CN104264782A - Assembling integral pre-stress framework structure and construction method thereof - Google Patents
Assembling integral pre-stress framework structure and construction method thereof Download PDFInfo
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- CN104264782A CN104264782A CN201410593269.5A CN201410593269A CN104264782A CN 104264782 A CN104264782 A CN 104264782A CN 201410593269 A CN201410593269 A CN 201410593269A CN 104264782 A CN104264782 A CN 104264782A
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Abstract
The invention discloses an assembling integral pre-stress framework structure and a construction method thereof. The construction method comprises the steps of manufacturing prefabricated beams and prefabricated columns, mounting the prefabricated beams and prefabricated columns, and constructing cast-in-situ connection sections between the prefabricated beams and the prefabricated columns for connecting the prefabricated beams with the prefabricated columns, arranging prestressed tendons in the prefabricated beams and the cast-in-situ connection sections in a penetrating manner, and performing prestress tensioning, wherein non-adhesive prestress tensioning is carried out in a region spaced from the prefabricated columns by a certain set distance, and adhesive prestress tensioning is carried out in other regions. A prestress tensioning mode of the non-adhesive prestress tensioning and the adhesive prestress tensioning is carried out in the cast-in-situ connection sections between the prefabricated beams and the prefabricated columns, the carrying-out of the adhesive prestress tensioning meets the structural strength of the assembling integral pre-stress framework structure is met, and stress concentration can be avoided by carrying out the non-adhesive prestress tensioning. Therefore, concrete cracking is prevented.
Description
Technical field
The present invention relates to a kind of engineering construction field, particularly relate to a kind of assembled integral pre-stressed concrete frame structure and construction method thereof.
Background technology
In the structure of ordinary reinforced concrete, because concrete ultimate tensile strength is low, under service load effect, in component, the strain of reinforcing bar greatly exceed concrete ultimate tensile strength.Reinforced steel bar strength in reinforced concrete member is not fully utilized.So ordinary reinforced concrete structure, high strength cast iron is adopted to be irrational.In order to make full use of high-strength material, make up the gap between concrete and rebar stretching strain, people apply to prestressing force in reinforced concrete structure and go.That is before outer load is applied on component, use in advance someway, on component, (mainly in tensile region) applies pressure, forms prestressed reinforced concrete structure.When component bears the pulling force produced by external load, first offset existing precompression in concrete, then increase with load, concrete in tension just can be made then to occur crack, be thus delayed the appearance of structure member crevices and carry out.
Prestressed stretch-draw adds pulling force in advance by arranging presstressed reinforcing steel exactly in component, make to be applied in prestressed stretch-draw component and bear tensile stress, and then make it produce certain deformation, deal with the load that steel work itself is suffered, comprise the load of roofing own wt, wind load, snow load, seismic loading etc.
Before structural element uses, by pre-tensioning system or post stretching in advance to the compressive stress that concrete members applies.Pre-tensioning system adopts first to apply pulling force, then concreting to reinforcing bar, treats that intensity reaches requirement and unclamps reinforcing bar, reinforcing bar is bounced back, offset with the pulling force of normal service load.Posttension rule is concreting reserving hole, adds the reinforcing bar by pulling force after shaping, is then anchored at component two with apparatus.
Presstressed reinforcing steel is made up of the steel wire of single or bunchy, steel strand or reinforcing bar usually.In pre-tensioning system is produced, in order to reliable with concrete binding, generally adopt indented bars, indented wire or steel strand.In post stretching is produced, then adopt plain steel-bar, bright steel wire or steel strand, and be divided into unbonded prestressing tendon and bonded prestressed tendon.The surface of posttension unbonded prestressing tendon scribbles pitch, grease or special lubricating and antirust material, by paper tape or plastic tape looping, or cover is with flexible plastic tube, make it to isolate with surrounding concrete, equally with plain bars directly lay concreting in a template, after waiting concrete to reach prescribed strength, carry out stretch-draw.Unbonded tendon is usually used in component that presstressed reinforcing steel is distributed or structure as large-span bidirectional flat board, two-way ribbed slab floor etc.Post-tensioning prestress with bond muscle refers to and is first placed in reserving hole channel, recovers the presstressed reinforcing steel bondd with surrounding concrete after anchoring to be tensioned by being in the milk.Bonding muscle is had to be usually used in presstressed reinforcing steel configuration more concentrated, the component that the stretching force tonnage often restrainted is larger or structure.
