CN103711229B - Steel concrete antiknock wall wall steel bar collocation method - Google Patents
Steel concrete antiknock wall wall steel bar collocation method Download PDFInfo
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Abstract
The present invention relates to a kind of steel concrete antiknock wall wall steel bar collocation method, mainly solve prior art explosion resistant structure front wall wall reinforcement mode unreasonable, there is the problem of potential safety hazard.The present invention is by adopting the reinforcing bar of the vertical equidistant placement in outside at bearing place space crossings, cross section stretches into basis or wall top, reinforcing bar from medial shaft to equidistant placement bearing place intersect after, the mode all stretching into basis or wall top realizes, and only arrange that the technical scheme that in roof panel, top reinforcement stretches into solves this problem preferably at upper end bearing place, can be used in the construction of steel concrete antiknock wall.
Description
Technical field
The present invention relates to a kind of steel concrete antiknock wall wall steel bar collocation method.
Background technology
In many engineering fields, particularly petrochemical industry, need to some have that operating personnel inside work, damage after bring the building of serious secondary disaster, carry out explosion resistant structure design.The blast occurred in petrochemical industry can be divided into four kinds of fundamental types: steam cloud blast, pressure vessel blast, condensation are exploded and dust explosion mutually.Explosion resistant structure mainly refers to that extraneous explosion produces shock wave to the effect of building, is essentially different with internal explosion.Document CN201512873U discloses a kind of Antiknock wall body by profiled sheet and Combined concrete.The mode of current explosion resistant structure opposing detonation, main employing steel concrete antiknock wall structures form.(namely front is in the face of shock wave direction by meeting quick-fried face wall for antiknock wall exterior wall, or claim front wall), both sides side wall, carry on the back the surrounding exterior walls such as quick-fried face wall and roof panel composition, these bodies of wall are substantially identical by detonation mode, and thus reinforcing bar configuration mode is basically identical.
Meet quick-fried in face of the design reinforcement of wall be important step in antiknock wall wall inclination.According to detonation mode and body of wall load bearing mechanism, usually get unit board bandwidth to body of wall, carry out elastic-plastic analysis calculating by one-way slabs, fulcrum is respectively upper end and roof panel connecting place and lower end and basic connecting place, and effective span H, is shown in Fig. 1.
According to explosion resistant structure front wall elastic-plastic analysis principle, under shock, body of wall should have corresponding deformability, fully to absorb and to consume impact energy.Therefore, from Characteristics of Reinforced Concrete Structures, need body of wall can under abundant deformation state, structure is unlikely to collapse, body of wall must be made to calculate under the pattern determined, wall body structure is at upper and lower two bearing A and B, and plastic hinge appears in span centre C (H/2 place), illustrates as shown in Figure 2.The order that plastic hinge occurs is: under Blast Loads, first one-way slabs moment of flexure is maximum there is plastic hinge at A and B bearing place, then moment of flexure shifts to span centre, maximal bending moment is at span centre C, there is plastic hinge again in C, require that, before the Performance of plastic hinge of C gives full play to, the shear failure of cross section can not appear in A and B place simultaneously.Work as A, B, C reach the maximum permission rotational deformation limit in steel concrete arrangement of reinforcement cross section, are exactly the antiknock ultimate bearing capacity of front wall.
Be not difficult to find, the formation of plastic hinge and order are the keys determining body of wall antiknock ability.And determine the key of these two factors, outside the Pass quantity of reinforcement has with calculating, then closely related with the form of reinforcement in cross section, the particularly form of reinforcement at A and B place, it is related to the appearance of plastic hinge sequentially must prior to C place.And in current engineering anti-explosion design, related specifications is not had to the sectional reinforcement mode at A and B place and makes concrete regulation.
To the sectional reinforcement at A and B place, mainly contain following two kinds of modes at present:
Mode one: at upper bracket A place (Fig. 3), in front wall body of wall, transverse reinforcement is equally spaced; Vertical reinforcement is equally spaced; Upper and lower two-layer additional bar in roof panel stretches into body of wall.At undersetting B place (Fig. 4), in front wall body of wall, transverse reinforcement is equally spaced; Vertical reinforcement is equally spaced; In body of wall, reinforcing bar does not stretch into basis; Cross wise reinforcement stretches in basis.Mode two: at upper bracket A place (Fig. 5), in front wall body of wall, transverse reinforcement is equally spaced; Vertical reinforcement is equally spaced and space crossings; In add-in card, reinforcing bar stretches into body of wall.At undersetting B place (Fig. 6), in front wall body of wall, transverse reinforcement is equally spaced; Vertical reinforcement is equally spaced, space crossings, and stretches in basis.Wherein, the vertical reinforcement space crossings mode that is equally spaced is shown in Fig. 7 within the walls.
