Dynamic Analysis of Concrete Frame Structure with Story-Adding Steel Structure at the Top

2015 ◽  
Vol 744-746 ◽  
pp. 65-70
Author(s):  
Xiang Hong Sun ◽  
Lie Ping Xie ◽  
Feng Ji
Keyword(s):  
Seismic Performance ◽  
Damping Ratio ◽  
Steel Structure ◽  
Steel Structures ◽  
Frame Structure ◽  
Natural Period ◽  
Concrete Frame ◽  
Finite Element Software ◽  
Original Frame ◽  
Whiplash Effect

After steel structure was added on top of a concrete frame structure, the mass, stiffness, natural period and damping ratio of the original frame structure has changed significantly. Using finite element software ANSYS and software PKPM respectively, model of the original frame structure and the new structure with story-adding steel structure were built. Furthermore, seismic performance of the three structures was studied. Weak location of the structure was found out. Finally, the main factors were analyzed. Results show that whiplash effect is not obvious when one-story steel structure was added on the top of the original frame structure. Also, seismic performance of the frame structure with two-story steel structures on the top is perfect. Some suggestions are put forward for designing the similar structure.

The Structure of the Performance that Resist the Static Wind on the Reinforced of Steel Structure

2012 ◽  
Vol 193-194 ◽  
pp. 1109-1112
Author(s):  
Li Ming Wu ◽  
Xiao Liang Luo ◽  
Zi Jian Wang
Keyword(s):  
Reinforced Concrete ◽  
Steel Structure ◽  
Internal Force ◽  
Frame Structure ◽  
Reinforced Concrete Frame ◽  
Wind Resistance ◽  
Concrete Frame ◽  
Building Model ◽  
Finite Element Software ◽  
Reinforced Concrete Frame Structure

Taking a 5-story reinforced concrete frame structure on the transformed 3-layer steel frames for an example, use finite element software ANSYS to reformation as a whole building model under static wind load changes for comparative analysis of internal force and displacement of the corresponding node. Analysis results show that in the transformation of steel on reinforced concrete frame structure, should fully take into account the structural stiffness change on construction of the overall effect of wind resistance, so that the transformation of the steel concrete frame structure more reasonable.

The Seismic Performance Analysis of Light Steel Story-Adding on Steel Frame

2014 ◽  
Vol 501-504 ◽  
pp. 1573-1579
Author(s):  
Hao Chen ◽  
Jiu Ping Wei ◽  
Tian Wang ◽  
Ting Ting Ma
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Damping Ratio ◽  
Great Influence ◽  
Steel Structure ◽  
Steel Frame ◽  
Frame Structure ◽  
Irregular Structure ◽  
Holistic Analysis ◽  
Layer Steel

It is common for using light steel structure as an upper layer to alter the multi-layer frame structure. But it is easy to form vertical irregular structure of rigid upper and flexible bottom. And the mass, stiffness, period and damping ratio are change after layer-adding. So it should take a holistic analysis of the structure. By using sap2000 to simulate a two-layer steel frame with a portal frame added, the seismic performance was analyzed. The result shows: transfer floor was relatively weak, it requires attention when seismic design; damping ratio has a great influence to seismic, it should been chose reasonably.

scholarly journals Seismic Responses of an Added-Story Frame Structure with Viscous Dampers

2014 ◽  
Vol 2014 ◽  
pp. 1-9 ◽  
Author(s):  
Xuansheng Cheng ◽  
Chuansheng Jia ◽  
Yue Zhang
Keyword(s):  
Seismic Response ◽  
Damping Ratio ◽  
Target Function ◽  
Bottom Layer ◽  
Frame Structure ◽  
Seismic Responses ◽  
Reinforced Concrete Frame ◽  
Viscous Dampers ◽  
Concrete Frame ◽  
Finite Element Software

The damping ratio of an added-story frame structure is established based on complex damping theory to determine the structure seismic response. The viscous dampers are selected and arranged through target function method. A significant damping effect is obtained when a small velocity index is selected. The seismic responses of a five-floor reinforced concrete frame structure with directly added light steel layers and light steel layers with viscous dampers are compared with the finite element software SAP2000. Calculation results show that, after adding the layers, the structure becomes flexible and the shear in the bottom layer decreases. However, the interlaminar shear of the other layers increases. The seismic response of the added layers is very significant and exhibits obvious whiplash effect. The interstory displacement angles of some layers do not meet the requirements. The seismic response of the structure decreases after the adoption of viscous dampers; thereby seismic requirements are satisfied.

