CN103643626A - Method for controlling temperature stress cracks of curved ultrahigh bridge pier body - Google Patents
Method for controlling temperature stress cracks of curved ultrahigh bridge pier body Download PDFInfo
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- CN103643626A CN103643626A CN201310693618.6A CN201310693618A CN103643626A CN 103643626 A CN103643626 A CN 103643626A CN 201310693618 A CN201310693618 A CN 201310693618A CN 103643626 A CN103643626 A CN 103643626A
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Abstract
The invention discloses a method for controlling temperature stress cracks of a curved ultrahigh bridge pier body. The method comprises the steps as follows: setting the curved ultrahigh bridge pier body to be built as a column-plate type hollow structure; mainly selecting low-hydration-heat Portland slag cement as a concrete material for pouring the pier body; and then performing the construction operation with the following method: firstly, performing concrete pouring on the pier body with a layered pouring method, setting up a pouring formwork, meanwhile, controlling the molding temperature of the layered pouring concrete, embedding a temperature measuring component and a radiating pipe, acquiring surface temperature information and central temperature information of the bridge pier body concrete by the temperature measuring component, and when the difference value between the surface temperature and the inner central temperature of the pier body concrete reaches a set value, controlling the difference value between the surface temperature and the inner central temperature within an ideal range by using a cooling treatment method of radiating of the radiating pipe. The method is simple in control measure and convenient to operate, the construction quantity and the construction cost can be reduced, and the temperature stress cracks can be prevented.
Description
Technical field
The present invention relates to a kind of control method of bridge construction thing thermal stress cracks, relate in particular to the control method of a kind of superrelation on curve type (being for example highly greater than 100 meters) bridge pier pier shaft thermal stress cracks.
Background technology
Bridge pier curve pier shaft side is after being subject to the sun and being exposed to the sun, and temperature can be apparently higher than other positions, and temperature gradient is nonlinear Distribution; The natural phenomenas such as experience suddenly rains cats and dogs, cold air invasion and attack, sunset can cause bridge pier pier shaft concrete structure hull-skin temperature to decline suddenly, but slower because of concrete internal temperature variation, also can further cause the generation of temperature gradient.In addition,, in building pier shaft during Concrete, cement can be emitted amount of heat in hydration process, cause pier shaft concrete internal temperature significantly to raise, because concrete heat conductivility is poor, pier shaft external temperature does not but significantly raise, and then can produce temperature gradient yet.Temperature gradient makes pier shaft concrete structure high temperature side material be subject to the constraint of low temperature side material, thereby occur bending and deformation, causes external crack.
For highly most bridge below 50m, bridge pier is linear, and mostly to be straight line linear, and the small volume of pier shaft section concreting, the temperature difference inside and outside the concrete causing because of the natural conditions such as sunshine and hydration heat of concrete is also relatively little, even if there is the thermal stresses of bringing because of nonlinear temperature difference in such bridge pier, but because the shorter rotational stiffness that makes of bridge pier pier shaft is larger, thereby it is also less to produce diastrophic degree, therefore generally can not produce obvious thermal stress cracks, or within thermal stress cracks can be controlled at the safe range of normal use.In such Bridge Pier Construction process, in pier shaft section, without taking, control the measure of thermal stresses or only need take some easy measures.
Yet, in crossing over the bridge construction of large deep valley, sometimes need to build 100 meters of above curve high piers, such bridge pier is because pier shaft is longer, and be curve, its rotational stiffness is less, in addition, the volume of concrete that such bridge pier is built is larger, during hydrated cementitious, can emit a large amount of heats, therefore can not ignore the crack that the variations in temperature that causes because of factors such as natural cause, hydrated cementitious is brought, especially for shaped form bridge pier, thereby crack may make the design of bridge pier, linear changing affects the Strength and stability of whole bridge.For this reason, we need to be to a kind of economic, practical, safe thermal stress cracks control technology of such bridge pier research and development.
Summary of the invention
The technical problem to be solved in the present invention is to overcome the deficiencies in the prior art, provide a kind of control measure simple, easy to operate, can effectively reduce concreting volume, reduce construction volume and construction cost, prevent that thermal stress cracks from the control method of the thermal stress cracks in superrelation on curve type bridge pier application life occurring, extending.
