In the prefabricated concrete shear wall structure, in order to further improve the construction efficiency, the underwindow wall and the wall pier on both sides are often prefabricated as a whole. Therefore, the assemble integral coupling beam is composed of a prefabricated underwindow wall, a cast-in-place strip and a prefabricated upper-window wall. The failure mode of this type assemble integral coupling beam under cyclic loading has not been reported. Because the wall under the window is also merged into the coupling beam, the length-to-depth ratio of the coupling beam is further reduced. However, the upper and lower walls are prefabricated standard walls with opening, which cannot be configured with inclined bars, which is a common way for cast-in-place coupling beams with relatively small length-depth ratio. In addition, how to connect the upper and lower prefabricated walls is also a key problem that affects the seismic performance. Six, two-story, full-scale assembled monolithic coupled concrete shear walls were tested to investigate the seismic behaviour of the new assemble integral coupling beam and the role of coupling beam aspect ratio (1.5, 1.85, 2.4) and connecting method (with and without grouted sleeves) between prefabricated panels on seismic performance. Two specimens were tested for each beam aspect ratio, one with a single row of grouted sleeves in the under-window panel used to splice reinforcement between the two precast panels and the other without sleeves. Test results indicate that damage in specimens with beam aspect ratios of 1.5 and 1.85 resulted from flexural yielding of beam reinforcement followed by diagonal cracking of the coupling beams, whereas damage in the specimen with larger aspect ratio (2.4) was primarily due to flexural hinging at the ends of the coupling beams. The connection details greatly affect the type and degree of damage, and more concentrated damage was observed in specimens without grouted sleeves along the interface between the precast under-window panel and cast-in-place strip. However, whether the grouted sleeve connection was used had little effect on the load capacity, deformation and stiffness of the specimens. Drift ratios at 15% drop in the peak strength ranged from 1.1% to 1.6%. The flexural capacity of the assembled integral coupling beam can be calculated as one beam according to the formula of the conventionally CIP concrete coupling beam.

In order to study the effect of precast filled wall with polystyrene plate horizontal joint on the seismic performance of shear wall, quasi-static tests of 4 pieces of shear wall specimen with the same size were conducted. Three specimens are shear wall specimens with cast-in-place walls at both ends and precast walls with polystyrene board horizontal joint in the middle, and the fourth specimen is cast-in-place shear wall. The test results show that the failure pattern of the four specimens are compression failure of the normal section of the whole wall, but the shear wall specimen with polystyrene plate horizontal joint has vertical cracks through the joint surface of the cast-in-place wall and the precast wall, while the cracks in the middle precast filled wall are significantly less, and the cracks in the middle precast filled wall of the specimen with boundary elements at both ends of the cast-in-place wall are even less. The ultimate drift ratio of the specimens ranges from 1/83 to 1/50. Compared with the cast-in-place shear wall, the yield stiffness of the shear wall specimens with polystyrene plate horizontal joint decreases by 19.4%~61.6%, and the peak stiffness decreases by 37.8%~55.6%, indicating that the precast filled wall with horizontal joint polystyrene plate can effectively reduce the stiffness. The measured peak lateral load of specimens with precast filled wall in the middle is less than that of cast-in-place shear wall, and its eccentric carrying capacity can still be calculated as the whole wall, but the vertically distributed reinforcement of the precast wall is not included. Using the finite element analysis program ABAQUS, the nonlinear numerical simulation and parameter analysis of the specimens were carried out.The simulation results show that the lateral carrying capacity and stiffness decrease, and the deformation capacity increases with the thickness of the polystyrene plate. The lateral carrying capacity and stiffness decrease, and the deformation capacity increases significantly with the decrease of the length of the cast-in-place walls on both sides.