Frequency Domain Analysis on Horizontal Wind-Induced Dynamic Responses of Light-Weight Steel Structures with Gabled Frames

2011 ◽  
Vol 71-78 ◽  
pp. 3610-3614
Author(s):  
De Zhi Liang ◽  
Xiao Juan Song
Keyword(s):  
Technical Specification ◽  
Steel Structure ◽  
Steel Structures ◽  
Wind Load ◽  
Dynamic Responses ◽  
Horizontal Wind ◽  
Light Weight ◽  
Natural Period ◽  
Finite Element Software ◽  
Wind Induced Vibration

Wind-induced dynamic responses of light-weight steel structures with gabled frames are significant because of their light weight, small stiffness and long natural period, according to Reference [1]. While the current "Technical specification for steel structure of light-weight buildings with gabled frames" (CECS102:2002) and "Lode code for the design of building structures” (GB50009-2001) generally don’t consider the wind-induced vibration influence of gabled frames. Based on rational model, the light-weight steel structure with gabled frame subjected to wind load is simulated by finite element software. The numerical simulation about horizontal wind-induced vibration response is carried out. Calculated results show that the influence of horizontal fluctuating wind load is harmful for light-weight steel plants with gabled frames and suggest that more attention should be paid in design.

Study on Seismic Performance of Unsymmetrical K-Type Friction Energy Dissipation Brace

2013 ◽  
Vol 353-356 ◽  
pp. 1879-1882
Author(s):  
Yi Xiang Xu ◽  
Wen Pan ◽  
Sheng Lan Zhu
Keyword(s):  
Energy Dissipation ◽  
Seismic Performance ◽  
Time History ◽  
Frame Structure ◽  
Reinforced Concrete Frame ◽  
Concrete Frame ◽  
Finite Element Software ◽  
Friction Energy ◽  
To Come ◽  
Rare Earthquake

The multi-storey reinforced concrete frame structure whose frame has been added with a kind of unsymmetrical K-type friction energy dissipation brace is taken as an example in this article. The time history analysis of different angles of unsymmetrical K-type friction energy dissipation brace and symmetrical K-type friction energy dissipation brace under the rare earthquake has been done by using the finite element software SAP2000. The analysis and comparison on the seismic performance shows that symmetrical K-type friction energy dissipation brace under certain conditions. Plan layout could be more flexible by using the result obtained which could become a reference for design in days to come.

scholarly journals Experimental Study of a New Precast Prestressed Concrete Joint

2018 ◽  
Vol 8 (10) ◽  
pp. 1871 ◽  
Author(s):  
Xueyuan Yan ◽  
Suguo Wang ◽  
Canling Huang ◽  
Ai Qi ◽  
Chao Hong
Keyword(s):  
Energy Dissipation ◽  
Seismic Performance ◽  
Prestressed Concrete ◽  
Precast Concrete ◽  
Concrete Strength ◽  
Frame Structure ◽  
Loading Test ◽  
Concrete Frame ◽  
Concrete Joints ◽  
Precast Prestressed Concrete

Precast monolithic structures are increasingly applied in construction. Such a structure has a performance somewhere between that of a pure precast structure and that of a cast-in-place structure. A precast concrete frame structure is one of the most common prefabricated structural systems. The post-pouring joint is important for controlling the seismic performance of the entire precast monolithic frame structure. This paper investigated the joints of a precast prestressed concrete frame structure. A reversed cyclic loading test was carried out on two precast prestressed concrete beam–column joints that were fabricated with two different concrete strengths in the keyway area. This testing was also performed on a cast-in-place reinforced concrete joint for comparison. The phenomena such as joint crack development, yielding, and ultimate damage were observed, and the seismic performance of the proposed precast prestressed concrete joint was determined. The results showed that the precast prestressed concrete joint and the cast-in-place joint had a similar failure mode. The stiffness, bearing capacity, ductility, and energy dissipation were comparable. The hysteresis curves were full and showed that the joints had good energy dissipation. The presence of prestressing tendons limited the development of cracks in the precast beams. The concrete strength of the keyway area had little effect on the seismic performance of the precast prestressed concrete joints. The precast prestressed concrete joints had a seismic performance that was comparable to the equivalent monolithic system.

