CN101608476A - Method for controlling crack of super-long wall body - Google Patents
Method for controlling crack of super-long wall body Download PDFInfo
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- CN101608476A CN101608476A CNA2009101005764A CN200910100576A CN101608476A CN 101608476 A CN101608476 A CN 101608476A CN A2009101005764 A CNA2009101005764 A CN A2009101005764A CN 200910100576 A CN200910100576 A CN 200910100576A CN 101608476 A CN101608476 A CN 101608476A
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Abstract
The present invention relates to a kind of method for controlling crack of super-long wall body, it is characterized in that: super-long wall body is vertically cut apart with steel sheet along the long kernel concrete of wall, perpendicular to the axial location of separating steel plate steel plate for sealing water is being set then, the separation steel plate is divided into two steel plate for sealing water and is vertical mutually; Described separation steel plate and steel plate for sealing water and are fixed with the steel mesh reinforcement drawknot between the steel mesh reinforcement of body of wall two sides.Compared with prior art, the control method construction sequence in super-long wall body provided by the present invention crack is simple and clear, help the body of wall shrinkage stress reduce and presstressed reinforcing steel cooperates and can effectively bring into play the Crack Control effect; Can be applicable on any wall body structure that needs the control crack, especially be fit to be applied to the construction of framed side wallboard, overlength large pool, treatment tank sidewall and the retaining wall of underground garage body of wall, ground and underground sloot.
Description
Technical field
The present invention relates to the construction field of building field super-long wall body, refer in particular to the method that a kind of super-long wall body that is caused by prestressing force is controlled the crack.
Background technology
The mechanism of action that overlength steel bar concrete body of wall and overlength reinforced concrete frame structure produce the crack has roughly the same part, but have different characteristics, water the concrete wall of smashing and in solidification process, will produce bigger shrinkage strain, but the shrinkage strain of body of wall concrete can be subjected to the restriction of the rigidity wall base simultaneously, this restrained force will increase with the development of concrete shrinkage strain, and this restrained force is the distribution shearing between the body of wall and the wall base.
Axis of symmetry that does not produce distortion of same existence during the wall element distortion.The body of wall bottom is because the effect displacement of restrained force is very little; Body of wall top, as no top structural constraint, only by the mutual restriction between each layer body of wall, displacement is bigger.Because body of wall lateral deformation top is big, the bottom reduces gradually, and the bottom does not produce distortion, so the shearing stress distribution upper strata of the horizontal section of each layer body of wall is little, lower floor is big, the bottom is maximum.And the distribution of each vertical cross-section tensile stress of body of wall increases and increases apart from the distance of end, tensile stress bottom on its vertical cross-section is big, gradually reduce to body of wall top, when the tensile stress on the vertical cross-section in the body of wall reaches ultimate tensile stress, just will produce vertical crack, the whole middle section of body of wall all will be in tension state, and vertical crack will successively occur extending connecting in succession.
Body of wall is interior except that the shrinkage strain that produces concrete, also will produce the temperature deformation in season with changes of seasons, if be in worst construction in season hot summer, the temperature deformation in season during then to winter is consistent with the concrete shrinkage strain, the effect of two kinds of distortion generations will superpose, and wall body slit also can further develop.
The method of control wall body slit mainly contains at present:
1, manages to reduce the shrinkage strain value of concrete
The most frequently used method is to water when smashing concrete, the micro-expanding agent of admixture cement consumption 12～14% in concrete, so that concrete produces microdilatancy in process of setting, in order to the part early-age shrinkage distortion of compensation concrete, the effect of its compensation roughly can reduce the shrinkage strain of concrete about 30%.But after it is also noted that the admixture expansion agent, must guarantee the wet curing that concrete is early stage, otherwise will be invalid.The problem of this method is to keep the wet-cured environment of vertical body of wall that certain degree of difficulty is arranged, and particularly is in when the hot summer, constructed season, need take the special measure of special water seasoning, expends the more man power and material of being.This method practice result for many years is unsatisfactory, usually when removing wall form, finds that the body of wall concrete promptly ftractures some cracking even also comparatively serious.
2, super-long wall body is laid some " ater-castings " along wall long the branch
Notice that wall construction is different with the construction of steel bar framework structure, the gap ratio frame construction of its " ater-casting " is little more than one times, and by " construction inspection rules " requirement, the spacing that is provided with of " ater-casting " requires below 30m.Setting up " ater-casting " purpose also is to finish a part of early-age shrinkage distortion earlier in order to build " ater-casting " preceding body of wall that makes at body of wall.Reserving " ater-casting " needs reservation after 2～3 months usually, body of wall is sealed again.But for the construction of super-long wall body, be difficult to accomplish, will increase working procedure, incur loss through delay the construction period by the condition of above requirement.
