Showing papers on "Shear wall published in 2000"
TL;DR: In this article, the performance of thin steel plate shear walls for medium and high-rise buildings was evaluated under cyclic quasi-static load loading, where the postbuckling strength of the panels is relied upon for most of the frame shear resistance, similar to the slender web of a plate girder.
Abstract: In the last few decades, steel plate shear walls have been introduced as primary lateral load resisting elements in several buildings around the world. This paper presents research from a study on the performance of unstiffened thin steel plate shear walls for medium- and high-rise buildings. In this concept, the postbuckling strength of the panels is relied upon for most of the frame shear resistance, similar to the slender web of a plate girder. Experimental testing was conducted on two single- and one four-story steel shear wall specimens, under cyclic quasi-static loading. Each specimen consisted of a single bay with column-to-column and floor-to-floor dimensions of 900 mm, representing a quarter-scale model of a typical office building core. Identification of load-deformation characteristics and the stresses induced in the structural components were the primary objectives of the testing program. Good energy dissipation and displacement ductility capacities were achieved. Primary inelastic damage mode...
252 citations
128 citations
97 citations
TL;DR: In this paper, the difference between the rigid-floor and flexible-floor analyses of buildings with and without shear walls was investigated, and an error formula was generated using the regression analysis of the rigid and flexible floor analyses from 520 rectangular, U-shaped, and T-shaped buildings.
Abstract: The main purpose of this paper is to investigate the difference between the rigid-floor and flexible-floor analyses of buildings. The finite-element method is used to analyze the buildings with and without shear walls. From a number of response-spectrum analyses, the rigid-floor model was found to be accurate enough for regular and nonregular buildings without shear walls. However, the difference between the rigid-floor and flexible-floor analyses can be large for the buildings with shear walls. Thus, an error formula is generated using the regression analysis of the rigid-floor and flexible-floor analyses from 520 rectangular, U-shaped, and T-shaped buildings. Using this formula, one can estimate the error of the structural analysis of a building with shear walls when the rigid-floor assumption is used.
69 citations
TL;DR: In this article, the reliability of code formulas such as those of the current Korean Building Code, UBC 1997, NBCC 1995 and BSLJ 1994 for estimating the fundamental period of RC buildings with shear-wall dominant systems, representative of typical residential building in South-East Asia.
Abstract: This study focused on evaluating the reliability of code formulas such as those of the current Korean Building Code, UBC 1997, NBCC 1995 and BSLJ 1994 for estimating the fundamental period of RC buildings with shear-wall dominant systems, representative of typical residential building in South-East Asia. For this purpose, full-scale measurements were carried out on fifty RC apartment buildings, and these results were compared with those obtained by code formulas and also by dynamic analysis. Although these code formulas are based on the measured periods of buildings during various earthquakes and building period varies with the amplitude of structural deflection or strain level, ambient surveys should provide an effective tool for experimentally verifying the design period of the completed building. This comparison shows that comparatively large errors are likely to occur when the code formula of KBC, which is based on UBC 1988, is used, and none of the other code formulas examined in this study are sufficient for estimating the fundamental period of apartment buildings with shear-wall dominant systems. An improved formula is proposed by regression analysis on the basis of the measured period data. Copyright © 2000 John Wiley & Sons, Ltd.
67 citations
TL;DR: In this paper, a constitutive model for predicting the cyclic response of reinforced concrete structures is proposed, which adopts the concept of a smeared crack approach with orthogonal fixed cracks and assumes a plane stress condition.
Abstract: A constitutive model for predicting the cyclic response of reinforced concrete structures is proposed. The model adopts the concept of a smeared crack approach with orthogonal fixed cracks and assumes a plane stress condition. Predictions of the model are compared firstly with existing experimental data on shear walls which were tested under monotonic and cyclic loading. The same model is then used in the finite element analysis of a complete shear wall structure which was tested under a large number of cyclic load reversals due to earthquake loading at NUPEC's Tadotsu Engineering Laboratory. Two different finite element approaches were used, namely a two-dimensional and a three-dimensional representation of the test specimen. The ability of the concrete model to -reproduce the most important characteristics of the dynamic behaviour of this type of structural element was evaluated by comparison with available experimental data. The numerical results showed good correlation between the predicted and the ac...
