CN105714968A - Concrete floor optimized design method capable of relieving earthquake damages on strong beams and weak columns - Google Patents
Concrete floor optimized design method capable of relieving earthquake damages on strong beams and weak columns Download PDFInfo
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- CN105714968A CN105714968A CN201610101925.4A CN201610101925A CN105714968A CN 105714968 A CN105714968 A CN 105714968A CN 201610101925 A CN201610101925 A CN 201610101925A CN 105714968 A CN105714968 A CN 105714968A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2103/00—Material constitution of slabs, sheets or the like
- E04B2103/02—Material constitution of slabs, sheets or the like of ceramics, concrete or other stone-like material
Abstract
The invention discloses a concrete floor optimized design method capable of relieving earthquake damages on strong beams and weak columns. The concrete floor optimized design method mainly comprises the following steps: calculating a floor thickness according to a conventional design method; calculating the location of a framework beam inflection point; determining a thin plate area range, thicknesses of plates within the thin plate area and a haunch plate area range; calculating concrete use difference within the thin plate area range, and distributing concrete towards the haunch plate area range to form a variable-section floor; and carrying out variable-section floor reinforcement design and thin plate area reinforcement design, thereby completing the concrete floor optimized design capable of relieving earthquake damages on strong beams and weak columns. According to the design method, the section height and the reinforcement quantity of adjacent floors in a framework beam hogging moment zone are reduced, hogging moment stress level when floor reinforcing steel bars participate in a framework beam is reduced, earthquake damages, caused by floor reinforcing effect, on the strong beams and weak columns are effectively relieved or almost avoided, and the anti-seismic design demand of the strong beams and weak columns are met.
Description
Technical field
The present invention relates to a kind of concrete floor Optimization Design alleviating the weak post earthquake of brutal, belong to building structure technology field.
Background technology
Frame structure is just to tie the bearing structural system that form is formed by connecting by Vierendeel girder, frame column.For ensureing the quake-resistant safety of frame structure, vertical member is avoided to destroy prior to horizontal member, the internal force of Vierendeel girder, frame column need to be allocated into Row sum-equal matrix during structural design, follow the design principle of strong column and weak beam, strong shear capacity and weak bending capacity, the weak rod member of strong node, the implication of strong column and weak beam is ensure under geological process that the destruction of frame structure primarily occur ins beam-ends, namely first plastic hinge is formed in beam end, beam-ends destroys prior to styletable, gives concrete hypogene geologic action coefficient to this China " seismic design provision in building code ".Due to the tradition cast-in-situ floor booster action to Vierendeel girder, the vertical muscle of floor participates in Vierendeel girder hogging moment stress, often relatively design load is big many to make Vierendeel girder hogging moment bearing capacity, frame structure mainly occurs destroying but not end of frame girder in column end, namely the weak post earthquake of brutal, this framework earthquake investigation after all previous big shake is confirmed.
In order to increase interior space height, under the premise of not change structure floor height, generally adopt the method increasing slab thickness and be not provided with secondary beam.For the frame structure being not provided with secondary beam, slab thickness is bigger, floor longitudinal reinforcement is bigger, the degree participating in Vierendeel girder hogging moment bearing capacity is bigger, it is also easier to occur that the weak post of brutal destroys situation under geological process, therefore, how to ensure to realize the design concept of strong column and weak beam, at utmost alleviate the weak post earthquake of brutal, be engineers and technicians' problem demanding prompt solutions.
For the concrete slab reinforcement problem to Vierendeel girder, there is the method that the interface that document proposes to have a common boundary with Vierendeel girder in floor corner arranges gap, although the plate reinforcement problem to beam can be solved, but whether feasible in practice exist query, essentially consist in whether by arranging seam by completely separable to concrete slab and Vierendeel girder, earthquake isolating equipment is still set and separates the two, all inevitably there is gap, increase the weight of to produce floor problem of Cracking, affect people and normally use.For normal concrete floor, the housing quality problem and the complaint dispute that cause due to its cracking are much.In order to avoid the minimum steel ratio of concrete slab is had strict regulation by the current specifications such as floor ftractures, Code for design of concrete structures, and along with specification updates, minimum steel ratio is improving in various degree, it is shown that the attention to concrete floor problem of Cracking.
