CN109577212A - A kind of pretensioned prestressing Precasting Pedestal Construction method - Google Patents
A kind of pretensioned prestressing Precasting Pedestal Construction method Download PDFInfo
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- CN109577212A CN109577212A CN201910061061.1A CN201910061061A CN109577212A CN 109577212 A CN109577212 A CN 109577212A CN 201910061061 A CN201910061061 A CN 201910061061A CN 109577212 A CN109577212 A CN 109577212A
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- pedestal
- bracket
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Abstract
The invention patent belongs to infrastructure project technical field, and in particular to a kind of pretensioned prestressing Precasting Pedestal Construction method includes the following steps: that pedestal selects slot type pedestal；Slot type pedestal is made of gravity abutment, tensioning bracket, pressure column, stretch-drawing beam, anchorage beam；Pedestal arranges number: planning caisson platform precasting area quantity determines the tensioning slot number of predefined region；Pedestal length: after the completion of levelling of the land, it is compacted basal plane, after the completion of basal plane compacting, unwrapping wire is carried out, bracket, connection beam, force-transmitting pole plan-position are released, using mechanical excavation bracket position, hand excavation's force-transmitting pole, connection beam basis, it is poured according to bracket, biography column, base foundation, the sequence on pedestal basis, the present invention solves insecurity factor present in former pre-tensioning system abutment design, it is ensured that the economic rationality of Precasting Pedestal Construction；Improve the security reliability and economy of pre-tensioning system Precasting Pedestal Construction；Reduce construction land tenure, improve construction efficiency.
Description
Technical field
The invention patent belongs to infrastructure project technical field, and in particular to a kind of pretensioned prestressing Precasting Pedestal Construction side
Method.
Background technique
The construction of pre-tensioning system abutment design is at home and abroad applied relatively extensively, in recent years, huge in engineering construction task, especially
It is to be removed under the drive rebuild due to lacking unified planning emphasis bridge construction project and early period, precast beam panel construction task is numerous
Weight, still, pre-tensioning system abutment design is more demanding, there is the phenomenon that applying, and there are biggish security risk and wasting phenomenons.
The features such as geographical location locating for incorporation engineering, engineering-environment, with reference to the engineering model of domestic and international pre-tensioning system abutment design
Example carries out the technical research of system from soil mechanics, the mechanics of materials, structural mechanics, building selection, prestressing force loss etc., most
End form is at pre-tensioning system abutment design and application.
Based on above-mentioned prior art, the applicant has made lasting and beneficial exploration and design repeatedly, and carries out
The test of non-finite number of time has finally found the method for solving above-mentioned technical problem and forms technology described below
Scheme.
Summary of the invention
To solve problem of the prior art, the present invention provides a kind of pretensioned prestressing Precasting Pedestal Construction method, the present invention
Purpose be to improve in view of the deficiencies of the prior art, construction method of the present invention is primarily adapted for use in constructing hollow slab beam.
In order to achieve the above object, the invention adopts the following technical scheme: a kind of pretensioned prestressing Precasting Pedestal Construction method,
Include the following steps:
(1) pedestal type selecting:
Pedestal selects slot type pedestal；
(2) pedestal construction size is arranged:
Slot type pedestal is made of gravity abutment, tensioning bracket, pressure column, stretch-drawing beam, anchorage beam；
Gravity abutment is arranged in the both ends of stretching bed seat, and section structure is having a size of 1 × 2m, and laterally elongated arrangement, two sides exceed pressure
1m outside column；
Tensioning bracket is arranged in above gravity abutment, and section structure is having a size of 0.6 × 0.8m, long 2m, when construction together with pressure column
It pours；
Pressure column cross dimensions is 0.5 × 0.5m, and longitudinal elongated arrangement, length is stretching bed seat length L, is embedded to underground 0.2m,
Leak outside 0.3m；
Lateral linking beam is arranged every 10m in pressure column lower part, and the cross dimensions of linking beam is 0.3 × 0.2m；
Pedestal basis is 10cm thickness C30 concrete foundation, is poured together with pressure column integral；
Beam making bench is 10cm thickness C30 concrete foundation, and longitudinal elongated arrangement, width is beam body width 1.24m, is controlled with 5# U-steel frame
Mesa width and flatness, table top upper berth 8mm thick steel plate；
Stretch-drawing beam and anchorage beam are all made of to be made of 2 I63C I-steel, is welded into one with wall thickness 2cm steel plate side by side
It is whole, the space 40mm is reserved between two I-steel for wearing puts transmission rod, stretch-drawing beam length 3.5m long；Anchorage beam length is
Draw pedestal laterally wide；
(3) pedestal integral arrangement includes the following steps:
1) pedestal arranges number:
It plans caisson platform precasting area quantity, determines the tensioning slot number of predefined region；
2) pedestal length:
Pedestal length formula: L=× n+(n-1) × 1m+2k；
(4) pedestal is built:
After the completion of levelling of the land, it is compacted basal plane and carries out unwrapping wire after the completion of basal plane compacting, it is flat to release bracket, connection beam, force-transmitting pole
Face position, using mechanical excavation bracket position, hand excavation's force-transmitting pole, connection beam basis are each using carrying out after vibration compacting
Member base and the binding of superstructure reinforcing bar, it is desirable that foundation reinforcing bar passes column reinforcing bar, connection beam steel, bracket reinforcing bar one
Secondary binding is poured according to bracket → biography column → base foundation → pedestal basis sequence.
