one is provided;
Fig. 2 is a kind of post-stressed pier foundation structure chart that the embodiment of the invention two is provided;
Fig. 3 is a kind of post-stressed pier foundation structure chart that the embodiment of the invention three is provided;
Fig. 4 is a kind of post-stressed pier foundation structure chart that the embodiment of the invention four is provided;
Fig. 5 is a kind of post-stressed pier foundation structure chart that the embodiment of the invention five is provided;
Fig. 6 is the cushion cap top grout groove part detail drawing that the embodiment of the invention one to five provides;
Among the figure:
1, concrete sloping platform 2, cushion cap 3, grout groove 4, reinforcing bar 5, undisturbed soil
6, low-strength concrete or mortar 7, retainer ring 8, steel cylinder 81, outer cylinder body 82, inner barrel
9, reinforcing cage 10, anti-rot plastic sleeve pipe 11, anchor pole 12, nut 13, pad 14, nut
15, high-strength concrete 16, stirrup 17, concrete leveling platform 18, threading passage 19, fixture
20, equipment adpting flange 21, plastic protective sleeve 22, foundation ditch 23, interior concave station.
The specific embodiment
For making the object of the invention, technical scheme and advantage clearer, will combine accompanying drawing that embodiment of the present invention is done to describe in detail further below.
Like Fig. 1-shown in Figure 5, the invention provides a kind of post-stressed pier foundation structure, specifically comprise:
Post supports is arranged in the foundation ditch;
Retainer ring is arranged in the said support member, and is arranged at the place, lower surface near said support member perpendicular to the axis of said support member;
Anchor pole; A plurality of along circumferentially being provided with of said retainer ring; A plurality of said anchor poles enclose to connect and form at least one column structure with the coaxial setting of said support member; One end of said anchor pole connects with said retainer ring, and the axis that its other end is parallel to said support member passes the upper surface of said support member, is fixedly connected through stirrup between the said anchor pole;
Cushion cap is arranged at the upper end surface of said support member, and the external diameter of said cushion cap is greater than the external diameter of said support member, and an end of said anchor pole passes the upper surface of said cushion cap and is fixedly connected with said cushion cap, around cushion cap, also is provided with the concrete sloping platform.
Said cushion cap is provided with the ring-type grout groove that is used for the place apparatus adpting flange; The end of at least one column structure that said anchor pole surrounded is by stretching out in the said ring-type grout groove; And, forming the grouting chamfering on the cell wall of said grout groove with placing the equipment adpting flange in the said grout groove to be fixedly connected, the equipment adpting flange is positioned in this groove and does on the high strong strength self-compaction slurry; High-strength slurry can effectively be offset and applied external force, and the while chamfering can reduce edge stress and concentrate.
A plurality of anchor poles are at least one circle-shaped insertion evenly distributedly in said cushion cap and the high-strength concrete cylinder vertically; Extending equipment adpting flange place, the upper end part of said anchor pole be with prevent the head protection of corroding overlap the lower end of said anchor pole be arranged on be embedded in the basis in retainer ring in; There is plastic bushing said anchor pole outside; Its major part connects with concrete, and the said excircle that is the circulus of circle-shaped equally distributed anchor pole formation evenly binds round has reined at least one stirrup.
Said anchor pole is the alloy steel material; Its outside is arranged with plastic bushing; Be provided with high accuracy machine machining external screw thread along said rock-bolt length direction; The lower end of said anchor pole connects with said retainer ring through nut, and the upper end of said anchor pole is fixedly connected with the adpting flange of equipment through pad, nut.Prestressed anchor is not the rolled threaded steel of any thread forms.
More than the external diameter 5mm of the internal diameter of said anti-rot plastic sleeve pipe greater than said anchor pole.
The pier foundation structure of institute's moulding in the said foundation ditch; Height of foundation with level in its vertical height scope to the ratio (depth-width ratio) of average diameter less than 3; Offer the threading passage on the top of pier foundation structure, the threading passage is communicated with the upper surface of cushion cap with the side of pier foundation structure.
Be provided with reinforcing bar in the described post-stressed pier foundation structural top cushion cap.