Precast hollow shear wall structure is a new type of prefabricated shear wall structure. The wall of the structure is composed of precast hollow panels, cast-in-place boundary elements and cast-in-place vertical splice joints. The precast hollow panel is provided with vertical and horizontal holes, and concrete is poured at the construction site to form solid wall. Horizontally inserted reinforcement bars are arranged in the horizontal holes of the hollow panels, which are indirectly overlapped with the horizontally distributed reinforcement bars in the hollow panels to realize the connection of horizontal reinforced bars of adjacent hollow panels in the same story. In order to study the seismic performance of precast hollow shear wall, quasi-static tests were conducted on five hollow shear wall specimens with aspect ratio of 1.61 to 2.07. The experimental results showed that the specimens failed due to flexure-compression, which achieved the expected design target of "strong shear and weak bending", and horizontal reinforcement indirectly connected by horizontal inserts could effectively resist horizontal shear force. The ultimate drift ratios of specimens ranged from 1.4% to 2.6%. The load-carrying capacity of the hollow shear wall could be calculated according to the formula for cast-in-place shear wall provided by the GB 50010-2010. Two kinds of connection between the hollow panels (direct splicing connection and cast-inplace vertical splicing connection) could make the hollow panels become a whole. The seismic performance of the hollow shear wall with precast boundary elements also met the requirements of the GB 50011-2010. Finally, the finite element model of shear wall specimen was established and verified using MSC.MARC software. On this basis, the impact of key parameters on the seismic performance of the precast hollow shear wall was studied. The results show that the axial load ratio and boundary longitudinal reinforcement ratio had great influence on the seismic performance, while the diameter of the steel bar inserted horizontally had little effect on the seismic performance of the precast hollow shear wall with higher aspect ratio.

为研究底部放置聚苯乙烯硬泡沫板的抗震性能,对3个剪跨比2.0的两端设置后浇段、底部放置聚苯乙烯硬泡沫板的预制剪力墙试件以及1个相同剪跨比的现浇剪力墙试件进行了拟静力试验.试验结果表明:预制剪力墙底部放置硬聚苯乙烯泡沫板的试件,破坏形态为后浇段与预制剪力墙脱开、后浇段受压破坏;底部放置聚苯板的预制剪力墙试件承载力小于现浇剪力墙试件,耗能能力接近或大于现浇剪力墙试件;各试件的极限位移角为1/98～1/81;预制剪力墙试件的屈服刚度及峰值刚度均比现浇剪力墙试件降低27％～75％,水平分布钢筋未伸入后浇段的试件比伸入后浇段的试件刚度降低更多,后浇段短的试件比后浇段长的试件刚度降低更多.预制试件轴压力主要由后浇段承担,名义屈服及峰值水平力时,钢筋应变分布不符合平截面假定.

功能可恢复结构既能在地震中保障人们的生命财产安全,又能使得建筑在地震后尽快恢复正常功能,是基于性能抗震设计方法的研究热点和未来的发展趋势.合理地对剪力墙结构或者框架-剪力墙(核心筒)结构中的连梁进行设计或者使用高性能构件是实现该类建筑震后功能可恢复的有效途径之一.建立了一典型RC框架-核心筒结构的弹塑性分析模型,比较了连梁不同恢复力性能参数下RC框架-核心筒结构抗震性能的差异,研究实现整体结构功能可恢复目标时对连梁性能参数的需求,并且探索使用轻质楼盖结构体系后抗震性能的改变.研究结果表明:若将连梁设计承载力提高10％～30％,则模型整体的峰值承载力提高约3％～8％,罕遇地震作用下连梁损伤程度相比原始模型减小、墙肢损伤程度增大;若将连梁骨架曲线中的平台段长度或者屈服后的硬化段长度延伸,则模型整体的承载力提高,结构推覆曲线下降趋势更为平缓,新模型虽然在罕遇地震作用下结构的损伤状态没有明显改善,但在超越设防烈度的地震作用下的抗倒塌能力得到了提高;若将楼盖结构体系的质量减小约35％,则模型一阶周期减小约4％,大震下结构基底剪力减小约5％,结构抵抗大震的能力降低不明显,且竖向构件轴压力减小,构件延性提升,结构的抗震性能有所改善.