Therefore, need the technical problem that those skilled in the art urgently solve exactly: how can propose a kind of concrete floor method for designing, ensure that end of frame girder is initially formed plastic hinge, alleviate or avoid the weak post earthquake of brutal under geological process, can guarantee that again floorslab in series simultaneously, alleviate or avoid the floor cracking caused because arranging gap or earthquake isolating equipment, being convenient for people to use.
Summary of the invention
The technical problem to be solved is: under the premise substantially not changing concrete amount, from design angle, tradition uiform section flat plates formula concrete floor is made innovation, ensure that end of frame girder is initially formed plastic hinge, alleviate or avoid the weak post earthquake of brutal under geological process, can guarantee that again the seriality of floor simultaneously, alleviate or avoid the floor cracking caused because arranging gap or earthquake isolating equipment.
The present invention proposes a kind of concrete floor Optimization Design alleviating the weak post earthquake of brutal, comprises the following steps:
Step 1, according to parameters such as floor span, the strength of materials, load situation, method for designing primarily determines that slab thickness h routinely0；
Step 2, according to parameters such as end of frame girder hogging moment reduction coefficient, spans, calculates the inflection point position x of a direction Vierendeel girder1、x2, calculate the inflection point position y of another direction Vierendeel girder1、y2；
Step 3, sets a roof beam in place inflection point position according to adjacent frame, it is determined that the scope in thin plate district 3, and thin plate district 3 is positioned at floor corner location, calculates the thickness h in thin plate district 3 by one-way slabs or two-way slab1, and meet the Code for design of concrete structures minimum thickness requirement for cast-in-place concrete one-way slabs or two-way slab；
Step 4, it is determined that Ye Ban district 1 is to the development length in plate, and Ye Ban district 1 is extended to adjacent frame by bearing and sets a roof beam in place inflection point position；
Step 5, the thin plate district scope determined according to step 3 and thickness h1, calculate thin plate district concrete amount；According to the slab thickness h that step 1 is determined0And thin plate district scope, calculate concrete amount difference w under two kinds of parameters；
Step 6, calculates α=x1/y1To bearing, this concrete amount difference w is added axillary region 1 distribute, short across the Vierendeel girder Ye Ban district concrete sendout Ye Ban district concrete sendout ratio that is connected with long span Vierendeel girder that is connected be α, this region floor depth of section is higher at support position, reduce floor depth of section to flat board district 2 by domatic or stairstepping, form variable cross-section floor；
Step 7, adopts the internal force at each position of variable cross-section floor that program of finite element calculates Ye Ban district 1, flat board district 2 forms, carries out the check of floor cross section and Reinforcement Design according to internal force result of calculation；
Step 8, the thickness h according to thin plate district 31, planar dimension x1、y1And the parameter such as load, concrete strength, calculate thin plate district 3 arrangement of reinforcement, the border that described thin plate district 3 and Ye Ban district 1 have a common boundary considers by consolidation border, and the border that described thin plate district 3 and Vierendeel girder have a common boundary considers by hinged border, and meets the Code for design of concrete structures detailing requiments to plate arrangement of reinforcement.
Step 9, the domatic region of bottom surface, Ye Ban district 1 or stairstepping region increase joins distributing bar, completes concrete floor optimization design.
Described step 2 center inflection point computing formula of setting a roof beam in place is: x1=0.211 β l, x2=(1-0.211 β) l, β are end of frame girder hogging moment reduction coefficient, and l is Vierendeel girder span.