Assembled integral reinforced concrete structure is an important directions of building structure development, application prefabricated units replace cast-in-place concrete structure, directly install at the scene, and linked by construction cast-in-situ concrete section in the junction of prefabricated units, be conducive to the development of industrialization of construction industry, energy conservation of enhancing productivity and development Green environmental-protection building.Traditional assembled integral pre-stressed concrete frame structure adopts has bonding steel strand as presstressed reinforcing steel, to meet Structural strength calls.But, because bonded prestressed tendon is after Shi Hanzhang, be in high-pressure state, easily cause stress to be concentrated, thus cause the cast-in-situ concrete section between prefabricated units to occur crack, affect construction quality.Therefore, be necessary that proposing one can avoid reinforced concrete structure external crack, can meet again the prestressed stretch-draw system of assembled steel reinforced concrete structural strength.
Summary of the invention
Technical problem to be solved by this invention is to provide one and both met Structural strength calls, can not produce again assembled integral pre-stressed concrete frame structure and the construction method thereof of distress in concrete.
For realizing above-mentioned technique effect, the invention discloses a kind of construction method of assembled integral pre-stressed concrete frame structure, described construction method comprises the following steps:
Make precast beam and prefabricated post;
Install described precast beam and described prefabricated post, cast-in-place linkage section of constructing between described precast beam with described prefabricated post is to be connected described precast beam and described prefabricated post;
Presstressed reinforcing steel is worn in described precast beam and described cast-in-place linkage section;
Carry out prestressed stretch-draw, wherein, in the region apart from described prefabricated post one setpoint distance, implement prestressing without bondn stretch-draw, binding prestress stretch-draw is implemented to all the other regions.
Described construction method is further improved and is, described setpoint distance is 1 ~ 1.5 times of described prefabricated depth of beam.
Described construction method is further improved and is, to be constructed described cast-in-place linkage section by following steps:
The concrete-pouring template of described cast-in-place linkage section is installed between described precast beam and described prefabricated post;
The shaping described cast-in-place linkage section of concreting in described concrete-pouring template, described presstressed reinforcing steel is built in described cast-in-place linkage section.
The invention also discloses a kind of assembled integral pre-stressed concrete frame structure, described frame construction comprises precast beam, prefabricated post, and the cast-in-place linkage section be connected between described precast beam and described prefabricated post, described precast beam is corresponding with in described cast-in-place linkage section is equipped with presstressed reinforcing steel, in the region apart from described prefabricated post one setpoint distance, prestressing without bondn stretch-draw is carried out to described presstressed reinforcing steel, in all the other regions, bonded prestress stretch-draw is carried out to described presstressed reinforcing steel.
Described frame construction is further improved and is, described setpoint distance is 1 ~ 1.5 times of described prefabricated depth of beam.
The present invention is owing to have employed above technical scheme, make it have following beneficial effect: by implementing the prestressed stretch-draw mode that prestressing without bondn stretch-draw combines with bonded prestress stretch-draw in the cast-in-place linkage section between precast beam with prefabricated post, both ensure that the structural strength of cast-in-place linkage section, and prevent cast-in-place linkage section to occur the phenomenon in crack.Concrete, stress can be avoided to concentrate by implementing prestressing without bondn stretch-draw in the region of distance prefabricated post one setpoint distance, crack preventing; And by implementing the structural strength that binding prestress stretch-draw can meet assembled integral pre-stressed concrete frame structure to all the other regions, reach preferably implementation result.
Accompanying drawing explanation
Fig. 1 is the structural representation of assembled integral pre-stressed concrete frame structure of the present invention.
Fig. 2 is precast beam in assembled integral pre-stressed concrete frame structure of the present invention construction and the assembling construction figure of prefabricated post.
Fig. 3 is that the node of the Low-cycle Test of assembled integral pre-stressed concrete frame structure node prototype loads schematic diagram.
Fig. 4 is the node Protonation constant schematic diagram of the Low-cycle Test of assembled integral pre-stressed concrete frame structure node prototype.
Fig. 5 is the joint load capital displacement lagging curve of test specimen 1.
Fig. 6 is the joint load capital displacement lagging curve of test specimen 2.
Detailed description of the invention
Below in conjunction with accompanying drawing and detailed description of the invention, the present invention is further detailed explanation.