Above-mentioned two kinds of reinforcement manners all existing defects, not quite identical with the principle of Antiknock wall body Elastoplastic Design.Mode 1, in B end bearing body of wall, reinforcing bar does not stretch into basis, be connected by means of only cross wise reinforcement, illustrate when explosive forces not yet acts on, on mechanical model it be one complete hinged, lose body of wall end support saddle in detonation process, the plastic hinge at this position rotates and the consumption of development formation to impact energy, causes moment of flexure to shift to span centre too early; A end bearing is stretched into by the upper and lower two-layer additional bar in roof panel, plastic hinge can be partly made to rotate and development, but the existence that muscle adds in lower floor makes the anti-pressure ability in concrete compression district strengthen, to a certain degree constrain the rotational deformation of plastic hinge, cross section not easily reaches desirable plastic hinge state, namely reinforcing bar is surrendered completely, and Brittleness of Concrete destroys.Deeply basic after vertical reinforcement space crossings in mode 2, B end bearing body of wall, the pattern that plastic hinge rotates development can be met, but still the defect that existence inner side vertical reinforcement makes the anti-pressure ability in concrete compression district strengthen; A end bearing not only has the Similar Problems in mode 1, further increase inner side vertical reinforcement, thus cross section not easily reach ideal plasticity hinge state defect more obvious.
In sum, from the reinforcement manner of existing explosion resistant structure front wall body of wall, there is the potential safety hazard that unreasonable arrangement of reinforcement brings to some extent.
Summary of the invention
Technical problem to be solved by this invention is that prior art explosion resistant structure front wall wall reinforcement mode is unreasonable, there is the problem of potential safety hazard, provides a kind of new steel concrete antiknock wall wall steel bar collocation method.The method can meet the requirement of design and the guarantee of safety.
For solving the problems of the technologies described above, the technical solution used in the present invention is as follows: a kind of steel concrete antiknock wall wall steel bar collocation method, and antiknock wall body of wall comprises reinforcing bar and concrete; Body of wall upper end and roof panel connecting place form upper bracket A, and body of wall lower end and basic connecting place form undersetting B; In body of wall, arrangement of reinforcement is at least way and double-layer, outside vertical reinforcement and transverse reinforcement namely, and outside is face, shock direction; Wall outer side vertical reinforcement adopts the layout that is equally spaced, and a part directly stretches to wall top at upper bracket A place, directly stretches to basis at undersetting B place; After another part space crossings, stretch to wall top in the position of vertical reinforcement to the inside of upper bracket A, stretch to basis in the position of vertical reinforcement to the inside of undersetting B; Inside body of wall, vertical reinforcement adopts the layout that is equally spaced, and after intersection, stretches to wall top in the position of vertical reinforcement laterally of upper bracket A, stretches to basis in the position of vertical reinforcement laterally of undersetting B; Transverse reinforcement is equally spaced within the walls; Upper bracket A place, arranges equidistant additional bar by upper strata in roof panel and stretches in body of wall; Wherein, described arrangement of reinforcement refers to the configuration of reinforcing bar.
In technique scheme, Vertical Reinforcement preferred version is 2 ~ 4 layers within the walls, and more preferably scheme is 2 layers.Horizontal arrangement of reinforcement preferred version is 2 ~ 4 layers within the walls, and more preferably scheme is 2 layers.Wall outer side vertical reinforcement adopts the layout that is equally spaced, and interval preferable range is 150 ~ 350mm, and more preferably scope is 200 ~ 300mm.Inside body of wall, vertical reinforcement adopts the layout that is equally spaced, and interval preferable range is 150 ~ 350mm, and more preferably scope is 200 ~ 300mm.Transverse reinforcement is equally spaced within the walls, and interval preferable range is 150 ~ 400mm, and more preferably scope is 200 ~ 300mm.20 ~ 40 times of outside vertical reinforcement stretches into the degree of depth on basis and wall top in body of wall to be preferable range be bar diameter, more preferably scope is 25 ~ 35 times of bar diameter.
The present invention is by the reinforcement manner process to body of wall upper end and roof panel connecting place and lower end and basic connecting place, adopt the reinforcing bar of the vertical equidistant placement in outside at bearing place space crossings, cross section stretches into basis or wall top, reinforcing bar from medial shaft to equidistant placement bearing place intersect after, the mode all stretching into basis or wall top realizes, and only arrange that in roof panel, top reinforcement stretches at upper end bearing place, thus the ideal achieving upper and lower two end bearing steel concrete plastic hinges plays a role.The formation and development of upper and lower two end bearing plastic hinges is keys of antiknock wall design, owing to taking not anchor into basis to vertical reinforcement inside bearing place steel concrete, carry out bending to intersect, thus decrease the vertical reinforcement of reinforced concrete section pressure zone, the rotational deformation ability in bearing cross section is improved, guarantee formation and the performance of bearing plastic hinge, achieve good technique effect.