65 citations
TL;DR: In this article, structural shear walls of conventional buildings were subjected to cyclic inelastic lateral loading in the laboratory and the results of this experimental investigation were presented in the form of load-displacement plots and compared with the values calculated on the basis of ACI recommendations.
62 citations
Patent•
15 Dec 2000
TL;DR: In this paper, a shear wall construction and method for assembling the same is described, where a plywood sheet includes close laterally-spaced pairs of vertical studs or posts proximate each lateral end and a tie member extends from the channel defining member into a concrete foundation or other underlying building element.
Abstract: A shear wall construction and method for assembling the same is disclosed. A plywood sheet includes close laterally-spaced pairs of vertical studs or posts proximate each lateral end. A channel-defining member is fitted and fixed between the spaced studs. A tie member extends from the channel-defining member into a concrete foundation or other underlying building element. A track is also provided for sheathing a lower edge of the shear wall. Protrusions from the metal track aid in anchoring the shear wall to the concrete foundation.
40 citations
Journal Article•
TL;DR: SBETA as mentioned in this paper is a tool for assessing the bearing capacity of designed or existing structures, investigating structural damage and failure, and developing new structural systems using a mathematical model that is based on the smeared crack concept and the damage approach.
Abstract: Nonlinear analysis enables computer simulation of the behaviour of reinforced concrete structures in designed conditions. This paper describes the theoretical background, validation, and application of the SBETA simulation software and its new object-oriented version ATENA. There are over 100 users of SBETA worldwide, who use it for design and research and development. It is a tool for assessing the bearing capacity of designed or existing structures, investigating structural damage and failure, and developing new structural systems. SBETA uses a mathematical model that is based on the smeared crack concept and the damage approach. The model regards concrete without cracks as isotropic and concrete with cracks as orthotropic. The fixed crack model or the rotated crack model can be used to define the axes of orthotropy, which are the material axes of cracked concrete. The first example of experimental verification is a simple case of a reinforced concrete bar subjected to tension, whose crack propagation, crack width, and crack spacing were simulated. The second example, a shear wall, was simulated using a finite element model. An application example is outlined, where a nonlinear analysis with SBETA was performed to simulate the response to service loads of a Swiss bridge with cracked beams above its piers.
40 citations
TL;DR: In this article, the free flexural vibration of a one-step bar with variable cross-section under various axial loads is reduced to Bessel's equations or ordinary equations with constant coefficients by selecting suitable expressions, such as power functions and exponential functions, for the distributions of stiffness and mass as well as for the axial forces acting on the bars.
TL;DR: In this paper, a series of strong motion and ambient vibration records have been obtained in a 22-stories high structural wall Chilean building and the response characteristics were identified using parametric and nonparametric system identification techniques.
Patent•
01 Dec 2000
TL;DR: In this paper, an elongated thin metal strap is attached to a wood structural member such that the strap and structural member conjointly act compositely and transmit substantial shear and moment forces from the elongated structural member to the foundation.
Abstract: A moment resisting strap connection in a shear-resisting assembly for use in light frame building construction, particularly in shear walls, attached to a foundation. The improvement includes providing an elongated thin metal strap attached to a wood structural member such that the strap and wood structural member conjointly act compositely and transmit substantial shear and moment forces from the elongated structural member to the foundation. Further enhanced transfer of shear and moment forces from the wood structural member to the foundation is effected by providing sufficient fasteners such as screws between the strap, a holdown, and the wood structural member to stitch the elements together so as to stiffen them and thereby prevent bending of the end of the holdown.
TL;DR: In this article, a new seismic energy dissipation shear wall structure is proposed, which is one with purposely built-in vertical slits within the wall panel, and rubber belts as seismic dissipation devices are installed in the vertical slit.
Abstract: A new seismic energy dissipation shear wall structure is proposed in this paper. The new shear wall is one with purposely built-in vertical slits within the wall panel, and rubber belts as seismic energy dissipation devices are installed in the vertical slits. In order to verify this concept, shaking table tests of a 10-storey shear wall model with rubber belts filled in the vertical slits were carried out, and comparison of seismic behaviour was made between the new shear wall system and a shear wall with reinforced concrete connecting beams as energy dissipation. Furthermore, the seismic behaviour of this new shear wall is analysed by a finite element time history analysis method. The test and analysis show that the new shear wall system has a very good ability to dissipate seismic energy and is easy to use in engineering practice. Copyright © 2000 John Wiley & Sons, Ltd.
