CN101413250A - Rabbet type connecting method of cross-sea bridge prefabricated bridge pier and platform - Google Patents
Rabbet type connecting method of cross-sea bridge prefabricated bridge pier and platform Download PDFInfo
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- CN101413250A CN101413250A CNA2008101977210A CN200810197721A CN101413250A CN 101413250 A CN101413250 A CN 101413250A CN A2008101977210 A CNA2008101977210 A CN A2008101977210A CN 200810197721 A CN200810197721 A CN 200810197721A CN 101413250 A CN101413250 A CN 101413250A
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- tenon
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- pier shaft
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Abstract
The invention provides a tenon-type connection method for prefabricated piers and bearing platforms of sea-crossing bridges, and relates to a connection method for piers and bearing platforms. The method comprises the following steps: a pier body is prefabricated in a land prefabrication yard and transported to a field; the concrete for the bearing platform and a bearing-platform tenon is simultaneously poured; a connection gap between the lower end of the prefabricated pier body and the bearing platform is laid with a pier-foot sealing strip; the prefabricated pier body is hoisted onto the bearing platform by use of an offshore floating crane and is well positioned; and cast-in-situ seam concrete is poured into the connection gap between the pier body and the bearing-platform tenon, so as to finish connecting the prefabricated pier body with the bearing platform. The method successfully eliminates shear slip surfaces in the prior connection, increases the durability of joints, and improves the stress states of connection positions. The method can ensure that the connection of the pier and the bearing platform is concise in structure, reliable in stress, convenient to construct and simple to operate, can reduce the workload of welding steel reinforcement at sea and pouring concrete in situ, and has the advantages of greatly accelerating construction progress, saving construction cost and having remarkable economic benefit.
Description
Technical field
The present invention relates to the method for attachment of a kind of bridge pier and cushion cap.
Background technology
The length of bridge spanning the sea is general all more than several kilometers even tens kilometers, and this has just determined long bridge over strait to be made up of navigation bridge and a large amount of non-navigation bridges.For reduce the operation on the sea time, guarantee the safety and the quality of offshore construction as far as possible, the non-navigation bridge pier of long bridge over strait is general to adopt large scale prefabricated on the coast prefabricated, marine hoisted in position also to finish the form of construction work that is connected with cushion cap.Wherein, prefabricated pier shaft and being connected of cushion cap are the key technical problems in the design.
At present, being connected of prefabricated pier shaft and cushion cap generally adopted respectively at the cushion cap top, connecting reinforcement is reserved in prefabricated pier shaft bottom, finishes the field Welding of reinforcing bar behind the pier shaft hoisted in position, the concrete method of cast linkage section.There is the following deficiency in this method of attachment:
(1) aspect stressed, the cast-in-situ concrete linkage section directly bear superstructure load that bridge pier transmits and pier shaft from heavy load; Under the unbalanced moment effect, there is a shearing slip face in the linkage section, this part structure is the stressed weak link of whole pier shaft,
(2) aspect durability, the bridge pier of Oversea bridge and the connecting portion of cushion cap are in wave and spatter the district, blow under the effect in rapid ocean current erosion and sea wind all the year round, will suffer stronger corrosiveness, and cast-in-situ concrete is easy to crack, has potential safety hazard,
(3) aspect construction hoisting, prefabricated pier shaft generally adopts short lead location, and the operation on the sea environment is abominable, stormy waves is bigger, and up to a hundred tons the accurate positioning difficulty of bridge pier of weighing is big,
(4) aspect constructing operation, necessary field Welding linkage section reinforcing bar, cast-in-place linkage section concrete have increased the operation on the sea amount.
For solving prefabricated pier shaft and cushion cap connecting portion above shortcomings, some good tries are also arranged at present, for example the bottom of prefabricated pier shaft is made the skirt shape itself and cushion cap are directly contacted etc., but these measures are all failed from solving the problem that connecting portion exists in fact.
Summary of the invention
The objective of the invention is at above-mentioned present situation, aim to provide a kind of stability height, the bridge spanning the sea precast pier that production efficiency is high and the tenon head type method of attachment of cushion cap.
The implementation of the object of the invention is, the tenon head type method of attachment of bridge spanning the sea precast pier and cushion cap, and its concrete steps are as follows:
1) prefabricated pier shaft in the precasting yard by land, and be dragged to the scene with transport barge,
2) pour into a mould cushion cap and cushion cap tenon concrete simultaneously,
3) lay pier pin weather strip in prefabricated pier shaft lower end with the place, slit that is connected of cushion cap, utilize marine crane barge that prefabricated pier shaft is lifted on the cushion cap, and finish the location,
4) pier shaft and cushion cap tenon be connected the cast-in-place seam concrete of place, slit cast microdilatancy, finish being connected of prefabricated pier shaft and cushion cap.
