CN204343152U - Long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure - Google Patents
Long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure Download PDFInfo
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- CN204343152U CN204343152U CN201420788051.0U CN201420788051U CN204343152U CN 204343152 U CN204343152 U CN 204343152U CN 201420788051 U CN201420788051 U CN 201420788051U CN 204343152 U CN204343152 U CN 204343152U
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Abstract
The utility model discloses long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure, it comprises the connector being arranged on many rows prestressing without bondn rod iron in box girder with variable cross section and stretch-draw prestressing without bondn rod iron, described box girder with variable cross section has built concrete, notch is left in position more than the anchor plate of prestressing without bondn rod iron top, described connector comprises tension rod, tensioning head is connected with in described tension rod bottom thread, the bottom of described tensioning head is threaded with the screw thread that exposes of prestressing without bondn rod iron, jack is enclosed within tension rod, the seat supports of jack is on the end face of notch.When the utility model is used for the case joist steel rod vertical prestressing stretch-draw of bridge, rate of stretching is high, antidetonation and fatigue behaviour is high, rod iron relaxation rate is low, greatly reduces the loss of prestress of large-span continuous beam, without two times tensioning.
Description
Technical field
The utility model relates to bridge rod iron constructing structure, particularly relates to a kind of prestressing force beam bridge rod iron installation structure.
Background technology
In recent years, long span variable cross-section prestressing force beam bridge is more and more applied in domestic bridge superstructure, has that cost is relatively low, simple and easy quick, the advantage such as building height is little, adaptable, maintenance cost is few of constructing.But after large span beam bridge Long-Time Service, there is the disease that some are more common, wherein weakened web is one of main disease, accounts for more than 80% of beam cracks, and vertical prestressing deficiency is pre-stressed box web occurs a main cause of diagonal crack.Traditional beam bridge vertical prestressing adopts fining twisted steel and steel strand, fining twisted steel effective prestress is difficult to obtain guarantee, steel strand flexibility, high strength and large elongation have obvious advantage than fining twisted steel in prestress system, but there is the shortcoming that the loss of intermediate plate anchor retraction is large.
The patent of having authorized is learnt by retrieval:
1 application number is: the Chinese patent of 2010101631775 discloses " the prefabricated engineering method of CRTS I plate-type non-fragment orbit concrete railway board ", this engineering method, comprises the steps: (1) establishment cage of reinforcement; (2) cage of reinforcement is installed in punching block, is coated with interleaving agent in described punching block and service sleeve is installed; (3) PC rod iron, peace anchor plate is worn; (4) PC rod iron pretension; (5) lifting nut, spiral bar and earth terminal nut are installed; (6) megger test; (7) filling concrete, vibration; (8) wipe one's face; (9) stream curing; (10) built-in fitting set bolt is dismantled; (11) demoulding: cleaning built-in fitting, cleaning masterplate, matched moulds and spray in punching block interleaving agent and install service sleeve for subsequent use; (12) upset and checking the configuration: the CRTSI plate-type non-fragment orbit concrete railway board obtained in overturning step (11), and check its profile, outward appearance; (13) prestressed stretch-draw; (14) sealing off and covering anchorage; (15) pond health; (16) Cun Ban district deposits.The rod iron construction method of this patent uses on non-fragment orbit concrete railway board, the inapplicable variable cross-section prestressed concrete continuous beam with prestressing force beam bridge.
2 application numbers are: the Chinese patent of 201210539096X discloses " a kind of special-shaped prestressed steel bar ", this rod iron, comprise body, the nominal diameter of described body is 16mm ~ 21mm, the external surface of described body has some annular projections, connected by two protruding connection ribs between the described annular projection that every bar is adjacent, arbitrary diameter of described annular projection is vertical with the trend of described body.The width of described annular projection and described connection rib is 3-6mm.The material of described body is 45Si
2cr.This patent disclose the shape of the special-shaped prestressed steel bar of a kind of material, concrete construction method is not described.
