CN103046692B - Frame-supporting column with high strength steel bars and super high strength concrete - Google Patents
Frame-supporting column with high strength steel bars and super high strength concrete Download PDFInfo
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Abstract
一种高强钢筋超高强混凝土框支柱，涉及钢筋砼框支柱。克服了普通钢筋砼框支柱、型钢砼框支柱轴压比限值低，地震力下保护层易脱落、纵筋和型钢翼缘易屈曲、震后难修复、无法应用高强钢筋和超高强砼的缺陷；克服了型钢砼框支柱和钢管砼框支柱节点构造复杂、钢管砼框支柱对砼约束不充分、钢管易屈曲的缺陷。本发明由纵向高强钢筋、高强封闭箍筋、自密实超高强砼组成；约束包括砼保护层在内整个砼的箍筋间距30-35mm，其外表面与混凝土框支柱外表面平齐，约束纵向钢筋的箍筋间距60-120mm。通过密配高强焊接封闭箍筋对整个混凝土的约束，改善超高强混凝土的力学性能，提高柱子抗震性能，本发明在高层及超高层结构中具有广阔应用前景。
The utility model relates to a high-strength steel super-high-strength concrete frame pillar, which relates to a reinforced concrete frame pillar. It overcomes the problems of low axial pressure ratio limit of ordinary reinforced concrete frame pillars and shaped steel concrete frame pillars, easy falling off of the protective layer under earthquake force, easy buckling of longitudinal bars and shaped steel flanges, difficult repairs after earthquakes, and inability to apply high-strength steel bars and ultra-high-strength concrete Defects: Overcome the defects of complex joint structure of steel-concrete frame pillars and steel pipe concrete frame pillars, insufficient restraint of concrete by steel pipe concrete frame pillars, and easy buckling of steel pipes. The invention is composed of longitudinal high-strength steel bars, high-strength closed stirrups, and self-compacting ultra-high-strength concrete; the stirrup spacing of the entire concrete including the concrete protective layer is constrained to 30-35mm, and its outer surface is flush with the outer surface of the concrete frame pillar, constraining the longitudinal The stirrup spacing of steel bars is 60-120mm. The close-fitting high-strength welding seals the stirrup to restrain the entire concrete, improves the mechanical properties of the ultra-high-strength concrete, and improves the seismic performance of columns. The invention has broad application prospects in high-rise and super high-rise structures.
Description
技术领域technical field
本发明属于一种建筑结构构件，涉及一种钢筋混凝土框支柱。The invention belongs to a building structure component and relates to a reinforced concrete frame pillar.
背景技术Background technique
因为建筑功能要求，下部大空间，上部部分竖向构件不能直接连续贯通落地，而通过水平转换结构与下部竖向构件连接。当布置转换梁支撑上部的柱或者剪力墙的时候，支撑转换梁的柱子就叫做框支柱。Due to the functional requirements of the building, there is a large space in the lower part, and the vertical components in the upper part cannot be directly connected to the ground, but are connected to the vertical components in the lower part through a horizontal conversion structure. When a transfer beam is arranged to support an upper column or shear wall, the columns supporting the transfer beam are called frame columns.
目前框支柱有以下几种类型：1、普通钢筋混凝土框支柱；2、高强钢筋混凝土框支柱；3、型钢混凝土框支柱；4、钢管混凝土框支柱。At present, there are several types of frame pillars: 1. Ordinary reinforced concrete frame pillars; 2. High-strength reinforced concrete frame pillars; 3. Steel concrete frame pillars; 4. Steel tube concrete frame pillars.
目前框支柱采用的型钢和钢管屈服强度、纵向受力钢筋和箍筋屈服强度均低于500兆帕。At present, the yield strength of the section steel and steel pipe used in the frame pillar, the longitudinally stressed steel bar and the stirrup are all lower than 500 MPa.
目前我国现行设计规范限制框支柱采用的混凝土强度不得大于C80，主要原因是高强超高强混凝土延性差易产生脆性破坏。At present, the strength of concrete used in restrictive frame pillars in my country's current design codes shall not be greater than C80. The main reason is that high-strength and ultra-high-strength concrete has poor ductility and is prone to brittle failure.