The invention has the following beneficial effects:
1) insecurity factor present in former pre-tensioning system abutment design is solved, it is ensured that the economic rationality of Precasting Pedestal Construction；
2) security reliability and economy of pre-tensioning system Precasting Pedestal Construction are improved；
3) reduce construction land tenure, improve construction efficiency, reduce personnel's investment, saved cost of investment.
Detailed description of the invention
Fig. 1 is pre-tensioning system pedestal layout drawing of the present invention.
Fig. 2 is pre-tensioning system pedestal sectional schematic diagram.
Specific embodiment
The present invention is described in further details below by embodiment, embodiment is only used to illustrate the present invention, and unlimited
The scope of the present invention processed.
A kind of pretensioned prestressing Precasting Pedestal Construction method as shown in Figs. 1-2, (1) pedestal type selecting:
This engineering hollow slab girder is pretensioned prestressing construction, and stretching bed seat construction is first carried out before prefabrication of beam construction, and
And require stretching bed seat that should have enough intensity and stability, both ends deformed bar anchorage beam, pedestal selects slot type pedestal,
The reliably safe precaution measures such as fixed should be had by putting sand cylinder etc., prevent and treat the generation safety accidents such as turn over, slip.
Stretching bed seat can be divided into: pier formula, slot type, framework type, change it is buried etc., this engineering selection slot type pedestal be designed,
Arrangement, advantage are that transmission force property is good, stability is good, its form is conducive to template installation and concrete pouring construction, cost phase
To it is lower, be easy to dismounting, second ploughing etc..
(2) pedestal construction size is arranged
Slot type pedestal is made of gravity abutment, tensioning bracket, pressure column, stretch-drawing beam, anchorage beam；
1), gravity abutment
Gravity abutment is arranged in the both ends of stretching bed seat, and section structure is having a size of 1 × 2m, and laterally elongated arrangement, two sides exceed pressure
1m outside column.
2), tensioning bracket
Tensioning bracket is arranged in above gravity, and section structure is having a size of 0.6 × 0.8m, long 2m, and when construction pours together with pressure column
It builds.
3), pressure column
Pressure column cross dimensions is 0.5 × 0.5m, and longitudinal elongated arrangement, length is stretching bed seat length L.It is embedded to underground 0.2m,
Leak outside 0.3m.
4), linking beam
For the overall stability for reinforcing pressure column, shorten drift, it is special to be arranged in pressure column lower part every 10m to prevent unstability
One lateral linking beam.When live actual arrangement according to pressure column length therefrom between to both sides point arrangement linking beam such as carry out, will between
Gauge is arranged in tip position from short linking beam, and the cross dimensions of linking beam is 0.3 × 0.2m.
5) pedestal basis
Pedestal basis is 10cm thickness C30 concrete foundation, is poured together with pressure column integral.
6) beam making bench
Beam making bench is 10cm thickness C30 concrete foundation, and longitudinal elongated arrangement, width is beam body width 1.24m.It is controlled with 5# U-steel frame
Mesa width and flatness, table top upper berth 8mm thick steel plate.