Embodiment one
As shown in Figure 1.
Support member wherein is the steel cylinder that has ripple; It comprises inner barrel and outer cylinder body; The two top is fixedly connected with it through fixture for said inner barrel and outer cylinder body; The column structure that a plurality of anchor pole surrounded is arranged in said inner barrel and the formed annulus of outer cylinder body, and said inner barrel is cast with undisturbed soil, is cast with high-strength concrete between said inner barrel and the outer cylinder body; Said outer cylinder body is with being cast with low-strength concrete in the space between the said foundation ditch, and the steel cylinder of band ripple wherein is spliced through ripple sheet material or passes through the whole machine-shaping of steel plate.
Embodiment two
As shown in Figure 2.
Support member wherein is the steel cylinder that has ripple; The formed column structure of a plurality of said anchor poles is arranged in the said steel cylinder; Be cast with high-strength concrete in the said steel cylinder; Be cast with low-strength concrete in the space between said steel cylinder and the said foundation ditch, the steel cylinder of band ripple wherein is spliced through ripple sheet material or passes through the whole machine-shaping of steel plate.
Embodiment three
As shown in Figure 3.
Support member wherein has a plurality of reinforcing cages to enclose to connect to form, and the column structure that a plurality of anchor pole surrounded is arranged in the said reinforcing cage, and said foundation ditch is with being cast with high-strength concrete between the said reinforcing cage and in the said reinforcing cage.
Embodiment four
As shown in Figure 4; Said support member is the steel cylinder that has ripple; Be cast with undisturbed soil or high-strength concrete in the said steel cylinder; The formed column structure of a plurality of said anchor poles is arranged at the outside of said steel cylinder, and said steel cylinder is with being cast with high-strength concrete between the said foundation ditch, and the steel cylinder of band ripple wherein is spliced through ripple sheet material or passes through the whole machine-shaping of steel plate.
Embodiment five
As shown in Figure 5.
The column structure that a plurality of anchor pole surrounded is arranged in the soil body foundation ditch, and said foundation ditch inside is cast with high-strength concrete.
Pier foundation structure among above-mentioned each embodiment be cylinder or stage body or approximate cylinder or stage body shape; Also can be other shape; The coaxial original state soil body that is coated with of the external surface of said pier foundation structure; Perhaps can provide the reinforcing bar of this kind steel cylinder function to form hollow or solid cylinder at the inner steel cylinder of band corrugated form that adopts of pier foundation, at the inner fill concrete material of this hollow cylinder.
Pier foundation is moulding in foundation ditch; And carry out inside and outside backfill; Pier foundation lower end edge girth is imbedded a retainer ring fully; And the lower end of the anchor pole that will distribute inside and outside the girth is anchored on the retainer ring, and the anchor pole upper end is the outside cushion cap protrusion from the top from the pier foundation top, and part broad in the middle is not connected with the binding material that constitutes pier foundation.The equipment adpting flange is placed on pier foundation upper end or the upper end of the cushion cap on it downwards, and the upper end of the anchor pole of at least one circle is protruding upward and pass the hole on the equipment adpting flange, and nut and pad be close to the equipment adpting flange, and is passed down through the anchor pole upper end.
The invention described above embodiment sequence number is not represented the quality of embodiment just to description.
The above is merely preferred embodiment of the present invention, and is in order to restriction the present invention, not all within spirit of the present invention and principle, any modification of being done, is equal to replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (14)
1. post-stressed pier foundation structure comprises:
Post supports is arranged in the foundation ditch;
Retainer ring is arranged in the said support member, and is arranged at the place, lower surface near said support member perpendicular to the axis of said support member;
Anchor pole; A plurality of along circumferentially being provided with of said retainer ring; A plurality of said anchor poles enclose to connect and form at least one column structure with the coaxial setting of said support member, and an end of said anchor pole connects with said retainer ring, and the axis that its other end is parallel to said support member passes the upper surface of said support member;
Cushion cap is arranged at the upper end surface of said support member, and the external diameter of said cushion cap is greater than the external diameter of said support member, and an end of said anchor pole passes the upper surface of said cushion cap and is fixedly connected with said cushion cap,
It is characterized in that; Said cushion cap is provided with the ring-type grout groove that is used for the place apparatus adpting flange; The end of at least one column structure that said anchor pole surrounded is by stretching out in the said ring-type grout groove; And, form the grouting chamfering on the cell wall of said grout groove with placing the equipment adpting flange in the said grout groove to be fixedly connected.
