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The shape design of arch dams requires consideration of multiple complex factors, such as the shape of the valley at the dam site, engineering geological conditions, regional seismic intensity, hub layout, and flood discharge methods. Therefore, the shape design of arch dams is a typical complex optimization problem. In this paper, a general parametric design method of arch dam shape is proposed, which can describe all kinds of arch dams such as parabola and hyperbola. By fixing the position of the arch end and adjusting the position, shape, and thickness of the arch crown beam to drive the shape change of the arch dam, automatic modeling and finite element stress deformation calculation of the arch dam are achieved. Taking the minimum volume of the arch dam as the optimization objective, intelligent optimization of the arch dam shape is carried out under constraints such as geometry, stress, and stability. Using this method to optimize the shape of a high arch dam, the optimization efficiency is high and the optimization effect is obvious. The stress of the optimized arch dam body and the equivalent stress of the foundation surface meet the requirements of the specifications, and the flexibility coefficient and stress level also meet the indicators recommended by experience. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Railway Standard Design is the property of Railway Standard Design Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

In order to clarify the seismic mitigation and isolation performance of sliding friction pendulum bearings of long continuous prestressed concrete (PC) girder bridges in high seismic intensity areas, a nonlinear analysis model of space beam element of a long-unit PC continuous girder bridge with seismic fortification intensity of 9 degrees was established using CSiBridge software. Based on the seismic response of ordinary spherical steel bearing, the seismic isolation performance of lead rubber bearing and sliding friction pendulum bearing was compared and analyzed, and the friction coefficient and bearing curvature of sliding friction pendulum bearing were analyzed. The results show that, compared with the lead rubber bearing, the sliding friction pendulum bearing has better seismic isolation effect, less internal force and deformation of the fixed pier, and more uniform and reasonable force for the long-unit continuous girder bridge. For sliding friction pendulum bearings, the greater the friction coefficient, the greater the bending moment at the bottom of the fixed pier and the displacement at the top of the pier of the long continuous beam. The amplitudes of variation for friction coefficient, maximum bending moment at the bottom of the fixed pier, and the extreme displacement at the top of the pier were found to be 20%, 1.67%, and 1.45%, respectively. The radius of curvature of sliding friction pendulum bearing has little effect on the seismic isolation performance of the long continuous beam. The radius of curvature increases by 1.5 m, the maximum bending moment at the bottom of the fixed pier increases by 0.97%, and the displacement at the top of the fixed pier increases by 0. 37%-1.39%. [ABSTRACT FROM AUTHOR]

In recent years, the intensity and frequency of earthquakes have been increasing, in this paper, an evacuation chair based on bionic design and neural network in an earthquake situation was designed, the research results through goodness-of-fit test and system clustering method to obtain 6 major categories and 18 subcategories of functional requirements were analyzed, and the bionic object based on the common requirements was determined. Its texture features were extracted using Gabor filtering and abstracted into the ontological pixel space, and the mapping relationship model with user preferences was established using neural network and pixel theory. MSE values of 0.092 12 and 0.007 44 were obtained, indicating good model performance. Using shape grammar rules for design innovation, three solutions were obtained, and the mean square error MSE value was 0.003 24 by verifying and comparing the satisfaction of the similar and top three ontological pixels in the mapping relationship model, which proved that the method can provide a reference for related product design. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Railway Science & Engineering is the property of Journal of Railway Science & Engineering Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Donghua University (Natural Science Edition) is the property of Journal of Donghua University (Natural Science) Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Strong earthquake can cause larger structural response of bridge, resulting in the interaction between structures and the surrounding water to generate hydrodynamic pressure. Taking a deep-water long-span suspension bridge in a reservoir area as the research object, longitudinal viscous dampers are set between the towers and beams for structural shock absorption, the interaction of water and the bridge tower is considered in the form of additional mass and calculated using the analytical method. By establishing four different structural system analysis models, the effects of hydrodynamic pressure on the earthquake response of long-span suspension bridge and the aseismic performance of damper are studied. The results show that the hydrodynamic pressure further enlarges the structural displacement and internal force response of the suspension bridge under the earthquake. The greater the depth of the bridge tower into the water, the more obvious of enhancement effect. The viscous damper can reduce the longitudinal displacement and structural internal force of the suspension bridge in the form of additional anti-seismic damping. However, under the influence of the seismic hydrodynamic pressure, the working hysteresis area of the damper increases, the maximum increase of damping force is 2.21%, and the maximum increase of displacement is 8.33%. Therefore, when viscous damper is adopted for deep-water bridge, the influence of seismic hydrodynamic pressure on its performance should be considered so as to avoid over-limit damage. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Railway Science & Engineering is the property of Journal of Railway Science & Engineering Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Guangdong Architecture Civil Engineering is the property of Guangdong Architecture Civil Engineering Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Railway Standard Design is the property of Railway Standard Design Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Railway Standard Design is the property of Railway Standard Design Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Railway Standard Design is the property of Railway Standard Design Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Railway Standard Design is the property of Railway Standard Design Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Fly Ash Comprehensive Utilization is the property of Hebei Fly Ash Comprehensive Utilization Magazine Co., Ltd. and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