TL;DR: In this paper, a discrete three-degree-of-freedom model of a wood frame shear wall has been developed that is suitable for design-type analyses, which captures the salient features of the wall response, is amenable to exact closed-form solution, and has the flexibility to account for variations in wall geometry, framing and sheathing materials, fastener type and spacing.
Abstract: A discrete three-degree-of-freedom model of a wood frame shear wall has been developed that is suitable for design-type analyses. The model captures the salient features of the wall response, is amenable to exact closed-form solution, and has the flexibility to account for variations in wall geometry, framing and sheathing materials, fastener type, and spacing. Sheathing-to-stud connections are modeled using a linear viscoelastic element; a method is presented for determining the connection properties using the results of full-scale shear wall tests and a closed-form solution for the test excitation. Results show that the model accurately predicts the hysteretic behavior of the wall for low to moderate displacements; at larger displacements the linear model captures the overall behavior (effective stiffness and energy dissipation), but, as would be expected, fails to predict the pinched hysteresis observed in the tests. Finally, a response spectrum analysis is conducted of a single-story wood frame structure to demonstrate how the model can be used for design-type analyses.
TL;DR: In this paper, a procedure interpreting the behavior of screwed lightweight sandwich shear walls is presented, which should allow the effect of cladding panels on the structural response of steel frames to be properly accounted for.
01 Jan 2000
TL;DR: The perforated shear wall method as mentioned in this paper is an alternate empirical-based approach to the design of wood-framed shear walls with openings, and it has been shown to be valid for steel-frame shears.
Abstract: The response of cold-formed steel-frame shear walls to lateral forces is the focus of the paper. Results are presented for monotonic and cyclic tests of sixteen filII-size shear walls with and without openings. Walls of five configurations with sheathing area ratio ranging from 1.0 to 0.3 were tested. The specimens were 12-m (40-ft.) long and 2.4-m (8-ft.) high with II-mm (7/16-in.) oriented strandboard (OSB) sheathing. One specimen had additional 13-mm (0.5-in.) gypsum wallboard sheathing. All specimens were tested in horizontal position with no dead load applied in the plane of the wall. Resistance of walls was compared with predictions of the perforated shear wall design method. During monotonic and cyclic tests, steel-frame walls failed in a stepwise manner due to bending of framing elements and head pull-through of sheathing screws. No fatigue of mechanical connections was observed. Cyclic loading did not affect elastic performance of the walls but significantly reduced their deformation capacity. Fullysheathed walls were significantly stiffer and stronger but significantly less ductile than walls with openings. Gypsum sheathing was additive to the stiffness and strength of fully-sheathed walls during monotonic tests. Predictions of the perforated shear wall method appeared to be conservative at all levels of loading when overturning anchors are present at the ends of the wall specimen. INTRODUCTION Light-frame shear walls are a primary element in the lateral force-resisting system in residential construction. Traditional design of exterior shear walls containing openings for windows and doors, accounts for strength of fully-sheathed shear wall segments only. Each full-height shear wall segment is required to have overturning restraint supplied by structure weight and/or mechanical anchors. The shear capacity of a wall must equal the sum of the individual full-height segment shear capacities, and sheathing above and below openings is not considered to contribute to the overall performance of the wall. Shear wall design values for segmented walls of cold-formed steel construction have been included in the three model building codes for the United States. The design values are based on monotonic and cyclic tests conducted by Serrette, et al. (1996, 1997) on 2.4 x 2.4 m (8 x 8 ft.) and 1.2 x 2.4 m (4 x 8 ft.) specimens sheathed with plywood, OSB, and gypsum. The perforated shear wall method is an alternate empirical-based approach to the design of woodframed shear walls with openings. This method appears in the Standard Building Code 1996 Revised Edition (SBC 1996), the International Building Code final draft (!BC 1998), and the Wood Frame Construction Manual (WFCM) (AF &P A 1995). The perforated shear wall method consists of a combination of prescriptive provisions and empirical adjustments to design values in shear wall selection tables for the design of shear wall segments containing openings. Shear walls designed using this method, must be anchored only at the wall ends, not at each wall segment. If similar sheathing materials and fasteners are used for woodand steelframe shear walls, it is reasonable to assume similar performance for both types of frames. This study was conducted to confirm that the perforated shear wall method for design of shear walls is valid for cold-formed steel shear walls. Results of monotonic and cyclic tests of full-size cold-formed steel-frame shear walls meeting the requirements of the perforated shear wall method are reported. Monotonic tests serve as a basis for establishing design values in wind design. Cyclic tests are performed to establish conservative estimates of performance during a seismic event. The objectives of the study were to determine the effects of (a) size of openings, (b) cyclic loading, (c) gypsum drywall sheathing on steel-framed shear wall performance, and to compare the strength of walls with predictions of the perforated shear wall method. I Graduate Research Assistant, Virginia Polytechnic Institute and State University, Blacksburg, VA , Associate Professor, Virginia Polytechnic Institute and State University, Blacksburg, VA
Dissertation•
01 Jan 2000
TL;DR: In this article, a 2D finite element model (FEM) is used to simulate the behavior of reinforced concrete shear walls under seismic loading, and the results obtained from numerical simulations, based on a 3D shell FEM, are compared with those obtained from tests carried out in the frame of the ICONS programme.
