CN203866710U - Temporary cross arm structure of H-shaped tower column with internal force adjustable - Google Patents
Temporary cross arm structure of H-shaped tower column with internal force adjustable Download PDFInfo
- Publication number
- CN203866710U CN203866710U CN201420229814.8U CN201420229814U CN203866710U CN 203866710 U CN203866710 U CN 203866710U CN 201420229814 U CN201420229814 U CN 201420229814U CN 203866710 U CN203866710 U CN 203866710U
- Authority
- CN
- China
- Prior art keywords
- king
- post
- cross arm
- stull
- pushing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Withdrawn - After Issue
Links
Abstract
The utility model relates to a temporary cross arm structure of an H-shaped tower column with internal force adjustable. The temporary cross arm structure comprises a cross arm and corbels respectively fixed on tower columns on two sides, the cross arm is carried on the corbels, each corbel comprises an abutting-against end abutting against the tower column on one side and a pushing end opposite to the abutting-against end, a pad object is movably inserted between the pushing end and the tower column on the other side, and the pushing end is provided with a pushing part which enables the cross arm to undergo displacement after being stressed. The temporary cross arm structure reduces tower crane occupation use time when the temporary horizontal cross arm is installed, pushing force adjustment during the construction period is facilitated, the cable tower construction period is accelerated, high-altitude welding workload of the temporary horizontal cross arm is reduced, dismantling difficulty of the temporary horizontal cross arm is reduced, and the high-altitude operation safety risk is reduced. The temporary cross arm structure can be used for temporary horizontal cross arm construction in bridge construction.
Description
Technical field
The utility model relates to bridge construction, particularly relates to the adjustable false stull structure of a kind of H type king-post internal force.
Background technology
Along with the Large scale construction of highway in China, railway through street net, across river, river, sea-bridge beam, to build one after another in a large number, cable stayed bridge is one of main bridge type of Longspan Bridge.For H type high tower inclination king-post, construct, increase along with inclination king-post construction height, under king-post bracketed part, outside root, concrete tensile stress increases gradually, the cantilever end of the king-post that simultaneously slopes inwardly construction is due to Action of Gravity Field, outwards produce displacement also increasing, in order to control, king-post is linear, internal force meets design requirement and guarantee construction period structural safety, in inclination king-post work progress, should divide interim horizontal braces is highly set, control king-post cantilever construction height.
At present, during H type Sarasota tilts, king-post is constructed, and that conventional construction method is set is as follows in interim horizontal braces: utilize tower crane relevant position level lifting horizontal braces structure inside king-post, directly weld with Sarasota built-in fitting one end of horizontal braces, after to be welded, on horizontal braces other end structural iron tubing string front end both sides, arrange jack and oil pump, and by design or the requirement of monitoring unit, starting oil pump makes the outside pushing tow of jack along continuous straight runs to builder's tonnage, then pad steel plate in space between built-in fitting inside interim horizontal braces and pylon tower column, and by stull and pad steel plate, between built-in fitting, weld, last lifting jack unloading completes false stull and installs.When removing, false stull according to jacking force and construction working conditions change situation are installed, recalculates horizontal braces jacking force while removing again, utilize the first outside pushing tow of jack to computing power value, then cut off weld seam, extract again pad steel plate out, after jack oil return unloading, utilize tower crane to remove interim horizontal braces steel work.
But above-mentioned construction method has the following disadvantages:
1, welding complete tower crane can loose structure, and it is longer that whole hoisting process takies the tower crane time, has a strong impact on the construction of king-tower king-post, incurs loss through delay the construction period.
2, interim horizontal braces two ends need all weld with pad steel plate, Sarasota built-in fitting, and welding job amount is larger, and all in high-altitude welding, has high-altitude working safety risk.
3, after interim horizontal braces installation, be difficult to adjust jacking force.Along with the construction of Sarasota, measure monitoring unit and can measure monitoring to Sarasota line style and internal force, and according to measurement result, interim horizontal braces jacking force is adjusted at any time, to control Sarasota off normal and internal force value in allowed band.And conventional interim horizontal braces termination and pad steel plate, Sarasota built-in fitting have all welded, carry out before jacking force adjustment needing weld seam to cut off, treat to weld after jacking force adjustment again, operation is loaded down with trivial details, workload is large, and it is larger to cut off weld seam when operation security risk.
When 4, interim horizontal braces is removed because stull two ends all weld with Sarasota built-in fitting, and the working conditions change of constructing when removing and installing is larger, be difficult to accurately calculate horizontal braces internal force while removing, so be difficult to adopt oily jacking row first to unload rear method for dismounting, there is larger difficulty in dismounting work, and security risk is larger.