The design concept of the present invention is: the Bending moment distribution rule according to Vierendeel girder self, determine the thinning scope of floor and span centre floor haunch length, namely in the hogging moment area of beam support position, connected floor cross section is reduced, this region floor depth of section and arrangement of reinforcement are only determined by the load in own range and boundary condition, are not involved in the integrated carrying of floor；Simultaneously, floor cross section corresponding for span centre beam pressurized zone is increased, the floor area of augmenting portion takes vertical load underbeam positive moment of span central point length along beam axis, improve this position bearing capacity of floor slab, make up the bearing capacity of floor slab weakening that four corners of floor do not stress caused, and the antidetonation of beam is affected only small by the connected floor in Vierendeel girder span centre region, do not affect the Seismic Design Requirements of strong column and weak beam.
Compared with prior art, the concrete floor Optimization Design alleviating brutal weak post earthquake that the present invention proposes has bigger novelty, its novelty and having the beneficial effects that: compared with tradition uiform section thick-plate-type floor, the method for designing of the present invention can be substantially reduced depth of section and the quantity of reinforcement of Vierendeel girder hogging moment area adjacent floor deck, decrease floor bar and participate in Vierendeel girder hogging moment stress degree, control plastic hinge to occur at beam-ends, thus effectively alleviating or substantially avoided the weak post Earthquake damages of brutal caused because of floor booster action, realize the Seismic Design Requirements of strong column and weak beam；Compared with the method that floor corner arranges gap, the method for designing of the present invention is by arranging thin plate district and thin plate district border supporting condition alleviates the concrete slab booster action to Vierendeel girder, do not change the seriality of concrete slab, thus avoiding the cracking of floor, it is ensured that the normal use of structure.
Accompanying drawing explanation
Fig. 1 is the concrete floor Optimization Design flow chart alleviating the weak post earthquake of brutal of the present invention；
Fig. 2 is the concrete floor Optimization Design embodiment one alleviating the weak post earthquake of brutal of the present invention；
Fig. 3 is embodiment one section I-I schematic diagram；
Fig. 4 is embodiment one section II-II schematic diagram.
1-Ye Ban district, 2-flat board district, 3-thin plate district；X1、x2-X is to Vierendeel girder inflection point to beam left end shaft linear distance；Y1、y2-Y-direction Vierendeel girder inflection point is to beam lower end axial line distance.
Detailed description of the invention
The invention provides a kind of concrete floor Optimization Design alleviating the weak post earthquake of brutal, illustrate that the present invention will be further described with detailed description of the invention below by accompanying drawing.
With reference to Fig. 1～Fig. 4, it is shown that the concrete floor of the present invention and method for designing specific embodiment thereof.
Frame structure colum network size 8.5 × 7.2m, X are to 8.5m, Y-direction 7.2m, cross-section of frame column 800 × 800mm, Vierendeel girder cross section 400 × 800mm, floor span 8100 × 6800mm, live load standard value 2.0kN/m2, additional dead load standard value 2.0kN/m2, concrete strength C30, vertical muscle HRB335, vertical tendon protective layer thickness 15mm, Vierendeel girder bearing arrangement of reinforcement 8φ25。
Step 1, according to parameters such as floor span, the strength of materials, load situation, method for designing primarily determines that slab thickness h routinely0.Floor minimum span 6800mm, by 1/35th plate across determining floor depth of section round numbers, takes h0Being 190～200mm, this example is pressed 190mm and is considered, calculates floor arrangement of reinforcement and obtains bearing place steel bar stressSpacing 200, bottom of slab at midspan steel bar stress is two-wayφ16 spacing 200.