普通钢筋混凝土框支柱的缺点和不足：由于混凝土强度低，柱子截面尺寸大，容易造成短柱，地震力作用下容易发生保护层脱落和纵筋屈曲，震后难以修复；柱子占的空间大，降低了建筑的经济性；由于普通箍筋强度低，对混凝土的约束不完全，混凝土受压膨胀或剪切滑移时，箍筋易屈服，从而失去对混凝土的约束力；普通箍筋末端存在135°弯钩，在地震力反复作用下，外部混凝土破碎，箍筋弯钩容易出现松扣现象，从而失去对内部混凝土和纵向钢筋的约束，进一步加重柱子的震害；由于钢筋和混凝土能共同工作的基础是应变协调，屈服强度超过800兆帕的钢筋在受压屈服时应变达到4000个微应变，混凝土极限压应变为3300个微应变，高强钢筋和混凝土之间产生变形差，产生裂缝，这样屈服强度超过800兆帕的高强钢筋在混凝土破坏时，不能屈服，其屈服强度高的优点未能发挥出来，不便于在工程中推广应用。Disadvantages and deficiencies of ordinary reinforced concrete frame pillars: due to the low strength of concrete and large cross-sectional dimensions of the pillars, it is easy to cause short columns, and the protective layer is prone to fall off and longitudinal reinforcement buckling under the action of earthquake force, which is difficult to repair after the earthquake; the space occupied by the pillars is large, Reduce the economy of the building; due to the low strength of ordinary stirrups, the restraint on concrete is not complete, when the concrete is compressed and expands or shears slip, the stirrups are easy to yield, thus losing the binding force on the concrete; the end of ordinary stirrups exists 135° hook, under the repeated action of earthquake force, the external concrete is broken, and the stirrup hook is prone to loosening, thus losing the restraint on the internal concrete and longitudinal steel bars, further aggravating the earthquake damage of the column; because the steel bars and concrete can work together The basis of the work is strain coordination. The strain of steel bars with a yield strength of more than 800 MPa reaches 4,000 microstrains when they are compressed, and the ultimate compressive strain of concrete is 3,300 microstrains. There is a deformation difference between high-strength steel bars and concrete, resulting in cracks. The high-strength steel bars with a yield strength exceeding 800 MPa cannot yield when the concrete is damaged like this, and the advantage of its high yield strength has not been brought into play, which is not convenient for popularization and application in engineering.
高强钢筋混凝土框支柱的缺点和不足：高强混凝土延性差，容易造成柱子脆性剪切破坏；由于混凝土强度高且外保护层没有被有效约束，地震力作用下容易发生保护层脱落和纵筋屈曲，震后难以修复；轴压比限制低，由于混凝土强度高，故而为了确保安全，设计时候要降低轴压比限制；由于普通箍筋强度低，对混凝土的约束不完全，混凝土受压膨胀或剪切滑移时，箍筋易屈服，从而失去对混凝土的约束力；普通箍筋末端存在135°弯钩，在地震力反复作用下，外部混凝土破碎，箍筋弯钩容易出现松扣现象，从而失去对内部混凝土和纵向钢筋的约束，进一步加重柱子的震害；由于钢筋和混凝土能共同工作的基础是应变协调，屈服强度超过800兆帕的钢筋在受压屈服时应变达到4000个微应变，此时混凝土极限压应变为3300个微应变，高强钢筋和混凝土之间产生变形差，产生裂缝，这样屈服强度超过800兆帕的高强在混凝土破坏时，不能屈服，其屈服强度高的优点未能发挥出来，不便于在工程中推广应用。Disadvantages and deficiencies of high-strength reinforced concrete frame pillars: high-strength concrete has poor ductility, which is easy to cause brittle shear failure of columns; due to the high strength of concrete and the outer protective layer is not effectively restrained, the protective layer is prone to fall off and longitudinal reinforcement buckling under the action of earthquake force, It is difficult to repair after the earthquake; the limit of axial compression ratio is low. Due to the high strength of concrete, in order to ensure safety, the limit of axial compression ratio should be lowered during design; due to the low strength of ordinary stirrups, the restraint of concrete is not complete, and the concrete will expand or shear under pressure. When cutting and slipping, the stirrups are easy to yield, thus losing the binding force on the concrete; there is a 135° hook at the end of the ordinary stirrup, under the repeated action of the earthquake force, the external concrete is broken, and the stirrup hooks are prone to loose buckle, thus The loss of restraint to the internal concrete and longitudinal steel bars will further aggravate the earthquake damage of the column; since the basis for the joint work of steel bars and concrete is strain coordination, the steel bars with a yield strength of more than 800 MPa can reach 4,000 microstrains when they yield under compression. At this time, the ultimate compressive strain of the concrete is 3300 microstrains, and there is a difference in deformation between the high-strength steel bar and the concrete, resulting in cracks. In this way, the high-strength concrete with a yield strength exceeding 800 MPa cannot yield when the concrete is damaged, and its high yield strength advantage cannot be achieved. It is not easy to popularize and apply in engineering.