在PERFORM 3D软件中,建立了基于纤维模型理论、适用于钢筋混凝土（RC）框架-核心筒结构抗震性能评估的弹塑性分析模型,并给出了非线性模拟中所需要的钢筋及混凝土材料本构、连梁剪切铰变形性能等其他参数建议取值。完成了多个RC框架及剪力墙构件模型试验的模拟分析,表明建议模型对于分析RC结构基本构件具有较高的准确性,计算效率高。利用建立的分析方法,完成了根据中美抗震设计规范分别设计的两座相似的RC框架-核心筒高层结构的建模和系列抗震分析。结果表明:峰值荷载前两个方案的基底剪力-顶点位移曲线比较接近,美方设计方案结构的初始刚度略大,峰值荷载后二者有所差异;模型结构的屈服次序依次为连梁、框架梁、墙肢、框架柱,屈服次序合理,符合预期目标,美方设计方案连梁屈服较早;在罕遇地震作用下,美方设计方案结构x向的最大层间位移角约1/220,为中方设计方案的最大层间位移角的0.9倍;美方设计方案的连梁变形状态介于生命安全状态（LS）与防止倒塌状态（CP）之间,中方设计方案连梁没有超过生命安全状态（LS）;美方设计方案底部内筒外壁受拉侧墙肢弯矩沿层高分布略大于中方设计方案,两个方案底层墙肢边缘构件竖向钢筋的最大拉应变分布接近,均刚刚进入屈服水平。

In order to study the seismic behavior of precast concrete walls with different connection types for vertical reinforcements, the quasi-static test on five concrete shear walls, including precast shear walls and cast-in-place shear wall was carried out. Test results showed that the failure mode of precast concrete walls was nearly the same as that of the cast-in-place concrete shear wall: in boundary elements at bottom of the shear wall, the vertical reinforcements yielded under tension, and the concrete was crushed under compression. The stress of vertical reinforcements could be effectively transferred by the sleeve-mortar splicing. The specimen with hoop stirrup splicing had in-plane rigid slide between the precast region and the cast-in-place region, whose ultimate drift ratio and energy dissipation capacity were lowest. The ultimate drift ratio of all specimens was larger than 1%. Based on results and analysis, recommendations for practical design for precast shear wall structures were proposed.

装配式空心板剪力墙结构的叠合连梁由预制U形混凝土模壳、模壳内后浇混凝土及水平后浇带组成.为研究其抗震性能,完成了3种跨高比、底部纵筋在墙肢内2种锚固方式并按“强剪弱弯”设计的5个连梁试件的拟静力试验,其中,跨高比为1.5和3.0的连梁试件各2个,跨高比为2.4的连梁试件1个,3个试件连梁底部纵筋锚固板锚固,2个试件连梁底部纵筋直线锚固.试验结果表明:预制U形模壳与后浇混凝土整体共同工作;达到峰值弯矩前,连梁纵筋屈服,箍筋未屈服,连梁与墙肢结合面开裂和滑移;加载结束时,连梁角部混凝土压坏、剥落;连梁为弯曲滑移破坏,但跨高比为1.5和2.4的连梁表面布满斜裂缝,跨高比为3.0的连梁的斜裂缝分布在两端约500 mm高度范围内;连梁梁端弯矩-转角滞回曲线捏拢,耗能能力较差;连梁极限转角为1/40～1/28,具有很好的弹塑性变形能力;底部纵筋在墙肢内的锚固方式对连梁的抗震性能基本没有影响;连梁顶部纵筋受拉与底部纵筋受拉时的受弯承载力分别为按GB 50010-2010《混凝土结构设计规范》中的正截面受弯承载力公式计算值的1.10～ 1.34倍和1.13～1.37倍,可采用GB 50010-2010《混凝土结构设计规范》的公式计算叠合连梁的受弯承载力.