Step 2, according to parameters such as end of frame girder hogging moment reduction coefficient, spans, calculates the inflection point position x of a direction Vierendeel girder1、x2, calculate the inflection point position y of another direction Vierendeel girder1、y2.Vierendeel girder span is pressed axis span and is considered, end hogging moment reduction coefficient takes 1.0, X to Vierendeel girder inflection point positional distance left axis 1. respectively x1=1794mm, x2=6706mm, Y-direction Vierendeel girder inflection point positional distance axisRespectively y1=1520mm, y2=5680mm, is shown in Fig. 2.If beam end hogging moment reduction coefficient takes the numerical value less than 1.0, the position of inflection point need to be adjusted accordingly.
Step 3, sets a roof beam in place inflection point position according to adjacent frame, it is determined that the scope in thin plate district 3, thin plate district, from frame column limit, is x along Vierendeel girder to span centre direction development length1、y1Size, namely thin plate district is of a size of 1520 × 1794mm, and four thin plate districts lay respectively at four corners of floor, and size is identical.The thickness h in thin plate district is calculated by one-way slabs or two-way slab1And meet the Code for design of concrete structures minimum thickness requirement for cast-in-place concrete one-way slabs or two-way slab, thin plate district short span 1520mm, grow to span 1794mm, two-way slab stress, by 1/35th plate across determining that floor depth of section round numbers are h1=50mm, existing Code for design of concrete structures is for the minimum thickness of two-way slab requires to be 80mm, then thin plate district thickness of slab takes h1=80mm.
Step 4, determine that Ye Ban district 1 is to the development length in plate, Ye Ban district 1 is extended to adjacent frame by bearing and sets a roof beam in place inflection point position, Ye Ban district, left side is extended to from left axis 1594mm by Vierendeel girder limit to floor span centre, Ye Ban district, right side is extended to from right side axis 1594mm by Vierendeel girder limit to floor span centre, the Ye Ban district of top is extended to from top axis 1320mm to floor span centre by Vierendeel girder limit, and following Ye Ban district is extended to from following axis 1320mm to floor span centre by Vierendeel girder limit.
Step 5, the thin plate district scope determined according to step 3 and thickness h1, calculating thin plate district concrete amount is 0.168m3, according to the slab thickness h that step 1 is determined0And thin plate district scope, calculate each thin plate district concrete amount difference under two kinds of parameters and be w=0.23m3, add up to 0.92m3。
Step 6, calculates α=x1/y1=1.18, this concrete amount difference w is distributed to four bearing haunch districts, be connected Ye Ban district concrete sendout of long span Vierendeel girder is 1.18 with short across the Vierendeel girder Ye Ban district concrete sendout ratio that is connected, and the distributed concrete in Ye Ban district that calculating obtains being connected with Vierendeel girder 1-2-A, 1-2-B is 0.249m3, Ye Ban district transits to flat board district by domatic, and Ze Yeban district end cross-sectional height gain is that 76mm, Ye Ban district end cross-sectional total height rounds as h2=260mm；The distributed concrete in Ye Ban district being connected with Vierendeel girder 1-A-B, 2-A-B is 0.211m3, Ye Ban district end cross-sectional height gain is that 63mm, Ye Ban district end cross-sectional total height rounds as h2=250mm, forms variable cross-section floor, and floor section is shown in Fig. 3, Fig. 4.
Step 7, adopts the internal force at each position of variable cross-section floor that program of finite element SAP2000 calculates Ye Ban district 1, flat board district 2 forms, and carries out the check of floor cross section and Reinforcement Design according to internal force result of calculation, and calculating obtains holder top longitudinal reinforcement and isφ16 spacing 150, at the bottom of plate, span centre bottom longitudinal reinforcement isφ16 spacing 200；
Step 8, the thickness h according to thin plate district 31, planar dimension x1、y1And the parameter such as load, concrete strength, calculate thin plate district 3 arrangement of reinforcement, the border that described thin plate district 3 and Ye Ban district 1 have a common boundary considers by consolidation border, and the border that described thin plate district 3 and Vierendeel girder have a common boundary considers by hinged border, and this border arrangement of reinforcement meets the constructional reinforcement requirement of Code for design of concrete structures.It is computed, consolidation limit, thin plate district quantity of reinforcement 170mm2/ m, actual arrangement of reinforcement takes φ 8 spacing 200, and thin plate district hinge side should configure φ 8 spacing 200 by existing Code for design of concrete structures.