Abstract: This thesis deals with aspects of seismic behaviour of reinforced concrete shear walls (RCSW). Its objective is to introduce a useful modelling approach for addressing the non-linear response of a large variety of RCSW and to identify several aspects in which this numerical approach could be implemented into design applications. Firstly, the characteristics of the behaviour of RCSW under seismic loading, some design principles and different modelling approaches are discussed. As an important lack of knowledge in several fields was identified, it was considered that three types of shear walls deserve more attention: 1) Slightly reinforced slender walls, 2) U- shaped walls and 3) Heavily reinforced squat shear walls. A local modelling approach is adopted and the material constitutive models are described in details. Secondly, the behaviour of the two mock-ups, CAMUS I and II, tested on the shaking-table during the CAMUS programme, which are slightly reinforced and designed according to the French code PS92 is simulated using a 2-D finite element model (FEM). For comparison purposes, the case of the CAMUS III mock-up, designed according to EC8, is considered. We are then dealing with the case of U-shaped walls under dynamic and cyclic loading. The results obtained from numerical simulations, based on a 3-D shell FEM, are compared with those obtained from tests carried out in the frame of the ICONS programme. Finally, the numerical model is applied to the case of heavily reinforced squat shear walls (similar to those used in the nuclear power plant buildings) subjected to shear loading. A 2-D FEM is considered in order to simulate the behaviour of three different walls, which were tested pseudodynamically during the SAFE programme. The results from both experimental and numerical studies are compared and discussed. The most important factors affecting the behaviour of RCSW are highlighted. Different examples of possible contributions to design are presented.
27 Apr 2000
TL;DR: In this article, the authors evaluated the effectiveness of Fluid Viscous Dampers (FVD) when used to control blast loading responses on lateral load resisting frames and found that FVD provided a cost effective way to control displacement and plastic hinge rotation of lateral load resistances under blast loading.
Abstract: The purpose of this paper is to evaluate the effectiveness of Fluid Viscous Dampers (FVD) when used to control blast loading responses on lateral load resisting frames. In particular, this paper addresses the following issues: 1) Development of a blast loading time history for a 3,000 pound TNT blast, 2) Blast effects and performance comparisons of a conventional special moment resisting frame (SMRF), SMRF with FVD, and a conventional shear wall building. Nonlinear dynamic force history analyses were conducted on three different types of structures: 1) Conventional SMRF, 2) SMRF with FVD, and 3) Conventional concrete shear wall. The lateral load resisting frames of these structures were designed to conform to the 1994 Uniform Building Code, Zone 4 criteria. Nonlinear computer models with and without FVD were subjected to a dynamic blast loading from 3,000 pounds of TNT at 100, 40, and 20-foot standoff distances. Nonlinear analyses indicated that structures with FVD provided a cost effective way to control displacement and plastic hinge rotation of lateral load resisting frames under blast loading. Blast Loading Time Histories For A 3,000 Lb Charge Of Trinitrotoluene (TNT) The intent of this report is to study the relative performance of structures subjected to transient pulses caused by the detonation of explosives. Most explosives are developed and used primarily by the military and government agencies. Very little data is published in the public domain concerning blast pulse magnitudes and wave forms. The transient pulses presented here are for reference only. They were assembled entirely from an unclassified database of public domain material, and were appropriately scaled for use. In general, the frequency content from the time history of a detonation is at least an order of magnitude higher than the structural frequencies of a conventional building. Thus, it is not necessary to utilize high precision transients. Since only conventional buildings were to be studied, the extremely short explosive pulse durations also indicated that integrated pulse content was much more important than a highly precise wave form. For these reasons, all pulses were rendered generic by reducing them to an equivalent triangular wave form. The resultant time histories provide what
TL;DR: In this article, the multidomain spline boundary element method (SFBEM) is presented for analysis of elastic plane problems with different material constants or thicknesses throughout different domains.