3, apply prestressed method
For super-long wall body, all in body of wall, increase for these years and joined many presstressed reinforcing steels (unbonded tendon), but practical engineering application but shows: body of wall still ftractures, the effectiveness in crack is not controlled in performance, this be because: 1. the body of wall shrinkage strain since the shrinkage stress that produced by rigidity wall base inhibition deformation of wall begin from the end progressively to increase along the increase of body of wall length, drawing crack then, this section is also little; Be the vertical fractue spacing of body of wall district in the development length further.And for super-long wall body, same reason is when applying prestressing force and make the body of wall compressive deformation to body of wall, deformation of wall will be subjected to the inhibition of the rigidity wall base equally, though end prestressing force reaches maximum value, concrete prestressing force is also with very fast decay, and decays gradually and disappear along wall is long; In the shrinkage stress maximum region, in fact concrete prestressing force disappears.
Consequently set up bigger prestressing force at the little section of shrinkage stress, and the body of wall central section of convergent force maximum, the prestressing force that can provide is very little, so that disappear.This shows that in view of the different characteristics that deformation of wall is restricted by the wall base, it is conspicuous that prestressing technique is difficult to bring into play its effective function in fact according to current job practices.
Summary of the invention
Technical problem to be solved by this invention is that the present situation at prior art provides a kind of by set up the method for controlling crack of super-long wall body that presstressed reinforcing steel can reduce or avoid the super-long wall body crack in body of wall.
The technical scheme that the present invention solves the problems of the technologies described above is: this method for controlling crack of super-long wall body, it is characterized in that: super-long wall body is vertically cut apart with steel sheet along the long kernel concrete of wall, perpendicular to the axial location of separating steel plate steel plate for sealing water is being set then, the separation steel plate is divided into two steel plate for sealing water and is vertical mutually; Described separation steel plate and steel plate for sealing water and are fixed with the steel mesh reinforcement drawknot between the steel mesh reinforcement of body of wall two sides.
Is super-long wall body that the concrete between the steel mesh reinforcement is vertically cut apart inside and outside the body of wall along the long kernel concrete of wall, dividing method is a lot, for still making body of wall energy continuous casting pound concrete, can use steel sheet to separate, preferably, can select for use thickness be 1～3 millimeters thick steel sheet cut apart, purpose is in order to reduce the length that concrete wall shrinks the unit greatly.Preferably, each shrinks roughly desirable 2 posts in unit apart from length, and thus, each gross shrinkage of shrinking the unit can reduce greatly, then the rigidity wall base in bottom will obviously reduce the restrained force (shearing) of body of wall concrete distortion, and the concrete tensile stress that is caused by horizontal shear obviously reduces.
Behind the steel sheet partition, when concrete produces shrinkage strain, must produce fine perps (this fine seam is owing to the inhibition of body of wall two side steel mesh reinforcements, and surface of wall not necessarily can appear) in steel sheet two sides, this microscopic checks can make its closure by the prestressed effect of the normal direction that applies on the body of wall subsequently.
For preventing to water the generation of smashing early-age shrinkage crack behind the concrete, can adopt secondary to apply prestressing force.When concrete reaches 40～60% intensity, just begin the stretch-draw control of stretch-draw 50%, when concrete reached design strength, prestressing force two times tensioning again arrived predetermined control stress for prestressing.Because presstressed reinforcing steel is straight line stretch-draw, can adopt unbonded prestressing tendon easily.
Consider and separate the steel sheet position that the possibility of localized seepage is arranged under the side direction effect of water pressure, therefore need steel plate for sealing water be set perpendicular to the axis of separating steel plate, preferably, can select thickness for use is the thick steel plate for sealing water of 1～3mm; Separate steel plate steel plate for sealing water is divided into two, both vertically are cross mutually, separate steel plate two sides and are welded on the steel plate for sealing water, and this separation steel plate and steel plate for sealing water are erected between the body of wall two side steel mesh reinforcements by the precalculated position, and fix with the steel mesh reinforcement drawknot.The construction of unbonded tendon for convenience, when steel plate and steel plate for sealing water separated in the making cross, the spacing that can press the unbonded tendon design on the separation steel plate was reserved the perforation of unbonded tendon, and unbonded tendon passes this perforation and is set up on the separation steel plate; Preferably, desirable 45～55 meters of the length of unbonded tendon subsection tension, and should divide the two-stage stretch-draw anchor.Shrink the unit so that only hold three bodies of wall in each stretch-draw section.