First consult shown in Fig. 1, a kind of assembled integral pre-stressed concrete frame structure 10 of the present invention is formed primarily of precast beam 11, prefabricated post 12, cast-in-place linkage section 13 and presstressed reinforcing steel 14, presstressed reinforcing steel 14 is arranged in precast beam 11 with in cast-in-place linkage section 13, in the region of distance prefabricated post one setpoint distance, prestressing without bondn stretch-draw is carried out to presstressed reinforcing steel 14, in all the other regions, bonded prestress stretch-draw is carried out to presstressed reinforcing steel 14.As better embodiment of the present invention, above-mentioned setpoint distance can adopt the height of 1 ~ 1.5 times of precast beam 11.Below for 1 times of precast beam 11 height H, illustrate, in the region a respectively apart from prefabricated post 12 both sides H, prestressing without bondn stretch-draw is carried out to presstressed reinforcing steel 14, and in all the other regions, bonded prestress stretch-draw is carried out to presstressed reinforcing steel 14, with reach preferably meet structural strength simultaneously and avoid stress to concentrate, the object of crack preventing.
The concrete construction method of above-mentioned assembled integral pre-stressed concrete frame structure 10 is as follows:
First, in the moulding prefabricated beam 11 of produce in factory and prefabricated post 12;
Then the precast beam 11 completed and prefabricated post 12 being transported to job site, to carry out lifting assembled, as shown in Figure 2, then to construct in precast beam 11 and the prefabricated post 12 of lifting installation the concrete-pouring template of cast-in-place linkage section 13, the shaping cast-in-place linkage section 13 of concreting in concrete-pouring template again, as shown in Figure 1, and when concreting in cast-in-place linkage section 13 direct casting prestressed muscle 14.
After finally having worn presstressed reinforcing steel 14 in precast beam 11 with cast-in-place linkage section 13, with apparatus, anchoring is carried out to the end of presstressed reinforcing steel 14, carried out prestressed stretch-draw.In the region a of 1 times of precast beam 11 height H in distance prefabricated post 12 both sides, implement prestressing without bondn stretch-draw, binding prestress stretch-draw is implemented to all the other regions, completes construction.
Shown in composition graphs 1, now with certain 14 layers of prestressed reinforced concrete construction for background, structure floor height 3.3m, height overall 46.2m, structural shape is frame shear wall structure, and seismic fortification intensity is 7 (0.1g), place is IV class, the seismic behavior of framework is three grades, and shear wall is secondary, and classes for cracking control is three grades.Prefabricated post 12 sectional dimension is 800x800mm, and precast beam 11 span is 10.5m, sectional dimension 350x650mm, and strength grade of concrete is C50, and plain bars adopts HRB400 reinforcing bar.
Construction method construction according to assembled integral pre-stressed concrete frame structure of the present invention obtains the two groups of test specimens in left and right: test specimen 1 and test specimen 2.Presstressed reinforcing steel 14 in left side test specimen 1 is carried out to part adhesive prestressed stretch-draw (the i.e. prestressed stretch-draw mode that combines with bonded prestress stretch-draw of prestressing without bondn stretch-draw of assembled integral pre-stressed concrete frame structure of the present invention, in the region of distance prefabricated post 1 times of precast beam 11 height, prestressing without bondn stretch-draw is carried out to presstressed reinforcing steel 14, in all the other regions, bonded prestress stretch-draw is carried out to presstressed reinforcing steel 14); And general full binding prestress stretch-draw (namely all adopting bonded prestress stretching mode) is carried out to the presstressed reinforcing steel 14 in right side test specimen 2.
Then, test specimen 1 and test specimen 2 are carried out respectively to the Low-cycle Test of assembled integral pre-stressed concrete frame structure node prototype, comparatively systematic research is carried out to its anti-seismic performance, its integral working of primary study, failure mechanism and failure mode, set up the resilience model of assembled integral pre-stressed concrete frame structure node and the computation model of node shear-carrying capacity and connection stiffness.Frame joint totally 8, joint form is cast-in-place or prefabricated, and node location is interior joint or mid-side node.
Main research parameter comprises: joint cores connecting structure, presstressed reinforcing steel adhesive form, prefabricated post 12 connecting structure.Wherein presstressed reinforcing steel adopts steel strand, and arranged off-centre, arranges non-prestressed plain bars bottom precast beam 11 top and precast beam 11.
Coordinate shown in Fig. 3 and Fig. 4, the loading of the Low-cycle Test of assembled integral pre-stressed concrete frame structure node prototype is undertaken by the loading method of load-displacement Hybrid mode.Control to load, according to capital sidesway nH/200 (n=1,2,3 after cracking according to load before test specimen cracking ..., post height H=3000mm) control to load, circulate 3 times under every grade of displacement.