Seismic Performance Evaluation for Steel Reinforced Concrete Frame Structures

2011 ◽  
Vol 255-260 ◽  
pp. 2421-2425
Author(s):  
Qiu Wei Wang ◽  
Qing Xuan Shi ◽  
Liu Jiu Tang
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
Frame Structure ◽  
Reinforced Concrete Frame ◽  
Seismic Performance Evaluation ◽  
Steel Reinforced Concrete ◽  
Concrete Frame ◽  
Structural Capacity ◽  
Reinforced Concrete Frame Structures ◽  
Dynamic Nonlinear Analysis

The randomness and uncertainty of seismic demand and structural capacity are considered in demand-capacity factor method (DCFM) which could give confidence level of different performance objectives. Evaluation steps of investigating seismic performance of steel reinforced concrete structures with DCFM are put forward, and factors in calculation formula are modified based on stress characteristics of SRC structures. A regular steel reinforced concrete frame structure is analyzed and the reliability level satisfying four seismic fortification targets are calculated. The evaluation results of static and dynamic nonlinear analysis are compared which indicates that the SRC frame has better seismic performance and incremental dynamic analysis could reflect more dynamic characteristics of structures than pushover method.

Seismic performance of ductile medium height reinforced concrete frame buildings designed in accordance with the provisions of the 1995 National Building Code of Canada

1999 ◽  
Vol 26 (5) ◽  
pp. 606-617 ◽  
Author(s):  
A C Heidebrecht ◽  
N Naumoski
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
Frame Structure ◽  
Performance Criteria ◽  
Building Code ◽  
Reinforced Concrete Frame ◽  
Concrete Frame ◽  
Moment Resisting Frame ◽  
Moment Resisting ◽  
Interstorey Drift

This paper describes an investigation into the seismic performance of a six-storey ductile moment-resisting frame structure located in Vancouver and designed and detailed in accordance with the seismic provisions of the National Building Code of Canada (1995). Both pushover and dynamic analyses are conducted using an inelastic model of the structure as designed and detailed. The structural performance of a number of design variations is evaluated using interstorey drift and member curvature ductility response as performance measures. All frames studied are expected to perform at an operational level when subjected to design level seismic excitations and to meet life safe performance criteria at excitations of twice the design level.Key words: seismic, building, frames, ductile, design, performance, reinforced concrete, code.

Research on Fire Resistance Performance of Pre-Stressed Suspended Steel Reticulated Shell

2010 ◽  
Vol 163-167 ◽  
pp. 790-794
Author(s):  
Feng Bo Yu ◽  
Xin Tang Wang ◽  
Ming Zhou ◽  
Wan Zhen Wang
Keyword(s):  
High Temperature ◽  
Fire Resistance ◽  
Steel Structure ◽  
Steel Structures ◽  
Space Structure ◽  
International Standards ◽  
Large Space ◽  
Finite Element Software ◽  
Large Space Structure ◽  
Fire Scene

Pre-stressed steel structures with large space are widely used in stadium, exhibition hall, theater and other buildings today. In order to study the fire-resistance behavior of suspended steel lattice shell of a stadium, the method of performance-based fire resistance design is used. First of all, the stadium physical model is established and the software FDS is used to determine the heating curves of the measuring points of the large space structure for two fire scenes. Compared with international standards heating curve, the heating curves of the large space structure obtained here has characteristic of local high-temperature. The finite element software MSC.MARC is further used to simulate the fire behavior of the pre-stressed steel structure with large space, in which the fire scene with 10MW design power of fire source and 30 minutes duration of fire are considered and two loading ways that overall non-uniform temperature field loading and the local high temperature components loading are accepted. The results show that the pre-stressed steel structure with large space has good fire resistance behavior, and the overall failure will not take place for the fire scene suggested here during 30 minutes duration of fire.

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