2. post-stressed pier foundation structure according to claim 1 is characterized in that,
Said anchor pole is the alloy steel material; Its outside is arranged with plastic bushing; Said anchor pole top, edge and lower length direction are provided with the machining external screw thread; The lower end of said anchor pole connects with said retainer ring through nut, and the upper end of said anchor pole is fixedly connected through the adpting flange of nut with equipment, and the part of the outstanding equipment adpting flange upper surface of said anchor pole is provided with the anti-rot plastic protective sleeve.
3. post-stressed pier foundation structure according to claim 2 is characterized in that,
More than the external diameter 5mm of the internal diameter of said anti-rot plastic sleeve pipe greater than said anchor pole.
4. according to the arbitrary described post-stressed pier foundation structure of claim 1-3, it is characterized in that,
The foundation structure of institute's moulding in the said foundation ditch, height of foundation with level in its vertical height scope to the ratio (depth-width ratio) of average diameter less than 3.
5. post-stressed pier foundation structure according to claim 4 is characterized in that,
Said support member is the steel cylinder that has ripple, and the formed column structure of a plurality of said anchor poles is arranged in the said steel cylinder, is cast with high-strength concrete in the said steel cylinder, is cast with low-strength concrete or mortar in the space between said steel cylinder and the said foundation ditch.
6. post-stressed pier foundation structure according to claim 4 is characterized in that,
Said support member is the steel cylinder that has ripple; It comprises inner barrel and outer cylinder body; Said inner barrel is fixedly connected through fixture with outer cylinder body, and the column structure that a plurality of said anchor pole surrounded is arranged in said inner barrel and the formed annulus of outer cylinder body, and said inner barrel is cast with undisturbed soil; Be cast with high-strength concrete between said inner barrel and the outer cylinder body, said outer cylinder body is with being cast with low-strength concrete in the space between the said foundation ditch.
7. post-stressed pier foundation structure according to claim 4 is characterized in that,
Said support member has a plurality of reinforcing cages to enclose to connect to form, and the column structure that a plurality of said anchor pole surrounded is arranged in the said reinforcing cage, and said foundation ditch is with being cast with high-strength concrete between the said reinforcing cage and in the said reinforcing cage.
8. post-stressed pier foundation structure according to claim 4 is characterized in that,
Said support member is the steel cylinder that has ripple, is cast with undisturbed soil or high-strength concrete in the said steel cylinder, and the formed column structure of a plurality of said anchor poles is arranged at the outside of said steel cylinder, and said steel cylinder is with being cast with high-strength concrete between the said foundation ditch.
9. post-stressed pier foundation structure according to claim 4 is characterized in that,
The formed column structure of a plurality of said anchor poles is arranged at pier foundation inside, and high-strength concrete has been watered in inside.
10. according to the arbitrary described post-stressed pier foundation structure of claim 5-9, it is characterized in that,
The said steel cylinder of band ripple is spliced through ripple sheet material or passes through the whole machine-shaping of steel plate.
11. according to the arbitrary described post-stressed pier foundation structure of claim 5-9, it is characterized in that,
Said pier foundation structure be cylinder or stage body or approximate cylinder or stage body shape.
12. according to the described post-stressed pier foundation structure of claim 5-9, it is characterized in that,
The top of said pier foundation structure offers the threading passage, and said threading passage passes the upper surface of cushion cap and the side of said pier foundation structure.
13. according to the described post-stressed pier foundation structure of claim 5-9, it is characterized in that,
The middle part of said cushion cap is provided with concave station in, and said interior concave station is arranged in the formed cylindrical space of said anchor pole.