For solving the problems of the technologies described above, the technical scheme that the present invention proposes is the control method of a kind of superrelation on curve type bridge pier (being specially adapted to parabolic type bridge pier 1.6 times) pier shaft thermal stress cracks, comprises following operation:
(1) pier shaft structure arranges: by planning to build the super-high bridge pier pier shaft of making, be arranged to post plate type hollow structure;
(2) pier shaft is built material selection: the concrete material of building pier shaft selects the portland slag cement of low hydration heat (for example PC42.5 cement) as main component, with the heat that reduces to discharge in cement hydration process;
(3) pier construction technology controlling and process: the middle pier shaft structure arranging of the step (1) of take is basis, and the pier shaft in optional step (2) is built material, then carry out in the following manner constructing operation: first, pier shaft concreting is adopted to placement layer by layer mode (every layer thickness is preferably less than 30cm), thereby pier shaft concreting in lifts can effectively reduce the release of the heat of hydration, control the thermal stress cracks that the heat of hydration brings, build pier shaft concrete-pouring template, the molding temperature of the concreting of control hierarchy simultaneously (preferably control and be no more than 28 ℃), in the concrete casting process of pier shaft, bury temperature element and radiating tube underground, in the concrete placement layer by layer process of pier shaft, by temperature element, gather the concrete surface temperature information of bridge pier pier shaft and central temperature information, when the concrete surface temperature of pier shaft and inside center temperature gap reach setting value (setting preferably 25 ℃ of reference values), take to strengthen maintenance and/or utilize the cooling processing mode of radiating tube heat radiation to control described surface temperature and inside center temperature gap in ideal range.
The technical scheme of the invention described above is mainly to carry out temperature control processing from curve pier shaft structure, curve pier shaft concreting material, three aspects of curve pier construction technique, thereby controls such curve pier shaft because the caused thermal cracking of variations in temperature is within the normal safe range of using of bridge pier.In curve pier shaft configuration aspects, adopt open-core type structure, in pier shaft direction across bridge side and vertical bridge, to side, be all symmetrical arranged gravity vent simultaneously, keep good ventilation effect.Aspect concreting, select the cement that the heat of hydration is lower, thereby and can preferably add flyash, high efficiency water reducing agent, polypropylene fibre and control the intensification of concreting and reach the object that reduces thermal stress cracks.Aspect construction technology, by controlling concrete molding temperature, bury radiating tube underground, the many kinds of measures such as temperature element monitor temperature being set.Above-mentioned treatment measures can effectively be controlled such bridge pier because of the appearance of thermal cracking that variations in temperature causes and carry out, reduce because thermal cracking is to the linear impact bringing of pier shaft, thereby reach, guarantee the stable of bridge pier and top girder construction, can be in the extensive use of similar superrelation on curve type bridge pier pier shaft thermal stress cracks controlling party face.
The control method of above-mentioned superrelation on curve type bridge pier pier shaft thermal stress cracks, preferably, described pier shaft is mainly comprised of four variable cross-section columns, and four variable cross-section columns are arranged at rectangle four jiaos, and adjacent two variable cross-section columns are interconnected to form rectangular thin-wall structure by armored concrete slab.
The control method of above-mentioned superrelation on curve type bridge pier pier shaft thermal stress cracks, preferred, in the direction across bridge of described armored concrete slab and the vertical bridge symmetry that makes progress, be laid with a plurality of gravity vents, a plurality of gravity vents are along being substantially equidistant layout in pier shaft short transverse.By gravity vent is set, cross-ventilation be can strengthen better, thereby the pier shaft sunny slope that brings because of natural causes such as sunshines and the temperature gradient of opaco reduced.
The control method of above-mentioned superrelation on curve type bridge pier pier shaft thermal stress cracks, preferably, the reinforcement placement of the curved section of pier shaft column and straightway junction (needing the strict linear section of controlling) is done to local reinforcement to be processed, comprise: on the basis of the arrangement of reinforcement result drawing according to design, reduce longitudinal reinforcement spacing to 0.5～0.7 times of straightway, in stressed spiral stirrup outside, set up minor diameter (preferably 10mm～15mm) steel mesh reinforcement simultaneously.By the section longitudinal reinforcement of pier stud curved section and straightway junction is done the encryption process, the cracking resistance that minor diameter steel mesh reinforcement can effectively improve pier shaft column concrete surface is set up in stressed stirrup outside.
The control method of above-mentioned superrelation on curve type bridge pier pier shaft thermal stress cracks, preferred, described in build in the concrete material of pier shaft and be also mixed with flyash (addition is not more than 30%), high efficiency water reducing agent and polypropylene fibre.The loss bringing to concrete strength and the slump by mixing minimizing that flyash and high efficiency water reducing agent eliminate cement consumption, can effectively improve the cracking resistance of concrete when affected by temperature gradient by admixture polypropylene fibre in concreting.