Utility model content
In order to overcome above-mentioned technical problem, the purpose of this utility model is to provide a kind of safe, adjustable false stull structure of H type king-post internal force easily.
The technical scheme that the utility model adopts is:
The adjustable false stull structure of a kind of H type king-post internal force, it is characterized in that: comprise stull and be separately fixed at the bracket on the king-post of both sides, described stull is carried on bracket, described stull comprises and the abutment end of a side king-post butt and the pushing end relative with abutment end, relative movable and be fitted with pad thing between described pushing end and opposite side king-post, described pushing end is provided with the pushing part that stull is subjected to displacement after stressed to abutment end.
As the further improvement of technique scheme, described pushing end is multidiameter structure, and the spindle nose of described multidiameter structure carries on bracket, and the shaft shoulder of described multidiameter structure forms described pushing part.By pushing end being arranged to multidiameter structure and being takeed on by thrustor immediate roof push shaft, can guarantee the uniform balance of pushing tow axial force, guarantee the effect of pushing tow.
As the further improvement of technique scheme, described king-post is provided with built-in fitting, and described bracket is connected with built-in fitting by bolt and is fixed on king-post.
Further improvement as technique scheme, described built-in fitting is included in pre embedded bolt and the transition nuts in king-post, one end of described pre embedded bolt connects the anchoring piece that is positioned at king-post, the be threaded front portion of transition nuts of the other end, and described bracket is bolted the rear portion of transition nuts.Bracket is only aloft installed need put bolt, tightens, and simple to operate, security risk is little.
As the further improvement of technique scheme, described transition nuts is the frustum nut that diameter increases progressively from front to back, and the rear end face of described frustum nut is concordant with king-post end face.Conventional false stull built-in fitting is pre-buried large block plate, and the end of stull need to be welded on embedded board, and welding job amount is large.The built-in fitting of this false stull comprises pre embedded bolt and frustum nut, and burying work beforehand is the same with the construction of king-post hydraulic climbing scaffold, and it installs simple, and convenient construction personnel are skilled.Due to frustum nut from front to back diameter successively decrease, when needs are removed, only it oppositely need be back-outed, to inserting the concrete of modifying use in embedded hole, can complete the modification work on king-post surface, pre embedded bolt and anchoring piece are without comprehending, and its workload is little, simple to operate, presentation quality is good.
The beneficial effects of the utility model are:
When 1, stull is installed, two ends are directly shelved on above bracket, easy for installation, simple to operate, have greatly reduced tower crane holding time, have accelerated the Sarasota construction period;
2, after stull pushing tow puts in place, between pushing end and king-post, space arranges pad thing, until pad is closely knit, without welding, has reduced overhead welding workload, has reduced work high above the ground risk;
While 3, carrying out the adjustment of stull jacking force in work progress, only need utilize the first pushing tow of jack to open stull at pushing part, by increasing or reduce pad thing quantity, then jack oil return can reach the object of adjusting jacking force, without carrying out high-altitude weld seam, cut off and weld job, operation is simple, and workload is less, reduced work high above the ground risk, and accelerated the construction period.
Accompanying drawing explanation
Below in conjunction with drawings and embodiments, the utility model is further illustrated.
Fig. 1 is the facade arrangement diagram of the utility model transverse brace structure;
Fig. 2 is the schematic top plan view of the utility model transverse brace structure;
Fig. 3 is the enlarged diagram of A part in Fig. 1;
Fig. 4 is the schematic top plan view of Fig. 3;
Fig. 5 is the enlarged diagram of B part in Fig. 3.
The specific embodiment
The adjustable false stull structure of H type king-post internal force as shown in Figures 1 to 5, comprise stull 1 and be separately fixed at the bracket 3 on both sides king-post 2, stull 1 is carried on bracket 3, stull 1 comprises the abutment end and the pushing end that is positioned at abutment end opposite end with side king-post 2 butts, between pushing end and opposite side king-post 2, movable place is fitted with pad thing, in the present embodiment, be pad steel plate (not shown), pushing end is provided with pushing part 5, and pushing part 5 is subjected to displacement to abutment end by jacking force rear cross member 1.
Preferably, pushing end is multidiameter structure, and the spindle nose of multidiameter structure carries on bracket 3, and the shaft shoulder of multidiameter structure forms pushing part 5.By pushing end being arranged to multidiameter structure and being takeed on by thrustor immediate roof push shaft.Can guarantee the uniform balance of pushing tow axial force, guarantee the effect of pushing tow.