Compared with prior art, the control method mechanism of action in super-long wall body provided by the present invention crack is clear and definite, and construction sequence is simple and clear, the body of wall shrinkage stress is obviously reduced and presstressed reinforcing steel cooperates and can effectively bring into play the Crack Control effect; The design of orthogonal separation steel plate and steel plate for sealing water is easy to make and be provided with, and required expense is little, has avoided the setting of wall length direction a large amount of " ater-casting ", has simplified working procedure, has accelerated construction speed; And can no longer consider admixture micro-expanding agent in concrete, reduce cost of manufacture.The method that the present invention controls the super-long wall body crack is effective, economic, practical.Can be applicable on any super-long wall body structure that needs the control crack, especially be fit to be applied to the construction of framed side wallboard, overlength large pool, treatment tank sidewall and the retaining wall of underground garage body of wall, ground and underground sloot.
Description of drawings
Fig. 1 is underground two-layer garage of overlength and a sloot structural configuration schematic diagram in the embodiment of the invention;
Fig. 2 be among Fig. 1 in the overlength basement wall plane structure of framed side wallboard arrange and organigram;
Fig. 3 is the sectional view along A-A line among Fig. 2;
Fig. 4 is the sectional view along B-B line among Fig. 3;
Fig. 5 is the partial enlarged drawing of C part among Fig. 3.
The specific embodiment
Embodiment describes in further detail the present invention below in conjunction with accompanying drawing.
As shown in Figure 1, method of the present invention is applied in the 2 phase engineerings of certain business district.This project is for descending the two-layer garage structure in large area, about 70,000 m of building area
2, the long 256.8m of basement, wide 132.8～165m is the two dimension prestressing frame construction, and its perimeter walls is about more than 260 meter with the framed side wallboard 1 that passes through the sloot of the wide 42m in garage, upper strata, is super-long wall body, and its demand of anti-crack is higher.
As shown in Figure 1, sloot 2 depth of water 3m, river course framed side wallboard 1 high 3.1m, thick 300mm adopts the C30 concrete, and the interior vertically both sides of body of wall respectively increase has joined 1 φ
s15.24@300 unbonded prestressing tendon.In order to reduce the shrinkage stress in the body of wall, (b * h=400mm * 1100mm) evenly disposes 12 unbonded tendons 5 in the joist that the wallboard bottom is provided with.The base plate in this river course is bottom garage top cover, and the garage cap structure is the non-adhesion prestressed concrete structure, the thick 300mm of base plate.
Press method for controlling crack of super-long wall body, along long per two posts distance (2 * 8.24=16.4m of wall, the post net is that 8.2m * 8.2m) has buried cross underground and separates steel plate and steel plate for sealing water in body of wall, extremely shown in Figure 5 as Fig. 2, can be divided into each long contraction unit of 16.4m to the body of wall concrete thus, thickness is that the separation steel plate 3 of 2mm is arranged on the two ends that each shrinks the unit, framed side wallboard 1 is vertically cut apart along the long kernel concrete of wall, and separate steel plate 3 and be provided with unbonded tendon perforation (not shown), unbonded tendon 5 passes the unbonded tendon perforation and is erected on the separation steel plate 3; Perpendicular to the axial location of separating steel plate 3 steel plate for sealing water 4 that thickness is 3mm is being set, is separating that steel plate 3 is divided into two steel plate for sealing water 4 and both are vertical mutually, separating steel plate 3 and steel plate for sealing water 4 between framed side wallboard, and fix with the steel mesh reinforcement drawknot.
Because the shrinkage strain of concrete and the total deformation that season, temperature deformation caused reduce to some extent, increase in the body of wall and have joined 2 φ
s15.24@300 unbonded prestressing tendon, this presstressed reinforcing steel both can have been offset a part of concrete shrinkage strain, also can suppress to separate the microscopic checks that steel plate part may exist.Show by ANSYS calculating,, be 3 * 16.4=48.6m if it is long to get 3 concretes contraction unit by each unbonded tendon subsection tension length (being prestressed stretch-draw length).Have 2 in each stretch-draw length section and vertically cut apart steel plate, then the slit at this position can obtain closure under the prestressing force effect, and the maximum collapse stress that produces in the contraction unit, middle part is reduced to 4.78N/mm
2, the compressive pre-stress of corresponding concrete is 2.18N/mm
2, the actual shrinkage stress that produces is 2.18N/mm
2≈ f
Tk, hence one can see that, and this framed side wallboard is not split or fine fisssure.
Claims (5)
1, method for controlling crack of super-long wall body is characterized in that: super-long wall body is vertically cut apart with steel sheet along the long kernel concrete of wall, perpendicular to the axial location of separating steel plate steel plate for sealing water is being set then, the separation steel plate is divided into two steel plate for sealing water and is vertical mutually; Described separation steel plate and steel plate for sealing water and are fixed with the steel mesh reinforcement drawknot between the steel mesh reinforcement of body of wall two sides.