Abstract: In this paper, the multidomain spline fictitious boundary element method (SFBEM) is presented for analysis of elastic plane problems with different material constants or thicknesses throughout different domains. The problems are first reduced to nonsingular fictitious boundary integral equations with multidomain techniques being adopted. Then spline functions are adopted as trial functions to the unknown fictitious load functions in the deduced integral equations, and boundary-segment-least-squares techniques are used for eliminating the boundary residues. The proposed method is further applied in the analysis of high rise building structures, including framed shear walls, coupled shear walls, and frame-shear walls as well. Several typical numerical examples are given to show the accuracy and efficiency of the method.
TL;DR: In this article, a displacement-based approach for the seismic design of coupled reinforced concrete shear walls in buildings is presented, where two lateral load-resisting systems, one utilizing weakly coupled walls and the other using adequately coupled walls, are designed and analyzed for regions of high seismicity.
Abstract: This paper presents a displacement‐based approach for the seismic design of coupled reinforced concrete shear walls in buildings. Two lateral load‐resisting systems, one utilizing weakly coupled walls and the other using adequately coupled walls, are designed and analyzed for regions of high seismicity. The effect of beam‐to‐wall strength ratio on various response parameters is studied. The analysis results indicate that weakly coupled walls tend to develop excessive ductility demand and biased response under some critical ground motions. Walls that are adequately coupled produce displacement and ductility consistent with the design. Selecting an optimum value for the beam‐to‐wall strength ratio can minimize the ductility demand in the walls. The higher mode shear seems to decrease with an increase in the beam‐to‐wall strength ratio. Earthquakes that are capable of producing a large displacement pulse early during the ground shaking may adversely influence the subsequent response of the coupled w...
TL;DR: In this article, the authors present the results of nonlinear dynamic analyses carried out on ductile coupled shear walls (CSWs) to investigate the seismic shear demand on wall segments.
Abstract: This paper presents the results of nonlinear dynamic analyses carried out on ductile coupled shear walls (CSWs) to investigate the seismic shear demand on wall segments. The objectives of the present study were to evaluate the dynamic amplification and establish a code-format force reduction factor for shear, applicable in Canada. The study considered three Canadian seismic zones (4, 5, and 6), five numbers of storeys (6, 10, 15, 20, and 30), three degrees of coupling (low, medium, and high), and 10 historical earthquake records encompassing a broad range of frequency contents. Overall, 450 analyses were performed. Results indicate that the New Zealand amplification factor βv presently used in Canada overestimates the dynamic amplification. Additionally, the use of the overstrength factor for shear γp for tension walls may underestimate their shear resistance and result in a shear failure. Conversely, the use of γp for compression walls provided a reasonable factor of safety. Finally, for the shear design...
TL;DR: In this article, the results of seven full-scale fire resistance tests conducted on load-bearing gypsum board protected, wood stud shear wall assemblies were presented, including the temperatures and deflections measured during the fire tests.
Abstract: This paper presents the results of seven full-scale fire resistance tests conducted on load-bearing gypsum board protected, wood stud shear wall assemblies. The experimental studies were conducted to determine the effects of placement of shear membrane and type of insulation on the fire resistance of such assemblies. Details of the results, including the temperatures and deflections measured during the fire tests, are presented. Results from the studies indicate that the placement of shear membrane and insulation type significantly influence the fire resistance of such wood stud shear wall assemblies.
Journal Article•
TL;DR: In this article, a non-linear, finite-element model is calibrated by experimental data, and then used to evaluate the load-deformation curves of reinforced-concrete shear wall with different reinforcement configurations.