3 application numbers are: the Chinese patent of 2012105383148 discloses " prestressed concrete pontoon bridge ", this pontoon bridge comprises pontoon bridge sections, transversely prestressed bars is preset respectively in the upper and lower two ends of pontoon bridge segmented interior, be provided with foam formwork between transversely prestressed bars, pontoon bridge connects each pontoon bridge sections via longitudinal prestressing rod iron and forms.Pontoon bridge sections is at bottom surface and two lateral outer wrap carbon fiber cloth respectively, and transversely prestressed bars is stranded galvanized steel.Longitudinal prestressing rod iron is zinc-plated rod iron, and this pontoon bridge can be produced into different models as required in pre-fabricated factory, point multiple sections, is easy to transport; Prestressed concrete pontoon bridge bearing capacity and stiffness is higher, by prestressed stretch-draw, can meet the supporting capacity requirement of the urgent navigation of some heavy vehicles, easy construction, simple to operate; Pontoon bridge with after disassemble conveniently, repeatedly can assemble and reuse.Pontoon bridge disclosed in this patent is provisional bridge, will dismantle after being finished under emergency, and the use of rod iron is also the longitudinal direction under same absolute altitude, and this rod iron using method is not suitable for vertical prestressing installation.
Summary of the invention
The purpose of this utility model is the feature overcoming prior art, there is provided that a kind of intensity is high, elongation per unit length is high, antidetonation and fatigue behaviour is high, rod iron relaxation rate is low, greatly reduce the loss of prestress of large-span continuous beam, without the long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure of two times tensioning.
Long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure of the present utility model, it comprises the connector being arranged on many rows prestressing without bondn rod iron in box girder with variable cross section and stretch-draw prestressing without bondn rod iron, each row's prestressing without bondn rod iron comprises the many groups of prestressing without bondn rod irons arranged along vertical position, each group prestressing without bondn rod iron and case beam plain bars are connected and fixed, described box girder with variable cross section has built concrete, notch is left in position more than the anchor plate of prestressing without bondn rod iron top, described connector comprises tension rod, tensioning head is connected with in described tension rod bottom thread, the bottom of described tensioning head is threaded with the screw thread that exposes of prestressing without bondn rod iron, jack is enclosed within tension rod, the seat supports of jack is on the end face of notch.
When the utility model is used for the case joist steel rod vertical prestressing stretch-draw of bridge, rate of stretching is high, antidetonation and fatigue behaviour is high, rod iron relaxation rate is low, greatly reduces the loss of prestress of large-span continuous beam, without two times tensioning.Ground tackle rod iron machining accuracy is high, lead angle is low, and amount of recovery is low, adopts front end to extend bar stretch-draw, need not reserve jack active length reinforcing bar, not need to cut muscle after stretch-draw.Further saving steel, reduces construction sequence.Eliminate the pre-buried pipeline of traditional post stressed concrete, lashing, mud jacking and cut off the techniques such as unnecessary reinforcing bar, decreasing targeted duct number of steel bars, simplify construction technology, shorten the duration.Decrease the risk of the presstressed reinforcing steel stress corrosion caused because mud jacking is unreal; And completely cut off with concrete, there is no the risk of chloride ion corrosion.
Accompanying drawing explanation
Schematic diagram when Fig. 1 is the vertical prestressing without bondn steel bar tensing in long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure of the present utility model;
Fig. 2 is anchoring schematic diagram after the vertical prestressing without bondn steel bar tensing in long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure of the present utility model;
Fig. 3 is that the vertical prestressing without bondn rod iron in span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure of the present utility model opens layout schematic top plan view.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the utility model is described in detail.
Long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure of the present utility model as shown in drawings, it comprises the connector being arranged on many rows prestressing without bondn rod iron 2 in box girder with variable cross section 1 and stretch-draw prestressing without bondn rod iron 2, each row's prestressing without bondn rod iron 2 comprises the many groups of prestressing without bondn rod irons 2 arranged along vertical position, each group prestressing without bondn rod iron 2 is connected and fixed with case beam plain bars, described box girder with variable cross section 1 has built concrete, notch 4 is left in the position of prestressing without bondn rod iron 2 top anchor plate more than 3, described connector comprises tension rod 11, tensioning head 10 is connected with in described tension rod 11 bottom thread, the bottom of described tensioning head 10 is threaded with the screw thread that exposes of prestressing without bondn rod iron 2, jack 14 is enclosed within tension rod, the bearing 13 of jack 14 is supported on the end face of notch 4.