Step 9, the domatic region of bottom surface, Ye Ban district 1 increases joins distributing bar, according to existing Code for design of concrete structures, distributing bar takes two-way φ 6 spacing 250, it is arranged in Ye Ban district lower surface, so far, completes concrete floor optimization design, being formed and have the variable cross-section concrete floor alleviating the weak post earthquake function of brutal, design flow diagram is shown in Fig. 1.The sequencing of above-mentioned steps can suitably adjust.
The booster action of Vierendeel girder is contrasted as follows by the floor slab design method of conventional floors method for designing and the present invention: for conventional floors method for designing, floor arrangement of reinforcement is bearing place steel bar stressφ16 spacing 200, consider the vertical muscle booster action to Vierendeel girder hogging moment of floor by 4 times of plate thickness, then the floor upper longitudinal bar within the scope of the 760mm of Vierendeel girder both sides participates in Vierendeel girder hogging moment effect, former Vierendeel girder holder top arrangement of reinforcement 8φ25, it is considered to the actual reinforcing bar of floor booster action is configured to 8φ25+6φ16, the relatively former framework arrangement of reinforcement of quantity of reinforcement adds 30.7%, substantially increases the bend-carrying capacity of Vierendeel girder, it is easy to cause the formation weak post earthquake of brutal under geological process.Floor slab design method for the present invention, thin plate district arrangement of reinforcement is φ 8-200, equally, the vertical muscle booster action to Vierendeel girder hogging moment of floor is considered by 4 times of plate thickness, then the floor upper longitudinal bar within the scope of the 320mm of Vierendeel girder both sides participates in Vierendeel girder hogging moment effect, it is considered to the actual reinforcing bar of floor booster action is configured to 8φ25+2 φ 8, the relatively former framework arrangement of reinforcement of quantity of reinforcement adds 2.6%, and the impact of former Vierendeel girder hogging moment bearing capacity is negligible.In general, the effective coverage of beam booster action is to the maximum 6 times of thicknesss of slab by floor, if calculating by 6 times of thicknesss of slab, the unilateral floor area participating in Vierendeel girder hogging moment under conventional floors method for designing reaches 1140mm, the relatively former framework arrangement of reinforcement of quantity of reinforcement adds 51.2%, and the unilateral floor area participating in Vierendeel girder hogging moment under the floor slab design method of the present invention is 480mm, the relatively former framework arrangement of reinforcement of quantity of reinforcement only increases by 5.1%.
Analyzed from above, the floor slab design method of the present invention is according to the Bending moment distribution rule of Vierendeel girder and the floor effective coverage regularity of distribution to beam booster action, first the thickness of the connected floor in Vierendeel girder hogging moment area is reduced, the floor scope participating in Vierendeel girder hogging moment effect under geological process is made to be reduced to minimum, secondly hinged design is pressed with the border that Vierendeel girder has a common boundary by thin plate district, thus configuring this region floor bar by constructional reinforcement amount, the floor bar amount participating in Vierendeel girder hogging moment effect is finally made to reach minimum.The concrete floor Optimization Design of the present invention does not set seam, also other earthquake isolating equipments it are not provided with, substantially cost and difficulty of construction are not increased, floor slab construction process is identical with conventional floors, under the premise ensureing floorslab in series, integrity, farthest alleviate and cause the weak post earthquake situation of brutal because of floor impact, alleviate the floor problem of Cracking under normal operating condition simultaneously.
Above by embodiment, the present invention being described in detail, the explanation of above example is only intended to help to understand method and the core concept thereof of the present invention；Simultaneously for one of ordinary skill in the art, according to the thought of the present invention, all will change in specific embodiments and applications, in sum, this specification content should not be construed as limitation of the present invention.