Abstract: The South Iceland Lowland is an active seismic zone. Approximately, 60% of all residential houses in the region are one or two stories reinforced-concrete buildings. In June 2000, two major earthquakes of magnitude 6½ struck the South Iceland. The earthquakes caused considerable damage, especially to older structures. No building collapsed, and no people suffered serious injuries. In this paper, a non-linear, finite-element model is calibrated by experimental data, and then used to evaluate the load-deformation curves of reinforced-concrete shear wall with different reinforcement configurations. The shear wall geometry is typical for Icelandic residential buildings. The evaluated load-deformation curves are then used in earthquake response analysis, using recorded strong motion data from the South Iceland earthquakes of June 2000.
Journal Article•
TL;DR: In this article, various analytical models developed to predict the nonlinear dynamic responses of reinforced concrete shear walls are described, and the Hysteretic rules and relative parameters of the models are discussed.
Abstract: Various analytical models developed to predict the nonlinear dynamic responses of reinforced concrete shear walls are described in this paper. Hysteretic rules and relative parameters of the models are also discussed. Information provided in this paper can be used for nonlinear dynamic analysis of reinforced concrete shear wall, frame- wall structures and steel -concrete hybrid structufes.
TL;DR: In this paper, the potential benefits of using aerospace design methodologies in new forms of lightweight dwelling construction which have received growing attention in recent years are investigated, along with comparisons with the more usual rectangular type.
01 Jan 2000
TL;DR: In this paper, a deterministic finite element algorithm is developed to evaluate the reliability of frame and shear wall structural system subjected to both static and dynamic loadings, where the presence of shear walls is represented by plate elements.
Abstract: Effective and accurate algorithms are developed to evaluate the reliability of frame and shear wall structural system subjected to both static and dynamic loadings. The basic deterministic finite element algorithm is based on the assumed stress-based finite element method in which the tangent stiffness can be expressed in explicit form and fewer elements are required to realistically capture the structural behavior. These features are desirable for developing an efficient reliability analysis algorithm for both static and dynamic cases. The presence of shear walls is represented by plate elements. The stiffness matrix for the combined system is then developed. To verify the accuracy of the deterministic algorithm, a 2-bay 2-story building consisting of five similar frames is considered. Only one frame is assumed to have shear walls. The responses of the frame with shear walls subjected to static and dynamic loadings are evaluated. The responses of the same structural system are also evaluated using a commercially available computer program. The results match very well, implying that the deterministic algorithm developed in this study is accurate. The deterministic algorithm is then extended to consider the uncertainty in the random variables. For the static case, a stochastic finite element-based approach consisting of the reliability approach, the first-order reliability analysis procedure and the finite element method is proposed. For the dynamic case, a hybrid approach consisting of the response surface method, the finite element method, the first-order reliability method and the linear iterative scheme is used. The unique feature of this algorithm is that the earthquake loading can be applied in the time domain. The material and cross-sectional properties, the damping and the magnification factors of earthquake time histories are considered to be random variables in this study. The reliability of a frame without and with shear walls is evaluated for the strength and serviceability performance functions. The results are verified using the Monte Carlo simulation technique.
TL;DR: In this article, the analysis of building shear walls using the boundary element method (BEM) and two collocation techniques are used in the analysis (regular and singular) and the wall is modeled using both constant and quadratic boundary elements.
Abstract: This paper deals with the analysis of building shear walls using the boundary element method (BEM). Two collocation techniques are used in the analysis (regular and singular). The wall is modeled using both constant and quadratic boundary elements. An example problem with several parametric studies is demonstrated. The results compared to the results of different finite element models to show the accuracy and the reliability of the boundary element method in the analysis of such structures.
Patent•
19 Jul 2000
TL;DR: In this paper, the anti-seismic building system of middle and high-rise steel structure is characterized by that a box foundation is adopted, core cylinder body is one assembled by steel skeleton and shear wall, its steel column is made into the form of U, and the steel connecting part embedded in shear walls is fixedly connected with steel skeleton, the fine stone concrete is used for joint-grouting to form a whole body.
Abstract: The anti-seismic building system of middle and high-rise steel structure is characterized by that a box foundation is adopted, core cylinder body is one assembled by steel skeleton and shear wall, its steel column is made into the form of U, and the steel connecting part embedded in shear wall is fixedly connected with steel skeleton, the fine stone concrete is used for joint-grouting to form a whole body, and the assembled core cylinder is connected with steel frame connected by high-strength bolts,and its floor is steel-concrete combined one. Said system is quick in construction speed and good in anti-seismic performance.