Preferably, king-post 2 is provided with built-in fitting, and bracket 3 is connected with built-in fitting by bolt and is fixed on king-post 2.
Preferably, built-in fitting is included in pre embedded bolt 6 and the transition nuts 7 in king-post 2, and one end of pre embedded bolt 6 connects the anchoring piece 8 that is positioned at king-post 2, the be threaded front portion of transition nuts 7 of the other end, and bracket 3 is bolted the rear portion of transition nuts 7.Bracket 3 is only aloft installed need put bolt, tightens, and simple to operate, security risk is little.
Preferably, transition nuts 7 is the frustum nut that diameter increases progressively from front to back, and the rear end face of frustum nut is concordant with king-post 2 end faces.In conventional design, false stull built-in fitting is pre-buried large block plate, and the end of stull need to be welded on embedded board, and welding job amount is large.Built-in fitting in the present embodiment comprises pre embedded bolt 6 and frustum nut, and burying work beforehand is the same with the construction of king-post hydraulic climbing scaffold, and it installs simple, and convenient construction personnel are skilled.Due to frustum nut from front to back diameter successively decrease, when needs are removed, only it oppositely need be back-outed, to inserting the concrete of modifying use in embedded hole, can complete the modification work on king-post surface, pre embedded bolt 6 and anchoring piece 8 are without comprehending, and its workload is little, simple to operate, presentation quality is good.
The construction method of above-mentioned false stull structure is as follows:
(1) elder generation, on ground by stull 1 and built-in fitting machine-shaping, first carries out installation of embedded parts when pylon tower column 2 is constructed to corresponding height.
(2) after king-post 2 constructions are by stull 1 position, first installation operating platform below stull 1 installation site, then the bracket 3 that supports use is installed in built-in fitting position, is adopted bolt to pass on bracket 3 attached wall plates and be tightened on the frustum nut being embedded in king-post 2 after screw.Because bracket 3 weight are lighter, for avoiding installing bracket 3, take tower crane longer service time, can below creeping formwork, hang 2 tons of jacks, utilize jack lifting support bracket 3 and bolt firm.
(3) utilize tower crane lifting stull 1, stull 1 two ends are directly shelved on respectively above the bracket 3 on two king-post 2 inside walls, after 2 tower crane pine structures, transfer to drop into pylon tower column 2 constructions.
(4) in the pushing end of stull 1, arrange jack 9 and oil pump, by design or the requirement of monitoring unit, start oil pump by the outside pushing tow of jack 9 to builder's tonnage, and between interim horizontal braces 1 steel pipe column front end and pylon tower column 2 gap pad steel plate (steel plate stands on bracket 3 end faces), until pad closely knit (without welding) completes stull 1 and installs.For preventing in work progress stull 1 displacement, can positive stop be set in the both sides of bracket 3 end face stull abutment ends, or stull abutment end and bracket 3 end faces are welded, and that the other end arranges is spacing.
(5) in continuation, upwards construct in king-post 2 processes, in the time of need to carrying out internal force adjustment to stull 1, only need to adopt the outside pushing tow of jack 9, make to occur space between stull 1 pushing tow and king-post 2 concrete walls, increase or reduce pad steel plate, jack 9 oil return unloadings, complete the internal force adjustment of stull 1.
(6) while removing stull 1, position at former installation pushing tow jack 9 rearranges jack 9, utilize the first outside pushing tow of jack 9, make to occur space between stull 1 pushing end and king-post 2 concrete walls, extract pad steel plate out, jack 9 oil return unloadings make stull 1 not be subject to endogenetic process to be directly supported on bracket 3 end faces, then lift go back to ground by 2 tower crane levels, complete the dismounting work of stull 1.
The above be the utility model preferred embodiment, it does not form the restriction to the utility model protection domain.
Claims (5)
1. the adjustable false stull structure of H type king-post internal force, it is characterized in that: comprise stull and be separately fixed at the bracket on the king-post of both sides, described stull is carried on bracket, described stull comprises and the abutment end of a side king-post butt and the pushing end relative with abutment end, relative movable and be fitted with pad thing between described pushing end and opposite side king-post, described pushing end is provided with the pushing part that stull is subjected to displacement after stressed to abutment end.
2. the adjustable false stull structure of H type king-post internal force according to claim 1, is characterized in that: described pushing end is multidiameter structure, and the spindle nose of described multidiameter structure carries on bracket, and the shaft shoulder of described multidiameter structure forms described pushing part.