型钢混凝土框支柱的缺点和不足：型钢混凝土柱节点核心区构造复杂，对型钢骨架的制作、安装要求较高，施工复杂；轴压比限值不高，由于型钢位于型钢混凝土柱的中心，对型钢以外的混凝土约束不强，且型钢的存在无法设置复合箍筋，在高轴压比下，型钢混凝土柱的延性降低，耗能能力不高；由于型钢和混凝土粘结力远小于变形钢筋和混凝土的粘结力，所以型钢混凝土柱在地震力作用下容易产生保护层脱落，纵筋和型钢翼缘易屈曲，震后难以修复；由于普通箍筋强度低，对混凝土的约束不完全，混凝土受压膨胀或剪切滑移时，箍筋易屈服，从而失去对混凝土的约束力；普通箍筋末端存在135°弯钩，在地震力反复作用下，外部混凝土破碎，箍筋弯钩容易出现松扣现象，从而失去对内部混凝土和纵向钢筋的约束，进一步加重柱子的震害；由于钢筋和混凝土能共同工作的基础是应变协调，屈服强度超过800兆帕的钢筋在受压屈服时应变达到4000个微应变，此时混凝土极限压应变为3300个微应变，高强钢筋和混凝土之间产生变形差，产生裂缝，这样屈服强度超过800兆帕的高强钢筋在混凝土破坏时，不能屈服，其屈服强度高的优点未能发挥出来，不便于在工程中推广应用；由于高强度型钢的翼缘易屈曲，故而型钢强度受限，无法应用高强型钢。Disadvantages and deficiencies of steel-concrete frame pillars: the structure of the core area of the steel-concrete column joints is complicated, the requirements for the manufacture and installation of the steel skeleton are high, and the construction is complicated; the axial compression ratio limit is not high, and since the steel is located in the center of the Concrete constraints other than section steel are not strong, and composite stirrups cannot be installed in the presence of section steel. Under high axial compression ratio, the ductility of steel concrete columns is reduced, and the energy dissipation capacity is not high; Therefore, under the action of earthquake force, the protective layer of steel reinforced concrete columns is easy to fall off, and the longitudinal reinforcement and steel flange are easy to buckle, which is difficult to repair after the earthquake; When under pressure expansion or shear slippage, the stirrups are easy to yield, thus losing the binding force on the concrete; there is a 135° hook at the end of the ordinary stirrup, under the repeated action of the earthquake force, the external concrete is broken, and the stirrup hook is easy to appear The loose buckle phenomenon, thus losing the constraint on the internal concrete and longitudinal steel bars, further aggravates the earthquake damage of the column; because the basis for the joint work of steel bars and concrete is the coordination of strain, the steel bar with a yield strength of more than 800 MPa can reach 4000 microstrains, at this time, the ultimate compressive strain of concrete is 3300 microstrains, and there is a deformation difference between the high-strength steel bars and concrete, resulting in cracks, so that high-strength steel bars with a yield strength exceeding 800 MPa cannot yield when the concrete is damaged. The advantage of high strength has not been brought into play, and it is not easy to popularize and apply in engineering; because the flange of high-strength steel is easy to buckle, the strength of steel is limited, and high-strength steel cannot be applied.
钢管混凝土框支柱缺点和不足：钢管混凝土梁柱节点构造复杂，不利于施工；钢管混凝土柱在地震力作用下容易发生钢管屈曲外鼓现象，不利于震后修复；为了维持对混凝土的约束，也为了防止钢管被压曲，钢管混凝土柱在设计时候钢管要进行失稳设计，造成钢管壁厚度大，用钢量大，造价高；由于高强度钢管容易发生失稳破坏，故而钢管强度受限，无法应用高强钢管。Disadvantages and deficiencies of concrete-filled steel pipe frame pillars: the structure of concrete-filled steel pipe beam-column joints is complex, which is not conducive to construction; steel pipe buckling and external drumming are prone to occur in steel pipe concrete columns under the action of earthquake force, which is not conducive to post-earthquake repair; in order to maintain the restraint of concrete, it is also In order to prevent the steel pipe from being buckled, the steel pipe should be designed to be unstable during the design of the steel pipe concrete column, resulting in a thick steel pipe wall, a large amount of steel, and a high cost; because the high-strength steel pipe is prone to instability and damage, the strength of the steel pipe is limited. High-strength steel pipes cannot be used.