14. according to the described post-stressed pier foundation structure of claim 5-9, it is characterized in that,
The periphery of said pier foundation cushion cap is provided with the sloping platform that has the slope.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011104006696A CN102493476A (en) | 2011-12-06 | 2011-12-06 | Post-tensioned prestressing pier foundation structure |
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| CN2011104006696A CN102493476A (en) | 2011-12-06 | 2011-12-06 | Post-tensioned prestressing pier foundation structure |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155572A (en) * | 2015-10-20 | 2015-12-16 | 中国科学院武汉岩土力学研究所 | Cast-in-place pre-stressed anchor cable draught fan foundation system and construction method thereof |
| CN105586983A (en) * | 2016-03-09 | 2016-05-18 | 北京中水新能工程技术有限公司 | Periphery strengthening pier foundation |
| CN107700516A (en) * | 2017-08-22 | 2018-02-16 | 国核电力规划设计研究院有限公司 | A kind of power transmission line iron tower foundation and method of construction |
| CN109723079A (en) * | 2019-01-17 | 2019-05-07 | 黄贺明 | A kind of prefabricated wind power foundation of ultra-high performance concrete |
| CN111879193A (en) * | 2020-08-11 | 2020-11-03 | 武汉扬吉科技有限公司 | Layered expansion jacking device and construction method thereof |
| CN112878181A (en) * | 2021-01-13 | 2021-06-01 | 南京工业大学 | Precast concrete combined bent cap adopting corrugated steel shell and assembling method thereof |
| CN114457834A (en) * | 2022-03-23 | 2022-05-10 | 浙江交工集团股份有限公司 | Large-diameter circular foundation system for pier under slope terrain and construction method of large-diameter circular foundation system |
| CN114457834B (en) * | 2022-03-23 | 2024-06-28 | 浙江交工集团股份有限公司 | Large-diameter circular foundation system of bridge pier under slope topography and construction method thereof |
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| CN102095052A (en) * | 2010-11-25 | 2011-06-15 | 华锐风电科技(集团)股份有限公司 | Installing method of foundation bolt anchoring system and method for installing industrial equipment |
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| CN201649071U (en) * | 2010-04-22 | 2010-11-24 | 霍宏斌 | Unstressing cast-in-place pile |
| CN102095052A (en) * | 2010-11-25 | 2011-06-15 | 华锐风电科技(集团)股份有限公司 | Installing method of foundation bolt anchoring system and method for installing industrial equipment |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155572A (en) * | 2015-10-20 | 2015-12-16 | 中国科学院武汉岩土力学研究所 | Cast-in-place pre-stressed anchor cable draught fan foundation system and construction method thereof |
| CN105586983A (en) * | 2016-03-09 | 2016-05-18 | 北京中水新能工程技术有限公司 | Periphery strengthening pier foundation |
| CN107700516A (en) * | 2017-08-22 | 2018-02-16 | 国核电力规划设计研究院有限公司 | A kind of power transmission line iron tower foundation and method of construction |
| CN109723079A (en) * | 2019-01-17 | 2019-05-07 | 黄贺明 | A kind of prefabricated wind power foundation of ultra-high performance concrete |
| CN111879193A (en) * | 2020-08-11 | 2020-11-03 | 武汉扬吉科技有限公司 | Layered expansion jacking device and construction method thereof |
| CN111879193B (en) * | 2020-08-11 | 2022-09-13 | 武汉扬吉科技有限公司 | Layered expansion jacking device and construction method thereof |
| CN112878181A (en) * | 2021-01-13 | 2021-06-01 | 南京工业大学 | Precast concrete combined bent cap adopting corrugated steel shell and assembling method thereof |
| CN114457834A (en) * | 2022-03-23 | 2022-05-10 | 浙江交工集团股份有限公司 | Large-diameter circular foundation system for pier under slope terrain and construction method of large-diameter circular foundation system |
| CN114457834B (en) * | 2022-03-23 | 2024-06-28 | 浙江交工集团股份有限公司 | Large-diameter circular foundation system of bridge pier under slope topography and construction method thereof |
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Application publication date: 20120613 |