The present invention has successfully eliminated the shearing slip face in traditional connection, has improved the durability of joint energy, has improved the stress of connecting portion.
Adopt the present invention, bridge pier and cushion cap syndeton are succinct, stressed reliably, easy construction, simple to operate, can reduce the workload of marine reinforcing bar welding and cast-in-situ concrete, and accelerating construction progress is saved construction cost, remarkable in economical benefits greatly.
Description of drawings
Fig. 1 adopts bridge pier of the present invention and cushion cap connection status figure,
Fig. 2 be the A-A of Fig. 1 to diagrammatic sketch,
Fig. 3 be the B-B of Fig. 1 to diagrammatic sketch,
Fig. 4 adopts the cast-in-place seam concrete of the present invention enlarged diagram.
The specific embodiment
Concrete steps of the present invention are as follows:
1) prefabricated pier shaft 3 in the precasting yard by land, and be dragged to the scene with transport barge,
2) the cushion cap tenon is the force transferring structure between prefabricated pier shaft and the cushion cap, and with the cushion cap moulding by casting, its load that highly needs to bear according to pier shaft determines that through structural calculation its cross dimension is similar to the interior overall size in prefabricated pier shaft cross section, with convenient location,
3) lay pier pin weather strip 5 in prefabricated pier shaft 3 lower ends with the place, slit that is connected of cushion cap 4, utilize marine crane barge that prefabricated pier shaft is lifted on the cushion cap, and finish the location,
4) behind prefabricated pier shaft 3 hoisted in position, pier shaft and cushion cap tenon be connected the cast-in-place seam coagulation 2 of place, slit cast, and vibration compacting, finish as shown in Figure 1, 2, 3 prefabricated pier shaft and the syndeton of cushion cap.
Cast-in-place seam concrete 2 makes prefabricated pier shaft 3 and cushion cap tenon 1 stressed jointly, transmits the superstructure load to cushion cap.
With reference to Fig. 4, cast-in-place seam concrete 2 is provided with prefabricated pier shaft sidewall reserved steel bar 6 with prefabricated pier shaft 3 connecting portions, and cast-in-place seam concrete 2 is provided with tenon sidewall reserved steel bar 7 with cushion cap tenon 1 connecting portion.Reserved steel bar be for guarantee load can from pier shaft even suitable, effectively by the cast-in-situ concrete seam, be passed to the cushion cap tenon.The quantity of reserved steel bar determines according to the size of transmitting load, and the unbalanced moment that bears when the pier shaft structure hour can not be provided with reserved steel bar, reduces the width of cast-in-situ concrete seam simultaneously.
In the tenon steel bar stress should with the colligation simultaneously of cushion cap steel mesh reinforcement, and connect into integral body with it.
Pier shaft sidewall reserved steel bar 6 should give interlaced arrangement with tenon sidewall reserved steel bar 7 on horizontal plane, and keeps a determining deviation, to guarantee prefabricated pier shaft hoisted in position smoothly.
Pier pin weather strip 5 with its densification, is realized the purpose of sealing by the deadweight of prefabricated pier shaft.Weather strip should lay in place before prefabricated pier shaft lifting on cushion cap.
The Path of Force Transfer that adopts the present invention to connect is:
The load that bridge pier bears comprises: the load that the superstructure transmission is got off, wind load, water flow impact pressure, ice pressure, ship impact force etc.Its load action form can be summed up as vertical force, horizontal force and unbalanced moment.
Vertical force is transmitted downwards along pier shaft by Dun Ding, and a part directly is passed to cushion cap by the contact surface of pier pin and cushion cap; Another part reaches the cushion cap tenon by cast-in-place section concrete, is passed to cushion cap at last.Generally speaking, less by the vertical load that tenon transmits, when carrying out structural calculation, can ignore.
Horizontal force is realized its transmission from pier shaft to the cushion cap tenon by cast-in-place seam concrete.Under horizontal force action, cast-in-place seam concrete bears differential pressure, and pier shaft acts on by bending, and tenon is subjected to shear action, and the cross section of cushion cap tenon should have enough shear strengths.
Unbalanced moment is passed to the cushion cap tenon by pier shaft by cast-in-place seam concrete equally, is passed to cushion cap by tenon at last.Under the unbalanced moment effect, cast-in-place seam concrete is pressure-bearing and the combination stressed state of shearing, but based on pressure-bearing.
Claims (3)
1, the tenon head type method of attachment of bridge spanning the sea precast pier and cushion cap is characterized in that concrete steps are:
1) prefabricated pier shaft in the precasting yard by land, and be dragged to the scene with transport barge,
2) pour into a mould cushion cap and cushion cap tenon concrete simultaneously,
3) lay pier pin weather strip in prefabricated pier shaft lower end with the place, slit that is connected of cushion cap, utilize marine crane barge that prefabricated pier shaft is lifted on the cushion cap, and finish the location,
4) pier shaft and cushion cap tenon be connected the cast-in-place seam concrete of place, slit cast, finish being connected of prefabricated pier shaft and cushion cap.