发明内容Contents of the invention
本发明的目的是克服上述框支柱的缺点，提供一种高强钢筋超高强混凝土框支柱。本发明解决了现有的普通钢筋混凝土框支柱、高强钢筋混凝土框支柱、型钢混凝土框支柱的混凝土保护层在地震力作用下的脱落问题，使得屈服强度大于800兆帕钢筋能应用于混凝土柱中，本发明相对钢管混凝土框支柱具有约束效果好，横向约束箍筋少，经济性强的优点。The purpose of the present invention is to overcome the disadvantages of the above-mentioned frame pillars and provide a high-strength reinforced ultra-high-strength concrete frame pillar. The invention solves the problem that the concrete protective layer of the existing ordinary reinforced concrete frame pillars, high-strength reinforced concrete frame pillars, and steel concrete frame pillars falls off under the action of earthquake force, so that the steel bars with a yield strength greater than 800 MPa can be applied to concrete columns Compared with the concrete-filled steel tube frame pillar, the present invention has the advantages of good restraint effect, less transverse restraint stirrups, and strong economy.
本发明由高强纵向钢筋、高强箍筋、超高强混凝土组成。The invention consists of high-strength longitudinal steel bars, high-strength stirrups and ultra-high-strength concrete.
本发明的目的是通过如下措施达到的：The object of the present invention is achieved through the following measures:
框支柱中混凝土为超高强混凝土，箍筋和纵向钢筋为高强钢筋，箍筋分两种类型，一种是约束纵向钢筋，防止纵向钢筋压曲的箍筋，另外一种是约束包括混凝土保护层在内的整个混凝土的箍筋。The concrete in the frame pillar is ultra-high-strength concrete, and the stirrups and longitudinal steel bars are high-strength steel bars. The stirrups are divided into two types, one is to restrain the longitudinal steel bars to prevent buckling of the longitudinal steel bars, and the other is to restrain the concrete protective layer Stirrups throughout the concrete.
超高强混凝土为自密实混凝土，强度大于C100，小于C150，粗骨料最大粒径不大于25mm。Ultra-high-strength concrete is self-compacting concrete, the strength is greater than C100 and less than C150, and the maximum particle size of coarse aggregate is not greater than 25mm.
高强纵向钢筋选用高强热处理钢筋，屈服强度大于800兆帕，小于900兆帕，最大力下总伸长率大于6.5%；高强箍筋选用高强热处理钢筋，屈服强度大于1100兆帕，最大力下总伸长率大于4%。High-strength longitudinal steel bars are made of high-strength heat-treated steel bars, with a yield strength greater than 800 MPa and less than 900 MPa, and the total elongation under the maximum force is greater than 6.5%; high-strength stirrups are made of high-strength heat-treated steel bars, with a yield strength of The elongation is greater than 4%.
约束混凝土的箍筋和约束纵向钢筋的箍筋通过焊接形成封闭箍筋，同时拉筋也通过焊接与封闭箍筋相连；箍筋搭接焊接要求双面焊不小于5d,d为箍筋直径，单面焊不小于10d，焊条强度不小于500兆帕，焊缝要饱满。The stirrups constraining the concrete and the stirrups constraining the longitudinal steel bars are welded to form closed stirrups, and the tie bars are also connected to the closed stirrups by welding; the lap welding of the stirrups requires that the double-sided welding is not less than 5d, where d is the diameter of the stirrups, Single-sided welding is not less than 10d, the strength of the electrode is not less than 500 MPa, and the weld seam must be full.