Claims (2)
1. the concrete floor Optimization Design alleviating the weak post earthquake of brutal, it is characterised in that comprise the following steps:
Step 1, according to parameters such as floor span, the strength of materials, load situation, method for designing primarily determines that slab thickness h routinely0；
Step 2, according to parameters such as end of frame girder hogging moment reduction coefficient, spans, draws beam M curve, calculates the inflection point position x of a direction Vierendeel girder1、x2, calculate the inflection point position y of another direction Vierendeel girder1、y2；
Step 3, sets a roof beam in place inflection point position according to adjacent frame, it is determined that the scope in thin plate district 3, and thin plate district 3 is positioned at floor corner location, calculates the thickness h in thin plate district 3 by one-way slabs or two-way slab1, and meet the Code for design of concrete structures minimum thickness requirement for cast-in-place concrete one-way slabs or two-way slab；
Step 4, it is determined that Ye Ban district 1 is to the development length in plate, and Ye Ban district 1 is extended to adjacent frame by bearing and sets a roof beam in place inflection point position；
Step 5, the thin plate district scope determined according to step 3 and thickness h1, calculate thin plate district concrete amount；According to the slab thickness h that step 1 is determined0And thin plate district scope, calculate concrete amount difference w under two kinds of parameters；
Step 6, calculates α=x1/y1This concrete amount difference w is distributed to Ye Ban district 1, long span Vierendeel girder be connected Ye Ban district concrete sendout with short across the Vierendeel girder Ye Ban district concrete sendout ratio that is connected be α, this region floor depth of section is higher at support position, reduce floor depth of section to flat board district 2 by domatic or stairstepping, form variable cross-section floor；
Step 7, adopts the internal force at each position of variable cross-section floor that program of finite element calculates Ye Ban district 1, flat board district 2 forms, carries out the check of floor cross section and Reinforcement Design according to internal force result of calculation；
Step 8, the thickness h according to thin plate district 31, planar dimension x1、y1And the parameter such as load, concrete strength, calculate thin plate district 3 arrangement of reinforcement, the border that described thin plate district 3 and Ye Ban district 1 have a common boundary considers by consolidation border, this border arrangement of reinforcement meets the constructional reinforcement requirement of Code for design of concrete structures, the border that described thin plate district 3 and Vierendeel girder have a common boundary considers by hinged border, and meets the Code for design of concrete structures detailing requiments to plate arrangement of reinforcement.
Step 9, the domatic region of bottom surface, Ye Ban district 1 or stairstepping region increase joins distributing bar, completes concrete floor optimization design.
2. method for designing as claimed in claim 1, it is characterised in that described step 2 center inflection point computing formula of setting a roof beam in place is: x1=0.211 β l, x2=(1-0.211 β) l, β are end of frame girder hogging moment reduction coefficient, and l is Vierendeel girder span.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106759867A (en) * | 2016-12-28 | 2017-05-31 | 湖南宝信云建筑综合服务平台股份有限公司 | A kind of large-span steel frame structure |
| CN108179835A (en) * | 2018-02-07 | 2018-06-19 | 大连理工大学 | A kind of cracking resistance floor for finite deformation beam |
| CN108729547A (en) * | 2018-06-11 | 2018-11-02 | 深圳市建筑设计研究总院有限公司 | Reinforced concrete frame connection structure |
