Equivalent Static Wind Loads on Low Rise Buildings

2013 ◽  
Vol 671-674 ◽  
pp. 450-453
Author(s):  
Fang Hui Li ◽  
Ming Gu ◽  
Shi Zhao Shen
Keyword(s):  
Static Load ◽  
Wind Loads ◽  
Load Response ◽  
Equivalent Static Load ◽  
Equivalent Static Wind Loads ◽  
Correlation Techniques ◽  
The Many ◽  
Proper Orthogonal ◽  
Fluctuating Wind ◽  
Weighted Combination

The many low rise roof structures are sensitive to the effects of fluctuating wind load. In engineering design for the structures, spatiotemporally varying wind loads on the low rise roofs are modeled as equivalent static wind loads. In this paper, the equivalent static load of the large span roofs is formulated in terms of either a weighted combination of modal inertial load components, and the resonant and background load components that was obtained by the POD (Proper Orthogonal Decomposition) and LRC (Load –Response -Correlation) techniques.

A Study on the Equivalent Static Wind Loadings on the Arched Roof Frames of Low-Rise Buildings in Atmospheric Boundary Layers

2011 ◽  
Vol 121-126 ◽  
pp. 3113-3117
Author(s):  
Jwo Hua Chen
Keyword(s):  
Boundary Layer ◽  
Wind Tunnel ◽  
Wind Loads ◽  
Design Codes ◽  
Atmospheric Boundary Layers ◽  
Peak Response ◽  
Study Results ◽  
Equivalent Static Wind Loads ◽  
Wind Pressures ◽  
Fluctuating Wind

A series of wind tunnel aerodynamic experiments were conducted to investigate the wind loads on the low-rise buildings with arched roofs. The wind loadings were calculated from the simultaneous measured wind pressures data over all of the models surfaces in a simulated open terrain exposure atmospheric boundary layer. With these data the equivalent static wind loads (ESWL) of fluctuating wind pressures acting on buildings frames were evaluated and the results of equivalent static wind loads were compared with the 2006 version design codes of wind loadings on buildings in Taiwan. The design codes suggested the direction of wind acting on the low-rise buildings roofs were normal to the ridges of roofs. In this study results shown, the equivalent static wind loads caused by the approaching turbulent flow may exceed the suggested values by codes. So the peak response of structural frames should be considered carefully.

Study of Equivalent Static Wind Loads on a High-Rise Building with 204 Meters High

2011 ◽  
Vol 243-249 ◽  
pp. 985-988
Author(s):  
Qin Hua Wang ◽  
Bi Qing Shi ◽  
Ping Sheng Xu
Keyword(s):  
Wind Tunnel ◽  
Structure Design ◽  
Wind Engineering ◽  
Wind Loads ◽  
Building Structures ◽  
High Rise ◽  
High Rise Building ◽  
Load Response ◽  
Equivalent Static Wind Loads

Equivalent static wind loads (ESWL) are the bridge between engineer in the structure design field and researcher in wind engineering field. In this paper, a practical high-rise building with 204 meters high was tested in wind tunnel, and then ESWL was calculated by load-response correlation (LRC) method based on the results of wind tunnel. Some results are useful for design of building structures.

Determination of seismic design forces by equivalent static load method

2003 ◽  
Vol 30 (2) ◽  
pp. 287-307 ◽  
Author(s):  
JagMohan Humar ◽  
Mohamed A Mahgoub
Keyword(s):  
Seismic Design ◽  
Static Load ◽  
Base Shear ◽  
Uniform Hazard Spectra ◽  
Uniform Hazard Spectrum ◽  
Higher Mode Effects ◽  
Mode Effects ◽  
Equivalent Static Load ◽  
Adjustment Factors ◽  
Mode Vibration

In the proposed 2005 edition of the National Building Code of Canada (NBCC), the seismic hazard will be represented by uniform hazard spectra corresponding to a 2% probability of being exceeded in 50 years. The seismic design base shear for use in an equivalent static load method of design will be obtained from the uniform hazard spectrum for the site corresponding to the first mode period of the building. Because this procedure ignores the effect of higher modes, the base shear so derived must be suitably adjusted. A procedure for deriving the base shear adjustment factors for different types of structural systems is described and the adjustment factor values proposed for the 2005 NBCC are presented. The adjusted base shear will be distributed across the height of the building in accordance with the provisions in the current version of the code. Since the code-specified distribution is primarily based on the first mode vibration shape, it leads to an overestimation of the overturning moments, which should therefore be suitably adjusted. Adjustment factors that must be applied to the overturning moments at the base and across the height are derived for different structural shapes, and the empirical values for use in the 2005 NBCC are presented.Key words: uniform hazard spectrum, seismic design base shear, equivalent static load procedure, higher mode effects, base shear adjustment factors, distribution of base shear, overturning moment adjustment factors.

Static Load Response of the Heels of SACH Feet

Orthopedics ◽  
1985 ◽  
Vol 8 (2) ◽  
pp. 225-228
Author(s):  
Harry B Skinner ◽  
Mark A Abrahamson ◽  
Raymond K Hung ◽  
Leigh A Wilson ◽  
David J Effeney
Keyword(s):  
Static Load ◽  
Load Response

scholarly journals Numerical Simulation of Dynamic Response and Evaluation of Flexural Damage of RC Columns under Horizontal Impact Load

2021 ◽  
Vol 11 (23) ◽  
pp. 11223
Author(s):  
Bin Hu ◽  
Jian Cai ◽  
Jiabin Ye
Keyword(s):  
Static Load ◽  
Impact Load ◽  
Bending Moment ◽  
Internal Force ◽  
Displacement Curve ◽  
Fe Model ◽  
Damage State ◽  
Rc Columns ◽  
Equivalent Static Load ◽  
The Impact

By using the ABAQUS finite element (FE) model, which has been verified by experiments, the deformation and internal force changes of RC columns during the impact process are investigated, and a parametric analysis is conducted under different impact kinetic energies Ek. According to the development path of the bottom bending moment-column top displacement curve under impact, the member is in a slight damage state when the curve rebounds before reaching the peak and in a moderate or severe damage state when the curve exceeds the peak, in which case the specific damage state of the member needs to be determined by examining whether there is a secondary descending stage in the curve. Accordingly, a qualitative method for evaluating the bending failure of RC column members under impact is obtained. In addition, the damage state of RC columns under impact can also be quantitatively evaluated by the ratio of the equivalent static load Feq and the ultimate static load-bearing capacity Fsu.

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