约束混凝土的箍筋间距为30-35mm，约束纵向钢筋的箍筋间距为60-120mm；约束包括混凝土保护层在内整个混凝土的箍筋的外表面与混凝土柱外表面平齐；架力筋直径不小于12mm，约束混凝土的封闭箍筋直径不小于10mm，约束钢筋的封闭箍筋直径不小于7mm，拉筋直径不小于7mm；约束包括混凝土保护层在内的混凝土的箍筋的肢距不大于200mm。The spacing between the stirrups that restrain the concrete is 30-35mm, and the spacing between the stirrups that restrain the longitudinal reinforcement is 60-120mm; the outer surface of the stirrups that restrain the entire concrete including the concrete cover is flush with the outer surface of the concrete column; the diameter of the reinforcement bars The diameter of the closed stirrups constraining concrete is not less than 12mm, the diameter of closed stirrups constraining steel bars is not less than 7mm, and the diameter of tie bars is not less than 7mm; the leg distance of stirrups constraining concrete including the concrete cover is not greater than 200mm.
在箍筋表面喷涂防火涂料防火。Spray fireproof paint on the surface of the stirrup to prevent fire.
自密实混凝土免于振捣，流动性好，能解决密排箍筋混凝土浇筑难的问题。Self-compacting concrete is free from vibration and has good fluidity, which can solve the problem of difficult pouring of densely packed stirrup concrete.
本发明有益效果是：The beneficial effects of the present invention are:
由于采用了超高强混凝土，能大大减少框支柱的截面尺寸，提高了建筑物的经济效益。Due to the use of ultra-high-strength concrete, the cross-sectional size of the frame pillar can be greatly reduced, and the economic benefits of the building are improved.
采用焊接封闭箍筋，同时将箍筋分为两种，一种箍筋间距密，专门约束包括混凝土保护层在内的整个混凝土，一种箍筋间距大，约束纵向钢筋。约束混凝土的箍筋强度高且间距密，使得混凝土保护层得到很好的约束，大大提高了混凝土保护层的极限应变，实验表明混凝土极限压应变可以达到10000个微应变，将混凝土极限压应变提高3倍，800兆帕-900兆帕钢筋受压屈服时候屈服应变在4000微应变-4500微应变之间，故而超高强混凝土能和高强钢筋变形协调直到混凝土柱破坏，使得屈服强度大于800兆帕的钢筋能用于混凝土柱中，解决了之前的混凝土柱由于在地震力作用下保护层脱落，屈服强度大于800兆帕的钢筋无法应用的问题。Welded closed stirrups are used, and the stirrups are divided into two types. One kind of stirrups is densely spaced, which specifically restrains the entire concrete including the concrete protective layer, and the other kind of stirrups is widely spaced, restraining longitudinal reinforcement. The stirrups of the confined concrete have high strength and close spacing, so that the concrete protective layer is well restrained, and the ultimate strain of the concrete protective layer is greatly improved. Experiments show that the ultimate compressive strain of concrete can reach 10,000 microstrains, which increases the ultimate compressive strain of concrete. 3 times, when the 800 MPa-900 MPa steel bar is compressed and yielded, the yield strain is between 4000 micro-strain and 4500 micro-strain, so the ultra-high-strength concrete can coordinate with the deformation of the high-strength steel bar until the concrete column is destroyed, so that the yield strength is greater than 800 MPa The steel bars can be used in concrete columns, which solves the problem that the steel bars with a yield strength greater than 800 MPa cannot be used because the protective layer of the previous concrete columns falls off under the action of earthquake force.
相对钢管混凝土柱，本发明箍筋含钢量低，经济效益好，密排高强度封闭箍筋对超高强混凝土的约束效果要好于低强度钢管对超高强混凝土的约束。Compared with the steel tube concrete column, the stirrups of the present invention have low steel content and good economic benefits, and the restraining effect of densely arranged high-strength closed stirrups on ultra-high-strength concrete is better than that of low-strength steel pipes on ultra-high-strength concrete.
屈服强度为800兆帕-900兆帕钢筋的应用大大减少了钢筋的用量，具有明显的经济效益。The application of steel bars with a yield strength of 800 MPa-900 MPa greatly reduces the amount of steel bars and has obvious economic benefits.
由于本发明为超高强混凝土柱，在和钢筋混凝土梁连接时候，节点处理方便，相对于组合结构节点施工非常便利。Since the present invention is an ultra-high-strength concrete column, when it is connected with a reinforced concrete beam, the node is convenient to handle, and it is very convenient to construct compared to the composite structure node.