Accompanying drawing explanation
Fig. 1 is antiknock wall external wall structure schematic diagram.
Fig. 2 is deformation of wall schematic diagram.
Fig. 3 is the sectional reinforcement mode at mode one upper bracket A place.
Fig. 4 is the sectional reinforcement mode at mode one undersetting B place.
Fig. 5 is the sectional reinforcement mode at mode two upper bracket A place.
Fig. 6 is the sectional reinforcement mode at mode two undersetting B place.
Fig. 7 be mode two within the walls vertical reinforcement to be equally spaced space crossings schematic diagram.
Fig. 8 is the sectional reinforcement mode at upper bracket A place of the present invention.
Fig. 9 is the sectional reinforcement mode at undersetting B place of the present invention.
Figure 10 be the present invention within the walls vertical reinforcement to be equally spaced space crossings schematic diagram.
In Fig. 1 ~ 10, based on 1,2 is explosion wave direction, and 3 is front wall body of wall, 4 is roof panel, and 5 is unit wide plate band, and 6 is vertical reinforcement within the walls, and 7 is transverse reinforcement within the walls, 8 is reinforcing bar in add-in card, and 9 is structural beams, and 10 is cross wise reinforcement, 11 is top reinforcement in add-in card, and H is effective span, and A is upper bracket, B is undersetting, and C is span centre portion, and D is outside, E is inner side, and a, b and c are the distance within the walls between vertical reinforcement, a=b=c.
Below by embodiment, the present invention is further elaborated.
Detailed description of the invention
[embodiment 1]
Adopt the reinforcement manner shown in Fig. 8 ~ 10, wall outer side vertical reinforcement adopts the layout that is equally spaced, and a part directly stretches to wall top at upper bracket A place, directly stretches to basis at undersetting B place; After another part space crossings, stretch to wall top in the position of vertical reinforcement to the inside of upper bracket A, stretch to basis in the position of vertical reinforcement to the inside of undersetting B; Inside body of wall, vertical reinforcement adopts the layout that is equally spaced, and after intersection, stretches to wall top in the position of vertical reinforcement laterally of upper bracket A, stretches to basis in the position of vertical reinforcement laterally of undersetting B; Transverse reinforcement is equally spaced within the walls; Upper bracket A place, arranges equidistant additional bar by upper strata in roof panel and stretches in body of wall.
Wherein, Vertical Reinforcement is 2 layers within the walls, and horizontal arrangement of reinforcement is 2 layers within the walls.Wall outer side vertical reinforcement adopts the layout that is equally spaced, and is spaced apart 200mm.Inside body of wall, vertical reinforcement adopts the layout that is equally spaced, and is spaced apart 200mm.Transverse reinforcement is equally spaced within the walls, is spaced apart 250mm.In body of wall, outside vertical reinforcement stretches into the degree of depth on basis and wall top is 640mm.
Adopt the inventive method, the high-pressure shocking wave effect that can meet superpressure 69KPa, time delay 20ms of antiknock wall body of wall, and superpressure 21KPa, time delay 100ms low pressure shock wave.
[comparative example 1]
Adopt the reinforcement manner shown in Fig. 3, Fig. 4, at upper bracket A place, in front wall body of wall, transverse reinforcement is equally spaced, and is spaced apart 250mm; Vertical reinforcement is equally spaced, and is spaced apart 200mm; Upper and lower two-layer additional bar in roof panel stretches into body of wall.At undersetting B place, in front wall body of wall, transverse reinforcement is equally spaced, and is spaced apart 250mm; Vertical reinforcement is equally spaced, and is spaced apart 200mm; In body of wall, reinforcing bar does not stretch into basis; Cross wise reinforcement stretches in basis.
Antiknock wall body of wall can not meet the high-pressure shocking wave effect of superpressure 69KPa, time delay 20ms, and superpressure 21KPa, time delay 100ms low pressure shock wave, bearing place rotational deformation is at load action i.e. limit value at the beginning, and cross-sectional shear breaks ring simultaneously.
[comparative example 2]
Adopt the reinforcement manner shown in Fig. 5 ~ 7, at upper bracket A place, in front wall body of wall, transverse reinforcement is equally spaced, and is spaced apart 250mm; Vertical reinforcement is equally spaced, and is spaced apart 200mm, and space crossings; In add-in card, reinforcing bar stretches into body of wall.At undersetting B place, in front wall body of wall, transverse reinforcement is equally spaced, and is spaced apart 250mm; Vertical reinforcement is equally spaced, and is spaced apart 200mm, space crossings, and stretches in basis.