7), stretch-drawing beam, anchorage beam:
It is all made of using the production of 2 I63C I-steel, is welded into an entirety with wall thickness 2cm steel plate side by side, it is pre- between two I-steel
Stay the space 40mm to put transmission rod for wearing, with the pre-buried 2cm thick steel plate in pedestal pressure column contact site so that power transmission column end by
Power is uniform.Stretch-drawing beam length 3.5m long；Anchorage beam length is that stretching bed seat is laterally wide.
(3) pedestal integral arrangement includes the following steps:
1) pedestal arranges number；
It plans caisson platform precasting area quantity, determines the tensioning slot number of predefined region；
2) pedestal length and each predefined region deployment scenarios；
Pedestal length formula: L=× n+(n-1) × 1m+2k.(: component length, 20m；The component produced in n: one slot production line
Number, 4 or 3 components；Distance between the adjacent end of 1m: two components；K: the distance of pedestal crossbeam to first component end, one
As be 1.25-1.5m.
(4) pedestal is built
After the completion of levelling of the land, it is compacted basal plane, the mode for taking quiet shake to combine is compacted basal plane and is put after the completion of basal plane compacting
Line releases bracket, connection beam, force-transmitting pole plan-position, using mechanical excavation bracket position, hand excavation's force-transmitting pole, connection beam
Basis, carries out each member base after tamping using vibration and superstructure reinforcing bar is bound, it is desirable that foundation reinforcing bar passes column
Reinforcing bar, connection beam steel, bracket bar one-time binding, according to bracket → biography column → base foundation → pedestal basis sequence into
Row pours, and ensures integrally-built stability with this.
In implementing process of the present invention (1), structure size draft according to design drawing, determine side bar, middle case bay, draft
Tensioning and anchoring section buried depth calculate pressure column, bracket and gravity abutment cross dimensions.
(2), stable calculation
According to side bar separation, central sill separation, specific cell block is taken to carry out Force Calculation, check load are as follows: to consider super
The factors such as drawing and stress loss, take 1.2 times of safety coefficients, and calculating load is that Force Calculation value is taken to be calculated for 4700kN.
(3), topple checking computations
It is checked with usual pedestal, calculation of Bending Moment is carried out with a little.
(4), arrangement of reinforcement calculates
Cracking checking computations are carried out after determining size
(5), linking beam is arranged
For the overall stability for reinforcing pressure column, shorten drift, it is special to be arranged in pressure column lower part specific range to prevent unstability
One lateral linking beam.When live actual arrangement according to pressure column length therefrom between to both sides point arrangement linking beam such as carry out, will between
Gauge is arranged in tip position from short linking beam.
(6) stretch-drawing beam, anchorage beam
In conjunction with stretch-drawing beam, the design feature of anchorage beam and using function, stretch-drawing beam size and steel plate thickness are selected, and open
Hole site.
Further illustrate: in (2), check principle: gravity abutment, bracket and pressure column are connected in end, and pressure column
It is again longitudinal elongated arrangement, when checking overturning stability, fixing end, pedestal end can be used as free end using in the middle part of pressure column
It is checked.
The above described is only a preferred embodiment of the present invention, being not that the invention has other forms of limitations, appoint
What those skilled in the art changed or be modified as possibly also with the technology contents of the disclosure above equivalent variations etc.
Imitate embodiment.But without departing from the technical solutions of the present invention, according to the technical essence of the invention to above embodiments institute
Any simple modification, equivalent variations and the remodeling made, still fall within the protection scope of technical solution of the present invention.