| CN109208956A (en) * | 2018-10-10 | 2019-01-15 | 中国水利水电科学研究院 | A kind of hydroenergy storage station main building column Dynamic design method |
| CN111910834A (en) * | 2018-03-12 | 2020-11-10 | 中国地震局工程力学研究所 | Design method of novel beam end reinforcement structure with long longitudinal reinforcement bent |
| CN114525875A (en) * | 2022-03-28 | 2022-05-24 | 南通理工学院 | Arch-plate combined functional assembled floor and forming structure thereof |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10292541A (en) * | 1997-04-18 | 1998-11-04 | Kawasaki Steel Corp | Precast concrete panel for supporting floor slab and construction method of floor foundation |
| CN1974970A (en) * | 2006-12-08 | 2007-06-06 | 华南理工大学 | Steel reinforced concrete frame structure with haunched strut |
| CN101614042A (en) * | 2009-07-27 | 2009-12-30 | 邱明兵 | The control plastic hinge brings out existing anti-seismic construction measure at Vierendeel girder |
| CN203334543U (en) * | 2013-05-15 | 2013-12-11 | 段野萍 | Sectional variable-section beam and flat plate concrete structural system |
| CN103590487A (en) * | 2013-11-14 | 2014-02-19 | 苏州工业园区设计研究院股份有限公司 | Cast-in-place reinforced concrete haunched beam structure |
| CN104929260A (en) * | 2015-04-21 | 2015-09-23 | 静宁县建筑设计有限公司 | Design method of SCWB (strong column and weak beam) energy-dissipating concrete frame structure |
| CN105064509A (en) * | 2015-08-13 | 2015-11-18 | 长安大学 | Artificial plastic hinge at beam end of building concrete structure and construction method thereof |
-
2016
- 2016-02-24 CN CN201610101925.4A patent/CN105714968B/en not_active Expired - Fee Related
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10292541A (en) * | 1997-04-18 | 1998-11-04 | Kawasaki Steel Corp | Precast concrete panel for supporting floor slab and construction method of floor foundation |
| CN1974970A (en) * | 2006-12-08 | 2007-06-06 | 华南理工大学 | Steel reinforced concrete frame structure with haunched strut |
| CN101614042A (en) * | 2009-07-27 | 2009-12-30 | 邱明兵 | The control plastic hinge brings out existing anti-seismic construction measure at Vierendeel girder |
| CN203334543U (en) * | 2013-05-15 | 2013-12-11 | 段野萍 | Sectional variable-section beam and flat plate concrete structural system |
| CN103590487A (en) * | 2013-11-14 | 2014-02-19 | 苏州工业园区设计研究院股份有限公司 | Cast-in-place reinforced concrete haunched beam structure |
| CN104929260A (en) * | 2015-04-21 | 2015-09-23 | 静宁县建筑设计有限公司 | Design method of SCWB (strong column and weak beam) energy-dissipating concrete frame structure |
| CN105064509A (en) * | 2015-08-13 | 2015-11-18 | 长安大学 | Artificial plastic hinge at beam end of building concrete structure and construction method thereof |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106759867A (en) * | 2016-12-28 | 2017-05-31 | 湖南宝信云建筑综合服务平台股份有限公司 | A kind of large-span steel frame structure |
| CN108179835A (en) * | 2018-02-07 | 2018-06-19 | 大连理工大学 | A kind of cracking resistance floor for finite deformation beam |
| CN108179835B (en) * | 2018-02-07 | 2023-09-19 | 大连理工大学 | Anti-cracking floor slab for large deformed beam |
| CN111910834A (en) * | 2018-03-12 | 2020-11-10 | 中国地震局工程力学研究所 | Design method of novel beam end reinforcement structure with long longitudinal reinforcement bent |
| CN108729547A (en) * | 2018-06-11 | 2018-11-02 | 深圳市建筑设计研究总院有限公司 | Reinforced concrete frame connection structure |
| CN109208956A (en) * | 2018-10-10 | 2019-01-15 | 中国水利水电科学研究院 | A kind of hydroenergy storage station main building column Dynamic design method |
| CN114525875A (en) * | 2022-03-28 | 2022-05-24 | 南通理工学院 | Arch-plate combined functional assembled floor and forming structure thereof |
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| CN105714968B (en) | 2019-02-19 |
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