3. the adjustable false stull structure of H type king-post internal force according to claim 1 and 2, is characterized in that: described king-post is provided with built-in fitting, and described bracket is connected with built-in fitting by bolt and is fixed on king-post.
4. the adjustable false stull structure of H type king-post internal force according to claim 3, it is characterized in that: described built-in fitting is included in pre embedded bolt and the transition nuts in king-post, one end of described pre embedded bolt connects the anchoring piece that is positioned at king-post, the be threaded front portion of transition nuts of the other end, described bracket is bolted the rear portion of transition nuts.
5. the adjustable false stull structure of H type king-post internal force according to claim 4, is characterized in that: described transition nuts is the frustum nut that diameter increases progressively from front to back, and the rear end face of described frustum nut is concordant with king-post end face.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420229814.8U CN203866710U (en) | 2014-05-06 | 2014-05-06 | Temporary cross arm structure of H-shaped tower column with internal force adjustable |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420229814.8U CN203866710U (en) | 2014-05-06 | 2014-05-06 | Temporary cross arm structure of H-shaped tower column with internal force adjustable |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203866710U true CN203866710U (en) | 2014-10-08 |
Family
ID=51647680
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420229814.8U Withdrawn - After Issue CN203866710U (en) | 2014-05-06 | 2014-05-06 | Temporary cross arm structure of H-shaped tower column with internal force adjustable |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203866710U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104032678A (en) * | 2014-05-06 | 2014-09-10 | 中铁港航局集团有限公司 | H-shaped tower column inner force adjustable temporary cross supporting structure and construction method thereof |
-
2014
- 2014-05-06 CN CN201420229814.8U patent/CN203866710U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104032678A (en) * | 2014-05-06 | 2014-09-10 | 中铁港航局集团有限公司 | H-shaped tower column inner force adjustable temporary cross supporting structure and construction method thereof |
| CN104032678B (en) * | 2014-05-06 | 2016-08-24 | 中铁港航局集团有限公司 | H type king-post internal force adjustable false stull structure and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104032678B (en) | H type king-post internal force adjustable false stull structure and construction method thereof | |
| CN101886466B (en) | Construction method for support structure of coal tower template for tamping type coke oven | |
| CN103437291B (en) | Monolithic water tank precompressed construction technology | |
| CN106812328B (en) | The whole two step lifting construction methods of string prestressed steel structure rack with hanging layer | |
| CN204151701U (en) | Single column pier bridge adds steel structure support overturning or slip resistance analysis bracing means | |
| CN204849607U (en) | A continuous beam string basket pre -compaction device for bridge construction | |
| CN205636496U (en) | A interim strutting arrangement that is used for support frame bridge crane and whole hole case roof beam | |
| CN104005338A (en) | Three-directional temporary tower and girder consolidation structure of large-span cable-stayed bridge | |
| CN101284628A (en) | Hoisting method for framework of large tonnage pressing machine | |
| CN106522112A (en) | Cable-stayed bridge side span beam section erecting system and method thereof | |
| CN205223871U (en) | Suspension bridge bridge tower overarm brace pre -compaction device | |
| CN203034779U (en) | Self-lifting-type scaffold operating platform | |
| CN202830785U (en) | High pier bridge cantilever casting concrete 0 # block pier top bracket | |
| CN104005569A (en) | Construction method for supporting beam and removing columns | |
| CN102486051B (en) | Manual demolishing method of large-area spherical net rack | |
| CN203866710U (en) | Temporary cross arm structure of H-shaped tower column with internal force adjustable | |
| CN203129025U (en) | Suspension fixing device for hanging basket | |
| CN203866711U (en) | Large span cable-stayed bridge tower beam three-way temporary consolidation structure | |
| CN103147402A (en) | Support device for constructing continuous box girder bridge and elevation adjusting method | |
| CN109667228B (en) | Straight beam type hanging basket and continuous beam cantilever pouring construction method | |
| CN109555021A (en) | It is a kind of without pre-buried, movable continuous beam 0# block bracket | |
| CN205314539U (en) | Large -scale cantilever type combination steel form | |
| CN213951948U (en) | Prepressing test structure of assembled bracket | |
| CN204343647U (en) | A kind of the shaped steel suspension scaffolding bracing frame | |
| CN103526698B (en) | Cast-in-cantilever construction 0# block concrete supporting system and construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20141008 Effective date of abandoning: 20160824 |
|
| C25 | Abandonment of patent right or utility model to avoid double patenting |