On January 8, 2022, at 1: 45, an earthquake of M6.9 occurred in Menyuan County (37.77°N，101.26°E ), Haibei Tibetan Autonomous Prefecture, Qinghai Province, with a focal depth of 10 km. The earthquake affected the Hexi Corridor area of Gansu Province. After the earthquake, China’s State Council’s Earthquake Relief Headquarters Office and the Ministry of Emergency Management immediately launched the national third-level emergency response of earthquake disasters. The Ministry of Emergency Management and the China Earthquake Administration sent working groups to the site overnight to assist local governments in disaster investigation, earthquake trend judgment, intensity evaluation and other work. Qinghai Province and Gansu Province immediately launched the joint prevention and control mechanism to quickly carry out emergency response to earthquake disasters. In this paper, the emergency response, disaster investigation and intensity evaluation of this earthquake are sorted out in detail, so as to provide experience accumulation and scientific reference for such large earthquakes with high effects in the future.

Copyright of Guangdong Architecture Civil Engineering is the property of Guangdong Architecture Civil Engineering Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Railway Standard Design is the property of Railway Standard Design Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Guangdong Architecture Civil Engineering is the property of Guangdong Architecture Civil Engineering Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Geology & Resources is the property of Geology & Resources Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Hydrogeology & Engineering Geology / Shuiwendizhi Gongchengdizhi is the property of Hydrogeology & Engineering Geology Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Railway Science & Engineering is the property of Journal of Railway Science & Engineering Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