密排约束含混凝土保护层在内的整个混凝土的高强箍筋大大提高了超高强混凝土柱的抗震性能。由于高强封闭箍筋对超高强混凝土的有效约束，超高强混凝土柱在高轴压比下的破坏发生了质的变化，超高强混凝土完全塑性化，超高强混凝土柱由脆性的剪切破坏变为延性的大偏心破坏，使得超高强混凝土柱能在高烈度地区建筑中使用，提高了超高强混凝土柱的轴压比限值。The densely packed high-strength stirrups constraining the entire concrete including the concrete protective layer greatly improve the seismic performance of ultra-high-strength concrete columns. Due to the effective restraint of high-strength closed stirrups on ultra-high-strength concrete, the failure of ultra-high-strength concrete columns under high axial compression ratio has undergone a qualitative change. Ultra-high-strength concrete is completely plasticized, and ultra-high-strength concrete columns change from brittle shear failure to The large eccentric failure of ductility enables ultra-high-strength concrete columns to be used in buildings in high-intensity areas, and increases the axial compression ratio limit of ultra-high-strength concrete columns.
实验表明，本发明轴心受压的混凝土柱比对比混凝土柱强度平均提高55%，延性平均提高5倍，本发明混凝土柱中800-900兆帕钢筋受压屈服，而对比混凝土柱中钢筋未屈服。Experiments show that the concrete column under axial compression of the present invention increases by 55% on average the strength of the contrast concrete column, and the ductility increases by an average of 5 times. yield.
实验表明，本发明低周反复荷载作用下的混凝土柱比对比混凝土柱极限荷载平均提高40%，延性平均提高4.5倍，耗能提高3.5倍。Experiments show that the ultimate load of the concrete column under the low-cycle repeated load of the present invention is increased by 40% on average, the ductility is increased by 4.5 times on average, and the energy consumption is increased by 3.5 times.
本发明通过箍筋约束方法的改变，把自密实超高强混凝土，高强箍筋，高强纵向钢筋科学的结合起来，充分发挥了混凝土、钢筋不同材料的优势，避免了材料的弱点在工程中的出现，使得框支柱的性能大幅度提高，产生了积极的工程意义。The present invention scientifically combines self-compacting ultra-high-strength concrete, high-strength stirrups, and high-strength longitudinal steel bars by changing the restraint method of stirrups, fully exerting the advantages of different materials of concrete and steel bars, and avoiding the appearance of material weaknesses in engineering , so that the performance of the frame pillar is greatly improved, which has positive engineering significance.
附图说明Description of drawings
图1高强钢筋超高强混凝土框支柱Figure 1 High-strength reinforced ultra-high-strength concrete frame pillars
图1中，1为约束整个混凝土的封闭箍筋，3为混凝土，5为架力筋。In Fig. 1, 1 is the closed stirrup that constrains the whole concrete, 3 is the concrete, and 5 is the tension bar.
图2高强钢筋超高强混凝土框支柱的横截面Figure 2 Cross-section of high-strength reinforced ultra-high-strength concrete frame pillars
图2中，1为约束整个混凝土的封闭箍筋，2为约束纵向钢筋的封闭箍筋，3为混凝土，4为拉筋，5为架力筋，6为纵向受力钢筋。In Fig. 2, 1 is the closed stirrup that constrains the whole concrete, 2 is the closed stirrup that constrains the longitudinal reinforcement, 3 is the concrete, 4 is the tie bar, 5 is the supporting bar, and 6 is the longitudinal stressed steel bar.
图3封闭箍筋的组装焊接示意图Figure 3 Schematic diagram of assembly and welding of closed stirrups
图3中，约束混凝土的封闭箍筋1和约束纵向钢筋的封闭箍筋2：由在一个四边形的封闭箍筋7上焊上若干个拉筋4而成。In Fig. 3, the closed stirrup 1 for restraining concrete and the closed stirrup 2 for restraining longitudinal reinforcement are formed by welding several tie bars 4 on a quadrangular closed stirrup 7.
具体实施方式Detailed ways
所有的纵向钢筋和箍筋由专业的钢筋加工公司通过数控钢筋加工机加工，纵向钢筋尺寸误差控制在±5mm，箍筋尺寸误差控制在±1mm。All longitudinal steel bars and stirrups are processed by professional steel bar processing companies through CNC steel bar processing machines. The size error of longitudinal steel bars is controlled within ±5mm, and the size error of stirrups is controlled within ±1mm.