The control method of above-mentioned superrelation on curve type bridge pier pier shaft thermal stress cracks, preferably, while burying radiating tube underground, the quantity of radiating tube successively decreases to dwindle concrete internal and external temperature gradient from the relatively large pier shaft hypomere of bridge pier pier shaft volume of concrete to the relatively little pier shaft epimere of volume of concrete, reduce thermal stresses, thereby reduce the probability that causes thermal cracking because of natural causes such as the heat of hydration and sunshines.
Compared with prior art, the invention has the advantages that: the present invention builds material and the carrying out property control simultaneously of three aspects of pier construction technique from bridge pier body structure, pier shaft, can not only effectively control superrelation on curve type bridge pier due to generation and the extension of the thermal stress cracks of the natural causes such as sunshine and hydration heat of concrete generation, and control measure of the present invention are easy to implement and carry out, safety is good; In addition, control measure step of the present invention is simple, easy to operate, can effectively reduce the volume of concrete of building, and reduces construction volume and construction cost, significant for stability and the prolongation in application life of superrelation on curve type bridge pier.
Accompanying drawing explanation
Fig. 1 be in the specific embodiment of the invention pier shaft structure and gravity vent at the layout schematic diagram of direction across bridge.
Fig. 2 be in the specific embodiment of the invention pier shaft structure and gravity vent vertical bridge to layout schematic diagram.
Fig. 3 is pier shaft column partial reinforcement schematic diagram in the specific embodiment of the invention (for clearly showing reinforcement structure, having omitted the hatching on column).
Fig. 4 is the layout schematic diagram of pier shaft epimere radiating tube in the specific embodiment of the invention.
Fig. 5 is the layout schematic diagram of pier shaft hypomere radiating tube in the specific embodiment of the invention.
Fig. 6 is that in the specific embodiment of the invention, pier shaft temperature element is arranged schematic diagram.
Marginal data:
1, variable cross-section column; 2, armored concrete slab; 3, column straightway; 4, column curved section; 5, binder; 6, gravity vent; 7, bonding surface; 8, longitudinal reinforcement; 9, spiral stirrup; 10, minor diameter steel mesh reinforcement; 11, radiating tube; 12, temperature element.
The specific embodiment
Below in conjunction with Figure of description, the invention will be further described with concrete preferred embodiment, but protection domain not thereby limiting the invention.
Embodiment:
A control method for superrelation on curve type bridge pier pier shaft thermal stress cracks of the present invention, comprises following operation:
(1) pier shaft structure arranges: by planning to build superrelation on curve type (105m) the bridge pier pier shaft of making, be arranged to post plate type hollow structure as depicted in figs. 1 and 2; This pier shaft is mainly comprised of four variable cross-section columns 1, and four variable cross-section columns 1 are arranged at rectangle four jiaos, and adjacent two variable cross-section columns 1 are interconnected to form rectangular thin-wall structure by armored concrete slab 2.In the direction across bridge of armored concrete slab 2 and the vertical bridge symmetry that makes progress, be laid with a plurality of gravity vents 6, a plurality of gravity vents 6 are along being substantially equidistant layout (spacing in the present embodiment is about 5m) in pier shaft short transverse.Gravity vent 6 is substantially all arranged between solid section of the binder 5 of pier shaft and pier top, adjacent up and down between two binders 5 and at the bottom of binder 5 and pier between solid section.Except 6 apertures of the gravity vent between solid section at the bottom of binder 5 and pier, get 1250cm, 1000cm is got in all the other apertures.By gravity vent 6 is set, cross-ventilation be can strengthen better, thereby the pier shaft sunny slope that brings because of natural causes such as sunshines and the temperature gradient of opaco reduced.As shown in Figure 3, the outward flange reinforcement placement of pier shaft column is done to local reinforcement to be processed, comprise: the longitudinal reinforcement 8 in variable cross-section column 1 has been done to encryption at column curved section 4 with bonding surface 7 places (section that the strict control of needs is linear) of column straightway 3, on the basis of the arrangement of reinforcement result drawing according to design, reduce the spacing (its spacing is taken as 0.6 times of left and right of straightway) of longitudinal reinforcement 8, simultaneously in stressed spiral stirrup 9 outsides, to set up placement diameter is 12cm, be spaced apart the minor diameter steel mesh reinforcement 10 of 15cm * 15cm.