Antiknock wall body of wall can meet the high-pressure shocking wave effect of superpressure 69KPa, time delay 20ms, and superpressure 21KPa, time delay 100ms low pressure shock wave.But bearing place corner displacement is less than normal, illustrate that plastic hinge plays insufficient, energy consumption effect is undesirable.
Claims (10)
1. a steel concrete antiknock wall wall steel bar collocation method, antiknock wall body of wall comprises reinforcing bar and concrete; Body of wall upper end and roof panel connecting place form upper bracket A, and body of wall lower end and basic connecting place form undersetting B; In body of wall, arrangement of reinforcement is at least way and double-layer, outside vertical reinforcement and transverse reinforcement namely, and outside is face, shock direction; Wall outer side vertical reinforcement adopts the layout that is equally spaced, and a part directly stretches to wall top at upper bracket A place, directly stretches to basis at undersetting B place; After another part space crossings, stretch to wall top in the position of vertical reinforcement to the inside of upper bracket A, stretch to basis in the position of vertical reinforcement to the inside of undersetting B; Inside body of wall, vertical reinforcement adopts the layout that is equally spaced, and after intersection, stretches to wall top in the position of vertical reinforcement laterally of upper bracket A, stretches to basis in the position of vertical reinforcement laterally of undersetting B; Transverse reinforcement is equally spaced within the walls; Upper bracket A place, arranges equidistant additional bar by upper strata in roof panel and stretches in body of wall; Wherein, described arrangement of reinforcement refers to the configuration of reinforcing bar.
2. steel concrete antiknock wall wall steel bar collocation method according to claim 1, it is characterized in that vertical reinforcement is 2 ~ 4 layers within the walls, transverse reinforcement is 2 ~ 4 layers within the walls.
3. steel concrete antiknock wall wall steel bar collocation method according to claim 2, it is characterized in that vertical reinforcement is 2 layers within the walls, transverse reinforcement is 2 layers within the walls.
4. steel concrete antiknock wall wall steel bar collocation method according to claim 1, is characterized in that wall outer side vertical reinforcement adopts the layout that is equally spaced, is spaced apart 150 ~ 350mm.
5. steel concrete antiknock wall wall steel bar collocation method according to claim 4, is characterized in that wall outer side vertical reinforcement adopts the layout that is equally spaced, is spaced apart 200 ~ 300mm.
6. steel concrete antiknock wall wall steel bar collocation method according to claim 1, is characterized in that inside body of wall, vertical reinforcement adopts the layout that is equally spaced, and is spaced apart 150 ~ 350mm.
7. steel concrete antiknock wall wall steel bar collocation method according to claim 6, is characterized in that inside body of wall, vertical reinforcement adopts the layout that is equally spaced, and is spaced apart 200 ~ 300mm.
8. steel concrete antiknock wall wall steel bar collocation method according to claim 1, is characterized in that transverse reinforcement is equally spaced within the walls, is spaced apart 150 ~ 400mm.
9. steel concrete antiknock wall wall steel bar collocation method according to claim 8, is characterized in that transverse reinforcement is equally spaced within the walls, is spaced apart 200 ~ 300mm.
10. steel concrete antiknock wall wall steel bar collocation method according to claim 1, is characterized in that the degree of depth that outside vertical reinforcement in body of wall stretches into basis and wall top is 20 ~ 40 times of bar diameter.
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| CN106631111A (en) * | 2016-12-29 | 2017-05-10 | 太原钢铁(集团)有限公司 | Aerated concrete slab and manufacturing method thereof |
| CN113089878A (en) * | 2021-04-20 | 2021-07-09 | 北京海淀中京工程设计软件技术有限公司 | Method and device for adjusting wall structure in petrochemical engineering control room |
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| CN201865218U (en) * | 2010-10-22 | 2011-06-15 | 李宝龄 | Anti-explosion fireproof light wall |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| US20100144226A1 (en) * | 2005-05-27 | 2010-06-10 | Guenthner Andrew J | Thermally-Activated Heat Resistant insulating Apparatus |
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| CN1570303A (en) * | 2004-05-09 | 2005-01-26 | 张洪波 | Integrated reinforced concrete wall construction assembled from two or more layers of reinforced concrete walls |
| CN1800531A (en) * | 2006-01-17 | 2006-07-12 | 张晶廷 | Joint construction method of prefabricated composite bearing wall structure |
| CN200949273Y (en) * | 2006-07-17 | 2007-09-19 | 杭州强立机械有限公司 | X-type damp composite armored wall of blast-resistant chamber |
| CN101451381A (en) * | 2008-12-19 | 2009-06-10 | 北京工业大学 | Recycled concrete shear wall with cross reinforcement conversion layer |
| CN201512873U (en) * | 2009-09-15 | 2010-06-23 | 中国石油化工集团公司 | Antiknock wall body combined by profiled steel sheet and concrete |
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