封闭箍筋7可由搭接焊接得到，双面焊接，搭接长度不小于5d，单面焊接，搭接长度不小于10d，d为钢筋直径。The closed stirrup 7 can be obtained by lap welding, double-sided welding, the lap length is not less than 5d, and single-sided welding, the lap length is not less than 10d, where d is the diameter of the steel bar.
拉筋4在加工时两边要留90度的弯钩，弯钩的水平段在双面焊接时长度不小于5d，单面焊接时长度不小于10d，d为钢筋直径。Tie bar 4 should leave a 90-degree hook on both sides during processing. The length of the horizontal section of the hook is not less than 5d when double-sided welding, and the length is not less than 10d when single-sided welding, where d is the diameter of the steel bar.
通过焊接封闭箍筋7和拉筋4得到封闭箍筋1和2。Closed stirrups 1 and 2 are obtained by welding closed stirrups 7 and tie bars 4 .
按照设计图纸绑扎好箍筋和纵向钢筋，支好模板，浇筑混凝土，即可完工。Bind the stirrups and longitudinal steel bars according to the design drawings, support the formwork, and pour concrete to complete the work.
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| CN103940562B (en) * | 2014-03-07 | 2016-04-06 | 山东建筑大学 | A kind of shock test beam-ends restraint device |
| CN107268895A (en) * | 2017-06-28 | 2017-10-20 | 华南理工大学 | A kind of overlap welding stirrup and method for improving frame column ductility |
| CN107859208B (en) * | 2017-09-19 | 2020-02-21 | 北京工业大学 | A self-resetting high-strength concrete shear wall and its manufacturing method |
| CN112282213B (en) * | 2020-09-09 | 2022-05-24 | 华南理工大学 | A kind of steel regeneration block/aggregate concrete prefabricated column and its construction method |
| CN112900745B (en) * | 2021-01-21 | 2021-11-26 | 中国矿业大学 | High-ductility micro-damage reinforced concrete frame beam |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001132103A (en) * | 2000-10-12 | 2001-05-15 | Nkk Corp | Steel pipe unit for steel pipe concrete column and structure and method for interconnecting steel pipe concrete column formed by interconnection thereof |
| JP2002129653A (en) * | 2000-10-20 | 2002-05-09 | Taisei Corp | Reinforced concrete columns and joint structures between the columns and steel beams |
| CN1987012A (en) * | 2006-12-22 | 2007-06-27 | 哈尔滨工业大学 | Steel tube binding type steel high strength concrete pole |
| CN101408060A (en) * | 2007-10-12 | 2009-04-15 | 同济大学 | Novel high-strength concrete column structure |
| CN101913816A (en) * | 2010-08-18 | 2010-12-15 | 西安建筑科技大学 | A kind of concrete with strength grade C130 for steel-concrete composite structure |
-
2012
- 2012-12-29 CN CN201210584053.3A patent/CN103046692B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001132103A (en) * | 2000-10-12 | 2001-05-15 | Nkk Corp | Steel pipe unit for steel pipe concrete column and structure and method for interconnecting steel pipe concrete column formed by interconnection thereof |
| JP2002129653A (en) * | 2000-10-20 | 2002-05-09 | Taisei Corp | Reinforced concrete columns and joint structures between the columns and steel beams |
| CN1987012A (en) * | 2006-12-22 | 2007-06-27 | 哈尔滨工业大学 | Steel tube binding type steel high strength concrete pole |
| CN101408060A (en) * | 2007-10-12 | 2009-04-15 | 同济大学 | Novel high-strength concrete column structure |
| CN101913816A (en) * | 2010-08-18 | 2010-12-15 | 西安建筑科技大学 | A kind of concrete with strength grade C130 for steel-concrete composite structure |
Non-Patent Citations (3)
| Title |
|---|
| 建筑用高强抗震钢筋;林双平等;《金属热处理》;20120731;第37卷(第7期);第103-104页第1-2节 * |
| 高强箍筋约束高强混凝土柱抗震性能研究综述;司炳君等;《土木工程学报》;20090430;第42卷(第4期);第1-9页 * |
| 高强钢筋约束混凝土矩形柱的抗震性能试验研究;阎石等;《沈阳建筑大学学报(自然科学版)》;20060131;第22卷(第1期);7页引言部分，第8-10页第2节，第10页第3节，表1、表2 * |
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