(2) pier shaft is built material selection: the concrete material of building pier shaft selects the PC42.5 cement of low hydration heat as main component, with the heat that reduces to discharge in cement hydration process; Meanwhile, well-designed optimization concrete mix, in the situation that guaranteeing that concrete has works fine, reduce as much as possible concrete unit cement consumption, and the appropriate flyash of admixture, but volume can not be greater than 30%, the appropriate high efficiency water reducing agent of admixture, needs to add 0.9kg/m in addition simultaneously
3polypropylene fibre.
(3) pier construction technology controlling and process: take the pier shaft structure that arranges in step (1) for basic, and the pier shaft in optional step (2) builds material, then carry out in the following manner constructing operation:
(3.1) first, pier shaft concreting is adopted to placement layer by layer mode, during placement layer by layer, need the strict concrete speed of perfusion of controlling, the concrete of once-cast can not be too high, blocked up, every layer thickness is less than 30cm, thereby placement layer by layer can effectively reduce the release of the heat of hydration, controls the thermal stress cracks that the heat of hydration brings.
(3.2) build pier shaft concrete-pouring template, the molding temperature of the concreting of control hierarchy simultaneously, during construction during hot season, the highest pouring temperature of concrete must not be over 28 ℃, hot weather construction will be arranged in as far as possible to be carried out the night that temperature is lower, coarse aggregate will be used cold water flush, with cold water, mixes and stirs, and molding temperature is controlled in 28 ℃.Can postpone the appearance of heat of hydration peak value like this.
(3.3), as shown in Fig. 4～Fig. 6, in the concrete casting process of pier shaft, bury temperature element 12 and radiating tube 11 underground.As shown in Figure 6, temperature element 12 is arranged in the heat radiation mouth of pipe and radiating tube 11 middle parts, and the installation site of testing element 12 joints should guarantee accurately, and fixation, and adiabatic with structure reinforcing bars and other metallic objects; In the concrete placement layer by layer process of pier shaft, by temperature element 12, gather the concrete surface temperature information of bridge pier pier shaft and central temperature information, also to measure atmospheric temperature simultaneously, and make a record, temperature ascent stage, measures a temperature every 2h; The temperature decline stage, every 4h measures a temperature; When the concrete surface temperature of pier shaft and inside center temperature gap meet or exceed 25 ℃, take in time watering, cover the measure of accumulation of heat falling-rising temperature.As shown in Figure 4 and Figure 5 for pier shaft radiating tube is arranged schematic diagram, the quantity of radiating tube successively decreases to dwindle concrete internal and external temperature gradient from the relatively large pier shaft hypomere of bridge pier pier shaft volume of concrete to the relatively little pier shaft epimere of volume of concrete, wherein every 10m, a radiating tube is set and arranges cross section, 4 * 4 radiating tubes 11 are arranged in each cross section of pier shaft hypomere, 2 * 4 radiating tubes 11 of each cross section cloth of pier shaft epimere, radiating tube 11 connects variable cross-section column 1 and armored concrete slab 2.
Claims (7)
1. a control method for superrelation on curve type bridge pier pier shaft thermal stress cracks, comprises following operation:
(1) pier shaft structure arranges: by planning to build the superrelation on curve type bridge pier pier shaft of making, be arranged to post plate type hollow structure;
(2) pier shaft is built material selection: the concrete material of building pier shaft selects the portland slag cement of low hydration heat as main component;
(3) pier construction technology controlling and process: the middle pier shaft structure arranging of the step (1) of take is basis, and the pier shaft in optional step (2) is built material, then carry out in the following manner constructing operation: first, pier shaft concreting is adopted to placement layer by layer mode, build pier shaft concrete-pouring template, the molding temperature of the concreting of control hierarchy simultaneously, in the concrete casting process of pier shaft, bury temperature element and radiating tube underground, in the concrete placement layer by layer process of pier shaft, by temperature element, gather the concrete surface temperature information of bridge pier pier shaft and central temperature information, when the concrete surface temperature of pier shaft and inside center temperature gap reach setting value, utilize the cooling processing mode of radiating tube heat radiation to control described surface temperature and inside center temperature gap in ideal range.
2. the control method of superrelation on curve type bridge pier pier shaft thermal stress cracks according to claim 1, it is characterized in that: described pier shaft is mainly comprised of four variable cross-section columns, four variable cross-section columns are arranged at rectangle four jiaos, and adjacent two variable cross-section columns are interconnected to form rectangular thin-wall structure by armored concrete slab.