2, the tenon head type method of attachment of bridge spanning the sea precast pier according to claim 1 and cushion cap is characterized in that the colligation simultaneously of tenon structure reinforcing bars net and cushion cap steel mesh reinforcement, and connects into integral body with it.
3, the tenon head type method of attachment of bridge spanning the sea precast pier according to claim 1 and cushion cap, it is characterized in that cast-in-place seam concrete (2) and prefabricated pier shaft (3) connecting portion are provided with prefabricated pier shaft sidewall reserved steel bar (6), cast-in-place seam concrete (2) is provided with tenon sidewall reserved steel bar (7) with cushion cap tenon (1) connecting portion.4, the tenon head type method of attachment of bridge spanning the sea precast pier according to claim 1 and cushion cap is characterized in that pier shaft sidewall reserved steel bar (6) and tenon sidewall reserved steel bar (7) interlaced arrangement on horizontal plane, and keeps a determining deviation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008101977210A CN101413250B (en) | 2008-11-20 | 2008-11-20 | Rabbet type connecting method of cross-sea bridge prefabricated bridge pier and platform |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008101977210A CN101413250B (en) | 2008-11-20 | 2008-11-20 | Rabbet type connecting method of cross-sea bridge prefabricated bridge pier and platform |
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| Publication Number | Publication Date |
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| CN101413250A true CN101413250A (en) | 2009-04-22 |
| CN101413250B CN101413250B (en) | 2010-09-01 |
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| CN2008101977210A Active CN101413250B (en) | 2008-11-20 | 2008-11-20 | Rabbet type connecting method of cross-sea bridge prefabricated bridge pier and platform |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103374880A (en) * | 2012-04-24 | 2013-10-30 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated pier and bearing platform connected structure and butt joint construction method thereof |
| CN105421222A (en) * | 2015-12-21 | 2016-03-23 | 上海市城市建设设计研究总院 | Socket and spigot joint type connection structure for bridge prefabricated pier stand column and bearing platform and splicing method of socket and spigot joint type connection structure |
| CN107806109A (en) * | 2017-09-28 | 2018-03-16 | 中交第公路勘察设计研究院有限公司 | Precast assembly bridge pier attachment means and its construction method |
| CN109440633A (en) * | 2018-11-20 | 2019-03-08 | 湖南工业大学 | Can positioning posture precast pier and cushion cap connecting structure |
| CN111851303A (en) * | 2020-07-24 | 2020-10-30 | 南京林业大学 | Method for connecting bearing platform with convex groove and prefabricated bridge pier |
| CN113202023A (en) * | 2020-03-14 | 2021-08-03 | 中国国家铁路集团有限公司 | Prefabricated assembled hollow pier with concrete vertical splicing seams and construction method |
| CN114134802A (en) * | 2020-09-03 | 2022-03-04 | 南京林业大学 | Slot type connection method for prefabricated bridge pier and bearing platform |
-
2008
- 2008-11-20 CN CN2008101977210A patent/CN101413250B/en active Active
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103374880A (en) * | 2012-04-24 | 2013-10-30 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated pier and bearing platform connected structure and butt joint construction method thereof |
| CN103374880B (en) * | 2012-04-24 | 2016-12-07 | 上海市政工程设计研究总院（集团）有限公司 | The connecting structure of a kind of precast pier and cushion cap and dock construction method thereof |
| CN105421222A (en) * | 2015-12-21 | 2016-03-23 | 上海市城市建设设计研究总院 | Socket and spigot joint type connection structure for bridge prefabricated pier stand column and bearing platform and splicing method of socket and spigot joint type connection structure |
| CN107806109A (en) * | 2017-09-28 | 2018-03-16 | 中交第公路勘察设计研究院有限公司 | Precast assembly bridge pier attachment means and its construction method |
| CN109440633A (en) * | 2018-11-20 | 2019-03-08 | 湖南工业大学 | Can positioning posture precast pier and cushion cap connecting structure |
| CN113202023A (en) * | 2020-03-14 | 2021-08-03 | 中国国家铁路集团有限公司 | Prefabricated assembled hollow pier with concrete vertical splicing seams and construction method |
| CN111851303A (en) * | 2020-07-24 | 2020-10-30 | 南京林业大学 | Method for connecting bearing platform with convex groove and prefabricated bridge pier |
| CN114134802A (en) * | 2020-09-03 | 2022-03-04 | 南京林业大学 | Slot type connection method for prefabricated bridge pier and bearing platform |
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| Publication number | Publication date |
|---|---|
| CN101413250B (en) | 2010-09-01 |
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