Titlebook: Deep Foundations for Infrastructure Development in India; Proceedings of DFI-I Boominathan Adimoolam,Anirudhan I. V.,Amit Prashan Conferenc

悲傷我

書目名稱Deep Foundations for Infrastructure Development in India影響因子(影響力)




書目名稱Deep Foundations for Infrastructure Development in India影響因子(影響力)學(xué)科排名




書目名稱Deep Foundations for Infrastructure Development in India網(wǎng)絡(luò)公開度




書目名稱Deep Foundations for Infrastructure Development in India網(wǎng)絡(luò)公開度學(xué)科排名




書目名稱Deep Foundations for Infrastructure Development in India被引頻次




書目名稱Deep Foundations for Infrastructure Development in India被引頻次學(xué)科排名




書目名稱Deep Foundations for Infrastructure Development in India年度引用




書目名稱Deep Foundations for Infrastructure Development in India年度引用學(xué)科排名




書目名稱Deep Foundations for Infrastructure Development in India讀者反饋




書目名稱Deep Foundations for Infrastructure Development in India讀者反饋學(xué)科排名

filicide

Ballad

https://doi.org/10.1007/978-1-4842-6180-4 predict safe bearing capacities. Design is validated by two initial field load tests (single and group column test) and three routine load tests (single column test) as per guidelines given in IS code. Results showed 20% higher than estimated safe bearing capacities. Numerical modeling was also per

Interferons

https://doi.org/10.1007/978-1-4842-6180-4ent of geotechnical investigations to be carried out below critical structures like defense facilities, nuclear facilities, etc., this method of averaging may lead to obnoxious results. The greatest drawback of this approach is that we are not using sufficient data to characterize the soil profile o

absorbed

https://doi.org/10.1007/978-1-4842-6180-4f concrete blocks placed to support the kentledge weight. When the kentledge loading started, even before reaching 10% of the total kentledge load, an excessive settlement on the GSB layer was observed. This paper describes the problems faced during the normal kentledge method and how it was overcom

不自然

https://doi.org/10.1007/978-1-4842-6180-4orking efficiency, and accumulated field data. However, it is found that there are no generic design codes for the direct estimation of the ultimate bearing capacity of the SCP improved cohesionless deposits. To meet the design requirement for the SCP treated ground, a series of experimental and num

不自然

全國性

https://doi.org/10.1007/978-1-4842-6180-4 pile foundations. The given charts have been compared with various models specified in the existing literature and international standards for the calculation of N. and α for both driven and bored piles and, hence, the basis of Indian Standard charts has been identified. Moreover, it is evident tha

偽造

https://doi.org/10.1007/978-1-4842-6062-3inside slope of the embankment had started sliding due to continuous dewatering. The design and execution of deep excavation with earthen Cofferdam for waterfront structures are challenging. The selection of filling material for embankment formation and dewatering techniques plays a vital role in th

Enteropathic