3. the control method of superrelation on curve type bridge pier pier shaft thermal stress cracks according to claim 2, it is characterized in that: in the direction across bridge of described armored concrete slab and the vertical bridge symmetry that makes progress, be laid with a plurality of gravity vents, a plurality of gravity vents are along being substantially equidistant layout in pier shaft short transverse.
4. the control method of superrelation on curve type bridge pier pier shaft thermal stress cracks according to claim 3, is characterized in that: described gravity vent is arranged between solid section of the binder of pier shaft and pier top, adjacent up and down between two binders and at the bottom of binder and pier between solid section; The aperture of the gravity vent at the bottom of binder and pier between solid section is greater than the aperture of the gravity vent of other positions.
5. the control method of superrelation on curve type bridge pier pier shaft thermal stress cracks according to claim 4, it is characterized in that: the curved section of pier shaft column and straightway junction are done to the local processing of strengthening, comprise: on the basis of the arrangement of reinforcement result drawing according to design, reduce longitudinal reinforcement spacing to 0.5～0.7 times of straightway, in stressed spiral stirrup outside, set up the steel mesh reinforcement that diameter is 10mm～15mm simultaneously.
6. according to the control method of the superrelation on curve type bridge pier pier shaft thermal stress cracks described in any one in claim 1～5, it is characterized in that: described in build in the concrete material of pier shaft and be also mixed with flyash, high efficiency water reducing agent and polypropylene fibre, flyash addition is not more than 30%.
7. according to the control method of the superrelation on curve type bridge pier pier shaft thermal stress cracks described in any one in claim 1～5, it is characterized in that: while burying radiating tube underground, the quantity of radiating tube successively decreases to dwindle concrete internal and external temperature gradient from the relatively large pier shaft hypomere of bridge pier pier shaft volume of concrete to the relatively little pier shaft epimere of volume of concrete.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104195937A (en) * | 2014-08-21 | 2014-12-10 | 四川金锋建设有限公司 | Cracking-preventing bridge structure |
| CN104233950A (en) * | 2014-10-14 | 2014-12-24 | 建华建材（安徽）有限公司 | Prefabricated pier and producing method thereof |
| CN104818667A (en) * | 2015-03-27 | 2015-08-05 | 重庆交通大学 | Solar radiation prevention structure used for protecting concrete structure body on existing bridge |
| CN106592417A (en) * | 2016-10-28 | 2017-04-26 | 上海市政工程设计研究总院（集团）有限公司 | Variable section upright and construction method thereof |
| CN106989618A (en) * | 2017-04-26 | 2017-07-28 | 贵州理工学院 | Cooling system inside large volume goaf filling body |
| CN110184936A (en) * | 2019-06-10 | 2019-08-30 | 中南大学 | Large span curve rigid frame bridge deformation control method and system based on monitoring temperature |
| CN111979923A (en) * | 2020-09-02 | 2020-11-24 | 卢枫 | Pier shaft bulky concrete control by temperature change construction equipment |
| CN113047157A (en) * | 2021-03-24 | 2021-06-29 | 中铁十六局集团有限公司 | Pier construction process |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104195937A (en) * | 2014-08-21 | 2014-12-10 | 四川金锋建设有限公司 | Cracking-preventing bridge structure |
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| CN104233950A (en) * | 2014-10-14 | 2014-12-24 | 建华建材（安徽）有限公司 | Prefabricated pier and producing method thereof |
| CN104233950B (en) * | 2014-10-14 | 2017-03-15 | 建华建材（安徽）有限公司 | A kind of precast pier and its production method |
| CN104818667A (en) * | 2015-03-27 | 2015-08-05 | 重庆交通大学 | Solar radiation prevention structure used for protecting concrete structure body on existing bridge |
| CN106592417A (en) * | 2016-10-28 | 2017-04-26 | 上海市政工程设计研究总院（集团）有限公司 | Variable section upright and construction method thereof |
| CN106989618A (en) * | 2017-04-26 | 2017-07-28 | 贵州理工学院 | Cooling system inside large volume goaf filling body |
| CN110184936A (en) * | 2019-06-10 | 2019-08-30 | 中南大学 | Large span curve rigid frame bridge deformation control method and system based on monitoring temperature |
| CN111979923A (en) * | 2020-09-02 | 2020-11-24 | 卢枫 | Pier shaft bulky concrete control by temperature change construction equipment |
| CN113047157A (en) * | 2021-03-24 | 2021-06-29 | 中铁十六局集团有限公司 | Pier construction process |
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