Adopt this structure to carry out construction to comprise the following steps: (1) installs many row's prestressing without bondn rod irons 2 in box girder with variable cross section 1, each row's prestressing without bondn rod iron 2 comprises the many groups of prestressing without bondn rod irons 2 along vertical position, is connected and fixed by each group prestressing without bondn rod iron 2 with case beam plain bars; (2) build the concrete of box girder with variable cross section 1, during concreting, stay notch 4 in the position of prestressing without bondn rod iron 2 top anchor plate more than 3; (3) connector of stretch-draw prestressing without bondn rod iron 2 is installed, described connector comprises tension rod 11, be threaded on the top of described tension rod 11 stretch-draw locknut 12, be connected with tensioning head 10 in described tension rod 11 bottom thread, described connector with prestressing without bondn rod iron 2 connected mode is: be threaded with the screw thread that exposes of prestressing without bondn rod iron 2 bottom of tensioning head 10; (4) take off stretch-draw locknut 12, then jack 14 is penetrated along tension rod, until the bearing 13 of jack 14 is supported on the end face of notch 4, more described stretch-draw locknut 12 is screwed on; (5) adopt jack pair prestressing without bondn rod iron 2 to start stretch-draw, while stretch-draw, the set lever 9 of shake jack, is locked the top anchor nut 6 of prestressing without bondn rod iron 2 by the ut socket 8 of jack; (6) jack release, then takes off the stretch-draw locknut 12 on tension rod top, then takes off jack 14, tension rod 11 and tensioning head 10; (7) anchoring baffle plate 5 and anchoring standby female 7 are installed successively at anchoring nut 6 top.
Described prestressing without bondn rod iron 2 and jack producer on sale.
Claims (1)
1. long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure, it is characterized in that: it comprises the connector being arranged on many rows prestressing without bondn rod iron in box girder with variable cross section and stretch-draw prestressing without bondn rod iron, each row's prestressing without bondn rod iron comprises the many groups of prestressing without bondn rod irons arranged along vertical position, each group prestressing without bondn rod iron and case beam plain bars are connected and fixed, described box girder with variable cross section has built concrete, notch is left in position more than the anchor plate of prestressing without bondn rod iron top, described connector comprises tension rod, tensioning head is connected with in described tension rod bottom thread, the bottom of described tensioning head is threaded with the screw thread that exposes of prestressing without bondn rod iron, jack is enclosed within tension rod, the seat supports of jack is on the end face of notch.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420788051.0U CN204343152U (en) | 2014-12-11 | 2014-12-11 | Long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420788051.0U CN204343152U (en) | 2014-12-11 | 2014-12-11 | Long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204343152U true CN204343152U (en) | 2015-05-20 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420788051.0U Active CN204343152U (en) | 2014-12-11 | 2014-12-11 | Long span variable cross-section prestressing force beam bridge prestressing without bondn rod iron mounting structure |
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| Country | Link |
|---|---|
| CN (1) | CN204343152U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040985A (en) * | 2015-08-14 | 2015-11-11 | 山东大学 | Detecting system and method for vertical precision rolling screw-thread steel tensioning force under anchor |
-
2014
- 2014-12-11 CN CN201420788051.0U patent/CN204343152U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040985A (en) * | 2015-08-14 | 2015-11-11 | 山东大学 | Detecting system and method for vertical precision rolling screw-thread steel tensioning force under anchor |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| PP01 | Preservation of patent right | ||
| PP01 | Preservation of patent right |
Effective date of registration: 20180914 Granted publication date: 20150520 |
|
| PD01 | Discharge of preservation of patent | ||
| PD01 | Discharge of preservation of patent |
Date of cancellation: 20190618 Granted publication date: 20150520 |