On Sep. 5, 2022, an Ms6.8 earthquake struck Luding County. The earthquake triggered large amounts of co-seismic landslides, which blocked the Wandong River for nearly 24 hours. Field surveys, image interpretation, spatial statistics, and hydro-logical calculations were used to investigate the characteristics of coseismic landslides and the risk of debris flow following the earthquake. According to the findings, co-seismic landslides are primarily found in areas of earthquake intensity IX, and their sizes are typically small and medium. They are distributed along both sides of the channel, particularly on both sides of the thin ridge facing the air. The distance from the fault and slope controls the distribution of co-seismic landslides. The volume of debris flow runout in the Wandong catchment may be twice that of the debris flow prior to the earthquake. On this basis, the following disaster prevention and mitigation suggestions were put forward. The risk of runout debris flow in the catchment should be strengthened; The value of triggering rainfall of debris flow should be obtained as soon as possible through comprehensive monitoring and early warning; The scale amplification factor of debris flow should be fully considered in the design of debris flow prevention and control projects. This research can be used as a scientific reference for disaster prevention and mitigation of post-earthquake debris flows. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of China Sciencepaper is the property of China Sciencepaper and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Tunnel Construction / Suidao Jianshe (Zhong-Yingwen Ban) is the property of Tunnel Construction Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Objectives: Revealing the characteristics of deformation field related to earthquake preparation process is an important way to distinguish earthquake preparation stage and earthquake risk. In order to reveal the significance of crustal deformation observation, the deformation field related to the Wenchuan Ms 8.0 earthquake preparation and the relationship between the deformation field and the seismic activity are discussed from a large spatial scale. Methods: The original data of crustal tilt observed at Wenchuan station in the epicenter area of the Wenchuan earthquake since 2002 are collected, and the phased characteristics of crustal tilt change are extracted by using wavelet analysis method and piecewise fitting method. Based on the daily solution data of global navigation satellite system (GNSS) station coordinates since 2001, the baselines between Luzhou station and the surrounding stations are calculated. By comparing the baseline change with the Benioff creep, the synergistic characteristics between them are found. Results: The tilt rate in EW direction at Wenchuan station began to decrease significantly at the end of 2004, from 230 ms/a to 130 ms/a, and it decreased to 60 ms/a until the earthquake occurrence. There was no significant exponential acceleration change from the end of 2007 to the earthquake occurrence. The rapidly shortening anomaly of Guangzhou-Luzhou GNSS baseline in early 2005 has a high correlation with the earthquake creep loss anomaly, and the correlation coefficient is 0.89. The duration of rapidly shortening is about 2.5 years, and the magnitude of the corresponding earthquake is estimated to be 7.9, which is close to the magnitude of the Wenchuan earthquake. The Sumatra Ms 8.9 earthquake in 2004 has a significant impact on the stress-strain field in the eastern Tibet Plateau and accelerates the preparation process of the Wenchuan earthquake. Conclusions: The different influence of surrounding earthquakes should be considered in the analysis of crustal deformation and earthquake risk. The research results of this paper have reference value for understanding the significance of crustal deformation measurements and innovating earthquake prediction ideas. [ABSTRACT FROM AUTHOR]

The historical earthquake damage shows that the forms of landslides induced by different earthquake intensities are significantly different. Based on the field investigation of landslide scarp shape，the movement process of landslide is simulated by PFC2D，and the shape characteristics of landslide scarp under different seismic intensity are obtained. The results show that：（1）the intensity of ground motion is an important factor that causes the shape difference of landslide scarp. Under certain other conditions，the larger the ground motion is，the smaller the back wall angle of the landslide is，and the closer the occurrence position is to the high position of the original slope； （2）the landslide scarp has the characteristics of large slope，high altitude，difficult artificial transformation，low water content，and good structure of undisturbed loess. It has strong stability. In the field investigation，the dip angle of landslide scarp and the morphological characteristics of the landslide scarp can be used to quickly distinguish the historical earthquakes that induce the landslide [ABSTRACT FROM AUTHOR]

Copyright of Guangdong Architecture Civil Engineering is the property of Guangdong Architecture Civil Engineering Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Seismic risk analysis is the key to seismic protection of engineering constructions. Based on the site of Aerjin mountain tunnel project, probabilistic seismic risk analysis method was used to divided the hierarchical space of potential source area model in this area, and was determined the seismicity parameters and corresponding attenuation relationship of source model by referred to other seismic activities. The 50 years exceeding probability of seismic risk was calculated at the level of 63%, 10% and 5% in this area. The research results can be used as a reference material for the Aerjin tunnel project site with respect to the seismic risk and risk assessment, and can be provided reference value for the seismic risk analysis of similar projects,too. [ABSTRACT FROM AUTHOR]