2, method for controlling crack of super-long wall body according to claim 1 is characterized in that: described separation steel plate is arranged on each two ends of shrinking the unit, and described contraction unit is that two posts are apart from length.
3, method for controlling crack of super-long wall body according to claim 1 is characterized in that: the thickness of described separation steel plate is 1～3 millimeter, and the thickness of described steel plate for sealing water is 1～3 millimeter.
4, according to claim 1,2 or 3 described method for controlling crack of super-long wall body, it is characterized in that: described separation steel plate is provided with the unbonded tendon perforation, and promptly unbonded tendon is set up in and separates on the steel plate.
5, method for controlling crack of super-long wall body according to claim 4 is characterized in that: the length of described unbonded tendon subsection tension is 45～55 meters, and should divide the two-stage stretch-draw anchor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN2009101005764A CN101608476B (en) | 2009-07-07 | 2009-07-07 | Method for controlling crack of super-long wall body |
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| CN2009101005764A CN101608476B (en) | 2009-07-07 | 2009-07-07 | Method for controlling crack of super-long wall body |
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| CN101608476A true CN101608476A (en) | 2009-12-23 |
| CN101608476B CN101608476B (en) | 2011-01-26 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102168407A (en) * | 2011-03-23 | 2011-08-31 | 中交三航局第三工程有限公司 | Method for preventing and controlling cracks of long and big-segment bracket cantilever box girder structure |
| CN102808513A (en) * | 2012-07-05 | 2012-12-05 | 江苏武进建筑安装工程有限公司 | Crack controlling construction method for lightweight wall |
| CN104018701A (en) * | 2014-05-23 | 2014-09-03 | 浙江勤业建工集团有限公司 | Method for controlling super-long reinforced concrete pool wall structure crack |
| CN104074285A (en) * | 2014-06-30 | 2014-10-01 | 浙江省二建建设集团有限公司 | ultra-long concrete wall body structure and method for controlling structural cracks by constructing wall body |
| CN105863203A (en) * | 2016-05-25 | 2016-08-17 | 上海绿地建设(集团)有限公司 | Butterfly-shaped wall connecting element for external wall old brick and inner wall connection |
| CN106703224A (en) * | 2017-01-05 | 2017-05-24 | 浙江大学建筑设计研究院有限公司 | Overlength concrete wall crack control design method based on hidden-type crack induction inserts |
| CN110835967A (en) * | 2019-11-20 | 2020-02-25 | 北京建工四建工程建设有限公司 | Method for controlling combined shear wall cracks by adopting prestress |
-
2009
- 2009-07-07 CN CN2009101005764A patent/CN101608476B/en not_active Expired - Fee Related
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102168407A (en) * | 2011-03-23 | 2011-08-31 | 中交三航局第三工程有限公司 | Method for preventing and controlling cracks of long and big-segment bracket cantilever box girder structure |
| CN102168407B (en) * | 2011-03-23 | 2012-06-13 | 中交三航局第三工程有限公司 | Method for preventing and controlling cracks of long and big-segment bracket cantilever box girder structure |
| CN102808513A (en) * | 2012-07-05 | 2012-12-05 | 江苏武进建筑安装工程有限公司 | Crack controlling construction method for lightweight wall |
| CN102808513B (en) * | 2012-07-05 | 2013-03-27 | 江苏武进建筑安装工程有限公司 | Crack controlling construction method for lightweight wall |
| CN104018701A (en) * | 2014-05-23 | 2014-09-03 | 浙江勤业建工集团有限公司 | Method for controlling super-long reinforced concrete pool wall structure crack |
| CN104074285A (en) * | 2014-06-30 | 2014-10-01 | 浙江省二建建设集团有限公司 | ultra-long concrete wall body structure and method for controlling structural cracks by constructing wall body |
| CN105863203A (en) * | 2016-05-25 | 2016-08-17 | 上海绿地建设(集团)有限公司 | Butterfly-shaped wall connecting element for external wall old brick and inner wall connection |
| CN106703224A (en) * | 2017-01-05 | 2017-05-24 | 浙江大学建筑设计研究院有限公司 | Overlength concrete wall crack control design method based on hidden-type crack induction inserts |
| CN106703224B (en) * | 2017-01-05 | 2022-05-24 | 浙江大学建筑设计研究院有限公司 | Crack control design method for overlong concrete wall by adopting hidden crack induction inserting plate |
| CN110835967A (en) * | 2019-11-20 | 2020-02-25 | 北京建工四建工程建设有限公司 | Method for controlling combined shear wall cracks by adopting prestress |
| CN110835967B (en) * | 2019-11-20 | 2021-06-15 | 北京建工四建工程建设有限公司 | Method for controlling combined shear wall cracks by adopting prestress |
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Granted publication date: 20110126 Termination date: 20190707 |