Test obtains the joint load capital displacement lagging curve of test specimen 1 as shown in Figure 5, the joint load capital displacement lagging curve of test specimen 2 as shown in Figure 6, contrast known, adopt the hysteresis loop of the test specimen 1 of part adhesive prestressed stretch-draw mode of the present invention comparatively to adopt the full of the test specimen 2 of general full binding prestress stretching mode, show that the energy dissipation capacity of part adhesive prestressing force prefabricated integral frame interior joint is better than the energy dissipation capacity of full binding prestress prefabricated integral frame interior joint.Further, based on above-mentioned hysteresis loop, the displacement Ductility of two kinds of test specimens is as shown in following table table 1.
Table 1 is bonding and part adhesive interior joint displacement Ductility entirely
From data in table 1, the displacement Ductility of full bonding testing piece 2 is between 2.4 ~ 2.9, the displacement Ductility of part adhesive test specimen 1, between 2.6 ~ 3.8, shows that the ductility of part adhesive prestressing force prefabricated integral frame node is better than full binding prestress prefabricated integral frame node.
The prestressed stretch-draw mode that the present invention combines with bonded prestress stretch-draw by implementing prestressing without bondn stretch-draw in the cast-in-place linkage section 13 between precast beam 11 with prefabricated post 12, the structural strength of assembled integral pre-stressed concrete frame structure is met by implementing binding prestress stretch-draw, stress then can be avoided to concentrate by implementing prestressing without bondn stretch-draw, crack preventing.Both ensure that the structural strength of cast-in-place linkage section, and prevent cast-in-place linkage section to occur the phenomenon in crack.Compare general whole employing bonded prestress stretching modes, have good hysteresis ability and displacement Ductility, implementation result is remarkable.
Below embodiment is to invention has been detailed description by reference to the accompanying drawings, and those skilled in the art can make many variations example to the present invention according to the above description.Thus, some details in embodiment should not form limitation of the invention, the present invention by the scope that defines using appended claims as protection scope of the present invention.
Claims (5)
1. a construction method for assembled integral pre-stressed concrete frame structure, is characterized in that described construction method comprises the following steps:
Make precast beam and prefabricated post;
Install described precast beam and described prefabricated post, cast-in-place linkage section of constructing between described precast beam with described prefabricated post is to be connected described precast beam and described prefabricated post;
Presstressed reinforcing steel is worn in described precast beam and described cast-in-place linkage section;
Carry out prestressed stretch-draw, wherein, in the region apart from described prefabricated post one setpoint distance, implement prestressing without bondn stretch-draw, binding prestress stretch-draw is implemented to all the other regions.
2. construction method as claimed in claim 1, is characterized in that: described setpoint distance is 1 ~ 1.5 times of described prefabricated depth of beam.
3. construction method as claimed in claim 1, is characterized in that being constructed described cast-in-place linkage section by following steps:
The concrete-pouring template of described cast-in-place linkage section is installed between described precast beam and described prefabricated post;
The shaping described cast-in-place linkage section of concreting in described concrete-pouring template, described presstressed reinforcing steel is built in described cast-in-place linkage section.
4. an assembled integral pre-stressed concrete frame structure, it is characterized in that: described frame construction comprises precast beam, prefabricated post, and the cast-in-place linkage section be connected between described precast beam and described prefabricated post, described precast beam is corresponding with in described cast-in-place linkage section is equipped with presstressed reinforcing steel, in the region apart from described prefabricated post one setpoint distance, prestressing without bondn stretch-draw is carried out to described presstressed reinforcing steel, in all the other regions, bonded prestress stretch-draw is carried out to described presstressed reinforcing steel.
5. assembled integral pre-stressed concrete frame structure as claimed in claim 4, is characterized in that: described setpoint distance is 1 ~ 1.5 times of described prefabricated depth of beam.
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| CN106499053A (en) * | 2016-11-30 | 2017-03-15 | 东北林业大学 | A kind of assembled integral pre-stressed concrete frame structure connection member |
| CN109386054A (en) * | 2018-12-16 | 2019-02-26 | 北京工业大学 | The prefabricated assembled beam column T-section point of soap-free emulsion polymeization |
| CN115329257A (en) * | 2022-06-20 | 2022-11-11 | 南京交通职业技术学院 | Load-displacement relation estimation method for assembling integral bidirectional ribbed superposed floor system |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106499053A (en) * | 2016-11-30 | 2017-03-15 | 东北林业大学 | A kind of assembled integral pre-stressed concrete frame structure connection member |
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Inventor after: Ma Rongquan Inventor after: Xue Weichen Inventor after: Miao Dongmei Inventor after: Liao Xiandong Inventor after: Fan Xinhai Inventor after: Guo Zhixin Inventor before: Fan Xinhai Inventor before: Ma Rongquan Inventor before: Miao Dongmei Inventor before: Chen Silin Inventor before: Niu Hui |
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