When Chinese building standard is adopted in Bangladesh construction, the seismic ground acceleration provided in Bangladesh standard cannot be adopted directly. In order to converse seismic ground acceleration between China standard and Bangladesh standard, the value of seismic ground acceleration of two standards was compared and analyzed from the concept, definition and determination methods. The result shows that: 1) In term of site class, SA in Bangladesh standard corresponds to I0 in China standard, that is the premise of seismic ground acceleration conversion between two standards; 2) The seismic ground acceleration conversion is realized by conversing site class and return period. The seismic zonation Z1 (0.12g)、Z2(0.20g)、 Z3 (0.28g)and Z4 (0.36g)in Bangladesh standard corresponds to earthquake intensity 6 (0.05g)、7 (0.10g)、7 (0.15g)and 8 (0.20g)in Chinese standard; 3) The seismic ground acceleration obtained from conversion can be applied for general buildings engineering. The design seismic ground acceleration for buildings that have special requirement should be determined by seismic risk assessment. [ABSTRACT FROM AUTHOR]

Copyright of Guangdong Architecture Civil Engineering is the property of Guangdong Architecture Civil Engineering Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

A Venlo-type greenhouse has widely been introduced from Netherland for modern agriculture in China at present. This type of greenhouse is also the largest, most commonly-used, and state-of-the-art glass structure with advanced equipment and control systems for super greenhouses in the world. However, few national standards are released for the structure design of modern agricultural greenhouse, although most industry or group standards in China. Furthermore, the combination of earthquake load other than wind load cannot be usually considered for the structure design in most studies, due to the light-weight components and covering materials in the greenhouse structure. If the greenhouse that designed by the Netherlands was directly introduced to adopt the Dutch structural standards in China, there is a safety hazard of seismic action for the damage of main structure, particularly for nearly half of land areas in high-level zones of seismic intensity in China, even above 7 degrees. Taking a Venlo-type greenhousedesigned by a Dutch company in Shandong province as an example, this study aims to explore the impact of seismic action on structural safety according to the Dutch code, considering the stress diaphragm of covering material on the structural stiffness. A finite element software MIDAS Gen with the response spectrum modal was also selected to simulate the whole structure of the greenhouse with the seismic precautionary intensity of 7 (0.10g), 7 (0.15g), 8 (0.20g), and 8 degrees (0.30g). A systematic analysis was made on the mode periods, vibration patterns, the maximum stresses, and displacements for the structure. The results showed that the longest period of natural vibration was 1.75 s in the greenhouse structure, indicating a relatively flexible performance of the structural system. The first and second vibration patterns were the flat motion in Y and X -direction, especially a similar seismic performance in the 2 principal axes. Additionally, the maximum bearing capacity of the structure was 216.96 MPa for different seismic precautionary intensities under the wind load. The maximum stress was still less than the yield strength of components. When the seismic precautionary intensity exceeded 8 degrees (0.30g), the maximum tensile and compressive stresses of components were 211.95 and 196.02 MPa for the X-directional seismic action, respectively. In addition, the maximum displacement was 31.80 mm under the X-directional wind load without considering seismic action. The structural deformation was also mainly influenced by the seismic load. Specifically, the Y-directional seismic action was about 11.6% than that in the X-direction under the same load combination. Consequently, the greenhouse structure introduced from Netherland can always be expected to fully meet the code requirements within the elastic range of components, when the seismic intensity was lower than 8 degrees (0.30g). Nevertheless, the maximum deformation exceeded the standard requirement of 1/250 of the elastic inter-story displacement angle, according to the code for seismic design of buildings in China. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Most agricultural greenhouses generally present low structural rigidity, self-weight, and seismic response in recent years. The structure design also varies significantly in different locations, if the seismic effect is considered in the load combination. Therefore, this study aims to investigate the effect of seismic action on various greenhouse structure under a load combination in China. The glass greenhouse was also taken as the research object, particularly for the heaviest material of roof glazing in all greenhouses. Two regular and one irregular plane layouts of greenhouses were selected, according to the regulation of seismic action in the structure design. Midas Gen software was used to analyze the structure stress in the components. The load combinations were compared with or without the seismic action (remarked as class-e and class-a). The maximum stress ratio of components was set as the evaluation index, while, the seismic intensity was used as the variable from 7° (0.10g), 7° (0.15g), 8° (0.20g), 8° (0.30g) to 9° (0.40g). The results show that the greenhouse with the regular and irregular plane layouts performed the greater stress ratios under the load combination of class-a without considering the seismic action, when the seismic intensity was 7° (0.1g and 0.15g), indicating there was no controlling effect of seismic action. In the inner and side wall posts of the regular plane layout in the greenhouse structure, the stress ratio of load combination of class-e considering the seismic effect was already very close to that of class-a, when the seismic intensity reached 8° (0.20g). In some individual corner posts of irregular plane layout in the greenhouse structure, the maximum stress ratio of load combination of class-e (0.31) was slightly larger than that of class-a (0.29). In the individual structural components of the regular plane layout in the greenhouse, the maximum stress ratio of load combination of class-e (0.36) was greater than that of class-a (0.29), when the seismic intensity reached 8° (0.30g). It infers that the maximum stress ratio was controlled by the seismic action. The seismic intensity was also combined with the smallest wind load in the study areas. Consequently, the areas of 8° (0.20g) and below cannot be considered for the seismic combination, whereas the areas of 8° (0.30g) and above were preferred in the structural design of the glass greenhouse. Additionally, the seismic action cannot be considered in the load combination, particularly in the plastic structures, including gutter-connected plastics, solar and plastic tunnels. The finding can provide a sound theoretical basis to implement the structural design of a glass greenhouse. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Unstable rock in the limestone area has typical characteristics of quasimasonry structure and control discontinuity, where the failure essence is the fracture propagation under loads. The unstable rock control discontinuity in the limestone zone was analyzed, and the geological model for a doublecrack unstable rock mass was obtained according to the theory of geomorphologic evolution. The mechanical model and fracture mechanical model for the complex control discontinuity were constructed. Based on the rock weight, the fissure water pressure and the earthquake load, the formula of the fracture stability coefficient was obtained under the maximum circumferential stress criterion. The fracture stability coefficient expression for the unstable rock is rational according to the verifying case analysis. The fracture stability coefficient corresponding to each intensity decreases with the crack length ratio. Under earthquake intensities Ⅷ and Ⅸ, the unstable rock will collapse; the stability of the unstable rock is liable to the coupling effects of the crack length ratio of the main control discontinuity and the earthquake intensity. The critical crack length ratio decreases with the earthquake intensity. Under earthquake intensity Ⅶ, the theoretical value of the critical crack length ratio is 25.8%, which is slightly less than the actual value of 27.7%, and on the slightly safer side. The fracture stability coefficient expression has good applicability. The research results provide an important theoretical support for the treatment of such unstable rock masses. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Coal Science & Technology (0253-2336) is the property of Coal Science & Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Aiming at the seismic response of integral box-slab high-pile wharf, the elastoplastic damage model coupled with finite element and infinite element was created by ABAQUS software. Through the nonlinear finite element analysis, we studied the mechanical properties and aiti-seismic performance of the wharf structure under EIcentro wave, Kobe wave and Northridge wave, and analyzed the dynamic response and damage characteristics of the panel and pile foundation. The results show that seismic response of the wharf structure increases with the increase of seismic intensity, and seismic wave spectrum characteristics have great impact on the seismic response of the structure. The arrangement of the longitudinal prestressed rebar of the superstructure can well protect the pile-head and reduce the displacement. The mud surface and the soil layer interface are the areas where the structural response is relatively strong; damping dissipates most of the seismic input energy, and the time node of brittle fracture failure can be determined by damage energy dissipation. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Tunnel Construction / Suidao Jianshe (Zhong-Yingwen Ban) is the property of Tunnel Construction Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Tunnel Construction / Suidao Jianshe (Zhong-Yingwen Ban) is the property of Tunnel Construction Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)