Claims (1)
1. a kind of pretensioned prestressing Precasting Pedestal Construction method, characterized by the following steps:
(1) pedestal type selecting:
Pedestal selects slot type pedestal；
(2) pedestal construction size is arranged:
Slot type pedestal is made of gravity abutment, tensioning bracket, pressure column, stretch-drawing beam, anchorage beam；
Gravity abutment is arranged in the both ends of stretching bed seat, and section structure is having a size of 1 × 2m, and laterally elongated arrangement, two sides exceed pressure
1m outside column；
Tensioning bracket is arranged in above gravity abutment, and section structure is having a size of 0.6 × 0.8m, long 2m, when construction together with pressure column
It pours；
Pressure column cross dimensions is 0.5 × 0.5m, and longitudinal elongated arrangement, length is stretching bed seat length L, is embedded to underground 0.2m,
Leak outside 0.3m；
Lateral linking beam is arranged every 10m in pressure column lower part, and the cross dimensions of linking beam is 0.3 × 0.2m；
Pedestal basis is 10cm thickness C30 concrete foundation, is poured together with pressure column integral；
Beam making bench is 10cm thickness C30 concrete foundation, and longitudinal elongated arrangement, width is beam body width 1.24m, is controlled with 5# U-steel frame
Mesa width and flatness, table top upper berth 8mm thick steel plate；
Stretch-drawing beam and anchorage beam are all made of to be made of 2 I63C I-steel, is welded into one with wall thickness 2cm steel plate side by side
It is whole, the space 40mm is reserved between two I-steel for wearing puts transmission rod, stretch-drawing beam length 3.5m long；Anchorage beam length is
Stretching bed seat is laterally wide；
(3) pedestal integral arrangement includes the following steps:
1) pedestal arranges number:
It plans caisson platform precasting area quantity, determines the tensioning slot number of predefined region；
2) pedestal length:
Pedestal length formula: L=× n+(n-1) × 1m+2k；
(4) pedestal is built:
After the completion of levelling of the land, it is compacted basal plane and carries out unwrapping wire after the completion of basal plane compacting, it is flat to release bracket, connection beam, force-transmitting pole
Face position, using mechanical excavation bracket position, hand excavation's force-transmitting pole, connection beam basis are each using carrying out after vibration compacting
Member base and the binding of superstructure reinforcing bar, it is desirable that foundation reinforcing bar passes column reinforcing bar, connection beam steel, bracket reinforcing bar one
Secondary binding is poured according to bracket, biography column, base foundation, the sequence on pedestal basis.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910061061.1A CN109577212A (en) | 2019-01-23 | 2019-01-23 | A kind of pretensioned prestressing Precasting Pedestal Construction method |
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| CN201910061061.1A CN109577212A (en) | 2019-01-23 | 2019-01-23 | A kind of pretensioned prestressing Precasting Pedestal Construction method |
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| CN109577212A true CN109577212A (en) | 2019-04-05 |
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ID=65917035
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| CN201910061061.1A Pending CN109577212A (en) | 2019-01-23 | 2019-01-23 | A kind of pretensioned prestressing Precasting Pedestal Construction method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111546488A (en) * | 2020-05-11 | 2020-08-18 | 武汉市华江幸福装配式建筑有限公司 | Collinear production process of prestressed beam plate |
| CN111910760A (en) * | 2020-07-08 | 2020-11-10 | 五冶集团上海有限公司 | Construction method of integral counterweight type pretensioning method prestress tensioning platform |
| CN111910667A (en) * | 2020-07-08 | 2020-11-10 | 五冶集团上海有限公司 | Construction method of split counterweight and integral counterweight combined pre-tensioning method prestress tensioning platform |
| CN113944110A (en) * | 2021-11-23 | 2022-01-18 | 中国二十冶集团有限公司 | Precast beam slab pedestal construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111546488A (en) * | 2020-05-11 | 2020-08-18 | 武汉市华江幸福装配式建筑有限公司 | Collinear production process of prestressed beam plate |
| CN111910760A (en) * | 2020-07-08 | 2020-11-10 | 五冶集团上海有限公司 | Construction method of integral counterweight type pretensioning method prestress tensioning platform |
| CN111910667A (en) * | 2020-07-08 | 2020-11-10 | 五冶集团上海有限公司 | Construction method of split counterweight and integral counterweight combined pre-tensioning method prestress tensioning platform |
| CN111910667B (en) * | 2020-07-08 | 2022-07-01 | 五冶集团上海有限公司 | Construction method of split counterweight and integral counterweight combined pre-tensioning method prestress tensioning platform |
| CN113944110A (en) * | 2021-11-23 | 2022-01-18 | 中国二十冶集团有限公司 | Precast beam slab pedestal construction method |
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Address after: 450001 No. 59 Lianhua street, hi tech Development Zone, Henan, Zhengzhou Applicant after: China Power Construction Eleventh Bureau Engineering Co., Ltd. Applicant after: SINOHYDRO Bureau 11 Co., Ltd. Address before: 450001 No. 59 Lianhua street, hi tech Development Zone, Henan, Zhengzhou Applicant before: China Hydropower eleventh Engineering Bureau (Zhengzhou) Co., Ltd. Applicant before: SINOHYDRO Bureau 11 Co., Ltd. |
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Application publication date: 20190405 |