装配整体式空心板剪力墙结构(EVE)采用钢筋间接搭接实现上下层预制墙、同层相邻预制墙的连接.通过3个空心板剪力墙的拟静力试验,研究钢筋间接搭接、接缝构造、灌孔构造边缘构件的可行性.结果 表明:竖向孔、水平孔内连接钢筋与对应的空心板内竖向、水平钢筋同一位置应变随水平力的变化规律相同,空心板剪力墙边缘构件竖向钢筋、竖向接缝水平钢筋间接搭接可依靠桁架机制有效传递钢筋拉压力;试件均实现了预期的破坏模式,竖向孔、水平孔内后浇混凝土可与空心板共同工作;压剪破坏的空心板剪力墙受剪承载力试验值为JGJ 3-2010《高层建筑混凝土结构技术规程》(简称《高规》)现浇剪力墙公式计算值的1.77倍,压弯破坏的空心板剪力墙受弯承载力试验值为《高规》现浇剪力墙公式计算值的1.15～1.23倍,可按《高规》现浇剪力墙斜截面受剪承载力、正截面受压承载力计算方法计算EVE空心板剪力墙的承载力;空心板剪力墙极限位移角为1/66～1/54,满足罕遇地震作用下剪力墙结构弹塑性变形能力的要求;灌孔边缘构件可采用全预制构造(竖向钢筋间接搭接,箍筋布置于空心板内)代替半预制构造(竖向孔内竖向钢筋贯通,箍筋布置于竖向孔内);空心板剪力墙水平接缝具有良好的抗滑移能力.

为研究竖向钢筋采用新型混合连接(预制剪力墙边缘构件竖向钢筋采用复合直螺纹套筒连接,竖向分布钢筋采用环筋扣合连接)、端面为通长抗剪槽的预制剪力墙的抗震性能,完成了2个预制剪力墙试件及1个对比现浇剪力墙试件的拟静力试验.试件的剪跨比为1.91,按强剪弱弯设计.试验结果表明:预制墙试件的破坏形态与设计一致,为正截面受压破坏;试验结束时,套筒无可见裂纹,连接的钢筋未发生滑移;预制墙试件与现浇墙试件的抗震性能基本相同,预制墙的抗震性能满足现行规范要求;预制墙试件的正截面受压承载力不小于按现浇剪力墙计算的正截面受压承载力的1.1倍,可采用现行行业标准相关公式计算预制剪力墙的正截面受压承载力;位移角1/100时,预制墙试件与现浇墙试件的墙体变形基本相同,截面竖向变形基本符合平截面假定,水平结合面和竖向结合面均无明显错动,竖向结合面无明显张开,墙体预制与后浇部分有很好的整体性.

This study proposes an innovative precast shear wall system, called an EVE precast hollow shear wall structure (EVE-PHSW). Precast panels in EVE-PHSW are simultaneously precast with vertical and horizontal holes. Noncontact lap splices of rebars are used in vertical joints connecting adjacent precast panels for automated prefabrication and easy in situ erection. The seismic behavior of EVE walls was examined through a series of tests on six wall specimens with aspect ratios of 1.0∼1.3. Test results showed that EVE wall specimens with inside cast-in situ concrete achieved the desired “strong bending and weak shear” and failed in shear mode. Common main diagonal cracks and brittle shear failure in squat cast-in situ walls were prevented. Inside cast-in situ concrete could significantly improve the shear strength and stiffness of EVE walls. The details of boundary elements (cast-in situ or prefabricated) and vertical joints (contiguous or spaced) had little effect on the global behavior of EVE walls. Noncontact lap splices in vertical joints could enable EVE walls to exhibit stable load-carrying capacity through extensive deformations. Evaluation on design codes revealed that both JGJ 3-2010 and ACI 318-14 provide conservative estimation of shear strength of EVE walls, and EVE walls achieved shear strength reserves comparative to cast-in situ walls. The recommended effective stiffness for cast-in situ walls in ASCE 41–17 appeared to be appropriate for EVE walls.

This paper presents an experimental study of a three-story, full-scale precast concrete shear wall structure in which vertical reinforcing bars in the walls were spliced by grouted couplers, adjacent precast concrete panels were connected by vertical segments, and precast concrete slabs with cast-in-place concrete topping were used as diaphragms tying vertical members together. Critical joints, such as horizontal and vertical wall-to-wall joints, window belly wall connections, slab-to-wall joints, slab-to-slab joints, and precast concrete sandwich panel connections, were designed and verified. Results of a series of pseudodynamic and quasi-static tests showed that the test model exhibited excellent seismic performance and failed in the desired mode. The adopted joints were strong enough to ensure behavior of the precast concrete shear wall with grouted coupler systems as if monolithic. The performance levels and damage states of the test model under various seismic intensities were evaluated according to Chinese code GB 50011-2010 and FEMA 356. Particular attention was placed on the influence of window belly walls, the performance of precast concrete sandwich walls, and the performance of superimposed concrete slabs with different slab-to-wall joints.

An innovative precast concrete column system, which is expected to be emulative to conventional cast-in-situ columns, is proposed in this paper. In this system, short novel epoxy mortar-filled threaded couplers (MTCs) provide column longitudinal reinforcement with continuity; large-spacing and high-strength longitudinal rebars are used to replace the conventional normal-strength rebars for simplified rebar splices; labor-saving spiral hoops combined with crossties provide core concrete with enhanced confinement. The effectiveness of the innovative construction details was investigated by individual connector tests and column tests. Test results showed that precast columns exhibited global behavior, damage state, cracking distribution, energy-dissipation, and deformation capacity comparable to those of cast-in-situ columns, validating the reliability of the innovative construction details. The short MTCs had little effect on the plastic hinge formation, and could enable precast columns to exhibit stable load-carrying capacity through extensive deformations. Eventually, an approximate method based on a modified plastic hinge length was developed to evaluate the deformation capacity of spliced columns, and the evaluated results agreed well with the measured ultimate drifts.

Green chain block is a new type of wall material which is made of metal tailings,construction waste residue.Based on the compressive tests of 24 green chain block masonry,their failure features,compression strength are studied.According to the experimental results and code formulas,the suggested formulas of compression strength of the block masonry is given,the calculation result is in good agreement with the experimental value.

To study the seismic behavior of the prefabricated concrete shear wall structure with rebars splicing by grout sleeves,pseudo-dynamic substructure test on a 3-story full-scale model was performed under the excitation of earthquake record.The cracks and damage phenomena of the test model were observed.Further analysis was conducted to investigate the seismic behavior,such as the hysteretic characteristic,deformation capacity,stiffness degradation and rebar yield order.The results indicate that cracks and damage of the test model center on the coupling beams and the window belly walls in the earthquake excitation direction,characterized by bending failure in the coupling beams,shear failure in the window belly walls and slight bending failure in the wall piers.The longitudinal rebars of coupling beams,the vertical rebars of wall piers and the stirrups of coupling beams yield in turn,which indicates that the design concepts'strong wall pier,weak coupling beam'and'strong shear,weak bending'of coupling beam are achieved.Under frequent earthquake,design earthquake and rare earthquake of seismic fortification intensities eight,and rare earthquake of seismic fortification intensity nine,the lateral stiffness of the test model decreases about 5％,20％,60％ and 80％,respectively,compared with the initial stiffness.The maximum inter story drift ratios are 1/3 341,1/899,1/268 and 1/111 respectively under the same load conditions,which shows that the damage extent of the test model is no damage,slight damage,moderate damage and collapse,respectively.Since the concrete superposition two-way floor slabs with rebars or no rebar protruding from precast bottom slab both are of good integrity and adequate in-plane stiffness,both types of superposition floor slab can be considered as a rigid diaphragm.It is feasible by using two U-shaped rebars to form a closed stirrup instead of the ordinary stirrup in the rectangular vertical post-casting section between two precast shear walls.The connection between inner wythe and outer wythe of the precast concrete sandwich insulation wall is reliable.As the outer wythe does not participate in bearing loads,the contribution of the outer wythe can be neglected in the structural design.

To study the seismic behavior of assembled monolithic beam-column interior joints with rebar spliced by pressed sleeve,quasi-static tests of two assembled monolithic interior joints and one cast-in-place interior joint were carried out.The crack and failure process of the specimens were observed.Further analysis was conducted to investigate the seismic behavior,such as the hysteretic characteristic,bearing capacity,deformation capacity,and rebar strain development process.The test results indicate that specimens with shear failure in the joint core area or flexural failure at the beam fixed end all fail in the expected failure modes.The failure process,crack patterns and major seismic behavior indexes of the assembled monolithic joint and the cast-in-place joint with the expected shear failure in the joint core area are basically consistent.The measured load-carrying capacity of the assembled monolithic joints,which fail in shear mode in the joint core area and flexural mode at the beam fixed end,respectively are 1.62,1.31 times as large as the calculated capacity according to the formulas in the current design code.The equivalent ultimate inter-story drift ratios of the precast assembled monolithic joints are 1/26 and 1/27.After the test and removal of concrete,no cracks and rebar slippage were observed at the sleeve,indicating that the pressed sleeve splice can transfer the tensile and compressive force of rebars effectively.

This study examines the design provisions of the Chinese GB 50011-2010 code for seismic design of buildings for the special boundary elements of T-shaped reinforced concrete walls and proposes an improved design method.Comparison of the design provisions of the GB 50011-2010 code and those of the American code ACI 318-14 indicates a possible deficiency in the T-shaped wall design provisions in GB 50011-2010.A case study of a typical T-shaped wall designed in accordance with GB 50011-2010 also indicates the insufficient extent of the boundary element at the non-flange end and overly conservative design of the flange end boundary element.Improved designs for special boundary elements of T-shaped walls are developed using a displacement-based method.The proposed design formulas produce a longer boundary element at the non-flange end and a shorter boundary element at the flange end, relative to those of the GB 50011-2010 provisions.Extensive numerical analysis indicates that T-shaped walls designed using the proposed formulas develop inelastic drift of 0.01 for both cases of the flange in compression and in tension.

To study the flexural behavior of the precast concrete hollow slab connected by monolithic seam and rebars lapping in pressed sleeve under vertical load, static tests of two precast assembly concrete hollow slab with tube fillers laid in different directions and one cast-in-place hollow slabs were carried out. The test results indicated that all specimens failed in a flexural mode with similar crack patterns. The measured peak loads of the precast assembly specimens and the cast-in-place specimen respectively were 1. 20, 1. 23 times as large as the calculated capacity according to the formulas in the GB 50010—2010. The Lapping pressed sleeves could transfer the tensile force of rebars effectively. The vertical load-midspan deflection curves, load-carrying capacity and deformation under different states of the specimens had no significant difference. The laying direction of tube fillers has little influence on the mechanical behavior of precast hollow slabs. The flexural behavior of the precast hollow slab connected by monolithic seam and rebars lapping in pressed sleeve was equivalent to integrated cast-in-site slabs.

为研究受拉钢筋套筒挤压搭接连接的预制空心楼板-叠合梁连接节点在竖向荷载作用下的受力性能,进行了2个筒芯内模布设方向不同的预制空心楼板-叠合梁连接节点和1个现浇空心楼板-叠合梁连接节点的静力试验.结果表明:3个试件的裂缝分布相同、破坏形态相同,均为空心楼板受弯破坏;试件的试验承载力与规范计算承载力的比值均大于1.05,可采用规范正截面受弯承载力公式计算预制空心楼板的受弯承载力;试件的名义屈服荷载、峰值荷载、峰值点割线刚度基本相同;预制空心楼板受拉钢筋套筒挤压搭接接头可有效传递钢筋拉力.